The URL can be used to link to this page

Home My WebLink AboutCT 15-11; YADA FARM; DRAINAGE STUDY; 2018-03-27DRAINAGE STUDY CT 15-11 YADA FAMILY FARM SUBDIVISION 1835 BUENA VISTA WAY CITY OF CARLSBAD Prepared for: California West Communities 5927 Priestly Drive, Suite 110 Carlsbad, CA 92009 Prepared by: bhA, Inc land planning, civil engineering, surveying 5115 Avenida Encinas, Suite L Carlsbad, CA 92008-4387 (760) 931-8700 Alo. 29271 March 27, 2018 CA W.O. 944-1289-600 RECEW[ APR 26 2018 LA' i ENGINEERING Cr 15-I) TABLE OF CONTENTS I. DISCUSSION Vicinity Map........................................................4 Purpose and Scope................................................5 Project Description...............................................5 StudyMethod......................................................7 Conclusions........................................................10 Declaration of Responsible Charge...........................11 II. EXHIBITS Existing Hydrology Map & Proposed Hydrology Map ..............................12 III. CALCULATIONS A. Existing Hydrology Calculations 1. 100 Year Storm.......................................13 B. Proposed Hydrology Calculations 100 Year Storm without Detention...............21 100 Year Storm with Detention....................35 C. Hydraulic Calculations Detention Basin Outlet Detail..............................50 Detention and Storage Capacity Calculations .....45 Storage Basin Routing Model Calculations.........54 Inlet Sizing Calculations.................................58 IV. REFERENCES .......................................................................59 I I Yada Family Farm Subdivision, bi-IA, Inc. 1835 Buena Vista Way land planning, civil engineering, surveying Drainage Study I. DISCUSSION I I I I I I Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bhA, Inc. land planning, civil engineering, surveying 3 CITY OF OCEANSIDE CITY OF SAN MARCOS 0 S1 VICINITY MAP: CITY OF ENCINITAS Yada Family Farm Subdivision, bliA, Inc. 1835 Buena Vista Way land planning, civil engineering, surveying Drainage Study 4 PURPOSE AND SCOPE: I The purpose of this report is to publish the results of hydrology and hydraulic computer analysis for the development of the Yada Family Farm Subdivision project located at 1835 Buena Vista Way, City of Carlsbad. The proposed grading is 3.48-acres on a 4.27 acre site. The scope is to I study the existing and proposed hydrology and hydraulics as it influences the surrounding properties during a 100-year frequency storm event (Q100), and make recommendations to intercept, contain and convey the Q100 to the historic point of discharge. PROJECT DESCRIPTION: The project is located in the County of San Diego (APN 156-220-01). The site is bounded by existing nursery to the east, Valley Street to the west, McCauley Lane to the south, and Buena Vista Way to the north. The 4.27 acre property in the past has been used for agriculture purposes, with an existing residential house in the northeast corner of the site (runoff from the existing residential lot is included in the existing and proposed hydrology calculations because of the proposed frontage improvements), and fields and remnants of several shade canopy structures associated with nursery activities on the remaining portions of the property. Topographically, the site is generally moderate sloping westerly towards Valley Street. The overall gradient of the site is on the order of 10 percent or flatter. The on-site soil classification is estimated to be Type "C" or "D" per Preliminary Geotechnical Investigation, Proposed 14- Lot Subdivision, 4.14 Acres, 1835 Buena Vista Way, APN 156-220-01, Carlsbad, San Diego County, California, prepared by Geosoils, Inc. Type "D" soils will be used for both the existing and proposed hydrology conditions. Existing land-use is 4.00 DU/Ac, proposed land-use is 2.84 DU/Ac. The existing drainage sheet flows northwesterly towards Valley Street, where runoff is intercepted by an existing Type-F catch basin on the east side of Valley Street in the western corner of the project. The catch basin connects to a 27-inch storm drain pipe underneath Valley Street, which travels northwest towards Buena Vista Way. One point of discharge has been identified at the existing Type-F catch basin. There is no run-on from upstream properties. The project proposes the development of 12 residential lots and grading of pads and driveways, a 36-foot wide private cul-de-sac (Yada Place), and the street improvement of McCauley Lane and Valley Street. The project also proposes storm drain infrastructure including storm drain pipes, curb inlets, and biofiltration basins for storm water treatment. Project grading will occur on approximately 3.48 acres of the project. As part of the street improvement for Valley Street, the existing Type-F catch basin on the east side of Valley Street will be replaced with a curb inlet. Runoff from the proposed roof and driveway areas on Lots 1-8 will be conveyed via surface flow to the front of each lot and onto the proposed cul-de-sac, Yada Place. Yada Place will intersect Yada Family Farm Subdivision, 1835 Buena Vista Way I Drainage Study bhA, Inc. land planning, civil engineering, surveying Valley Street, and run easterly through the center of the project. Yada Place will be graded so that runoff flows towards the northern and southern curb and gutter, which will direct flow to proposed curb inlets located north of Lot 1 and south of Lot 8. The remaining portion of Yada Drive will be intercepted by a curb inlet on Valley Street. The curb inlets will connect to proposed 18" RCP storm drain pipes, which will convey flow to proposed biofiltration basins, Basin 1 and Basin 2. Basin 1 will be located on the west side of Lot 1 and will receive runoff from Lots 1-4. Basin 2 will be located on the west side of Lot 8 and will receive runoff from Lots 5-8. Runoff from the proposed roof and driveway areas on Lots 9-12 will be conveyed via surface flow to the front of each lot and into a proposed 12" HDPE storm drain system. The storm drain system will convey flow west and outlet over rip rap at Basin 2. The proposed biofiltration basins will provide storm water treatment and flow detention, and have been sized based on pollutant control sizing factors in the Storm Water Quality Management Plan for this project. Storm water that enters the biofiltration basins will be filtered through the basin's soil media and directed to a perforated underdrain pipe located at the bottom of the basin. Biofiltration basins will be lined with an impermeable liner on the sides and bottom to prevent infiltration into the existing ground. Discharge from Basin 2 will be routed via 18" RCP storm drain pipe, which will connect to the curb inlet on the east side of Valley Street. The curb inlet will outlet at the existing 27" RCP storm drain underneath Valley Street. Discharge from Basin 1 will be routed via 18" RCP storm drain pipe, which will connect to the existing Type B curb inlet on the east side of Valley Street in the southern portion of the project. The existing curb inlet also outlets at the existing 27" RCP storm drain underneath Valley Street. All storm water being routed to Basin 1 will travel through the existing storm drain underneath Valley Street and confluence at the historical point of discharge, at the curb inlet on the east side of Valley Street in the western corner of the project site. Storm water flow on Yada Place that falls west of the curb inlets will surface flow to Valley Street and flow via curb and gutter to the curb inlet on the east side of Valley Street. The proposed biofiltration basins will serve to detain the minor increase in runoff created by the proposed development. Post-development site flow will mimic existing drainage conditions, and will discharge from the site at below historical flow rates. Yada Family Farm Subdivision, bhA, Inc. 1835 Buena Vista Way land planning, civil engineering, surveying Drainage Study 6 I STUDY METHOD: I 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 llydroSoft by Advanced Engineering Software 2013. Drainage basin areas were determined from the proposed grades shown on the Tentative I Subdivision Map and 30-scale existing topographic survey. The Rational Method provided the following variable coefficients: Rainfall Intensity I = 7.44x(P6)x(Tc) " - 0.645 P6 for 100 year storm = 2.6 inches Soil group "D" will be used for a composite runoff coefficient for the existing and proposed I hydrology analyses. See the attached References for the Web Soil Survey report and map. Due to soil quality and proximity to the steep hillside slope, the biofiltration basin design will include a perforated pipe and an impermeable liner. Runoff Coefficient (C) values are calculated based on I soil type and impervious percentage (% Impervious) using the formula taken from the 2003 San Diego County Hydrology Manual: C = 0.9 x (% Impervious) + Cp x (1-%Impervious) Where Cp = Pervious Coefficient Runoff Value for the soil type (shown in Table 3-1 as undisturbed Natural Tenian/Permanent Open Space, 0% Impervious). For impervious surfaces C=0.87, and for pervious/ landscaping surfaces C=0.35. See Table 1 for weighted runoff coefficient value calculations. Yada Family Farm Subdivision, bhA, Inc. 1835 Buena Vista Way land planning, civil engineering, surveying Drainage Study 7 I TABLE 1-Weighted Runoff Coefficient "C" Value Calculations for Existing and Proposed Condition Hydrology Existing Hydrology - Yada Family Farm Subdivision Up Node Down Node Total Acreage CPERV Al (acres) CIMp A2 (acres) % IMP Ccomp 10 20 0.16 0.35 0.15 0.87 0.01 9.1% 0.40 20 50 3.67 0.35 2.63 0.87 1.04 28.2% 0.51 30 40 0.12 0.35 0.06 0.87 0.06 50.091. 0.63 40 50 0.51 0.35 0.21 0.87 0.30 58.8% 0.67 70 80 0.10 0.35 0.05 0.87 0.05 50.0% 0.63 Proposed Hydrology - Yada Family Farm Subdivision Up Node Down Node Total Acreage Ci Al (acres) C2 A2 (acres) % IMP Ccomp 5 6 0.13 0.35 0.07 0.87 0.06 46.2% 0.60 6 170 0.61 0.35 0.18 0.87 0.43 69.7% 0.73 20 10 0.22 0.35 0.13 0.87 0.09 40.9% 0.58 40 30 0.22 0.35 0.13 0.87 0.09 40.9% 0.58 60 50 0.22 0.35 0.13 0.87 0.09 40.9% 0.58 80 70 0.20 0.35 0.11 0.87 0.09 45.0% 0.60 100 120 0.36 0.35 0.26 0.87 0.10 27.8% 0.50 120 130 0.85 0.35 0.56 0.87 0.40 47.1% 0.61 160 165 0.13 0.35 0.01 0.87 0.12 92.3% 0.86 180 200 0.36 0.35 0.26 0.87 0.10 27.8% 0.50 200 210 0.79 0.35 0.45 0.87 0.34 43.0% 0.59 240 250 0.27 0.35 0.09 0.87 1 0.18 65.5% 0.71 Note: C-values taken from Table 3-1 of San Diego County Hydrology Manual, consistent Yada Family Farm Subdivision, bhA, Inc. 1835 Buena Vista Way land planning, civil engineering, surveying I Drainage Study _____ _____ Detention Basin Sizing: The biofiltration basins have been design for storm water treatment and detention. The project is exempt from hydromodification (refer to HMP exemption criteria in the project's Storm Water Quality Management Plan, SWQMP). The biofiltration basins will use a "pollutant control only" sizing factor for a minimum BMP footprint of 3 percent from City of Carlsbad Model BMP Design Manual. The minimum areas for the biofiltration basins were found by summing up the contributions of each tributary DMA and multiplying by the sizing factor (see Attachment lb of the SWQMP). Biofiltration basin BMPs are responsible for handling pollutant control requirements for each DMA. The BMPs are comprised of an 18-inch layer of amended soil (a highly sandy, organic rich compost with an infiltration capacity of at least 5 inches/hr) and a 12-inch layer of gravel for additional detention to accommodate the French drain system. Below the gravel layer, the basins are lined to prevent infiltration into the underlying 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 0.83-feet above the bottom of the basin for Basin 1 and 1.00-feet above the bottom of the basin for Basin 2, such that peak flows can be safely discharged to the receiving storm drain system (see dimensions in Biofiltration Basin Detail). Table 2 below summarizes the pre and post-condition drainage area and cumulative 100-year peak flow rates. TABLE 2—Summary of Existing and Proposed Storm Drain Flows 100 Year: While the actual developed drainage area and discharge points differ from the undeveloped existing condition, any negative impacts created by these area diversions are mitigated by the proposed biofiltration basins. The proposed detained runoff discharge is approximately the same at Node 175 (existing 27-inch RCP Valley Street) when compared to the existing conditions. Since the cumulative 0100dev (10.01cfs) is approximately the same as the cumulative 0100ex (9.97cfs), the project achieves the t!oal of attenuating the storm flows from the proposed development to predevelopment levels. Yada Family Farm Subdivision, bhA, Inc. 1835 Buena Vista Way land planning, civil engineering, surveying Drainage Study 9 CONCLUSION: I The development of Yada Family Farm Subdivision Project will not increase the cumulative runoff during the 100-year storm event. The biofiltration basins as proposed meet the minimum sizing factor of 0.03 percent for pollutant control requirements, see SWQMP Report for this I project. The hydraulic calculations show that the existing storm drain facilities can sufficiently convey the anticipated Q100 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 I 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, bliA, Inc. 1835 Buena Vista Way land planning, civil engineering, surveying Drainage Study DECLARATION OF RESPONSIBLE CHARGE I hereby declare that lam 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. Ronald L. Holloway U R.C.E. 29271 Date No. 29271 I1 Yada Family Farm Subdivision, bi-IA, Inc. 1835 Buena Vista Way land planning, civil engineering, surveying Drainage Study II. EXHIBITS EXISTING HYDROLOGY MAP PROPOSED HYDROLOGY MAP I I I I Yada Family Farm Subdivision, bi-IA, Inc. 1835 Buena Vista Way land planning, civil engineering, surveying I Drainage Study 12 L. I I III. CALCULATIONS I A. EXISTING CONDITION HYDROLOGY I I I I I I I [1 I Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bl-iA, Inc. land planning, civil engineering, surveying Ii I I 1. 100 YEAR STORM **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE I Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003, 1985, 1981 HYDROLOGY MANUAL (c) Copyright 1982-2014 Advanced Engineering Software (aes) I Ver. 21.0 Release Date: 06/01/2014 License ID 1459 Analysis prepared by: BHA INC. 5115 AVENIDA ENCINAS, SUITE L CARLSBAD, CA 92008 ** * * **** ****** ** *** * * DESCRIPTION OF STUDY ** ** ***** ** ******** ****** * * 100 YEAR EXISTING HYDROLOGY * * YADA FAMILY FARM SUBDIVISION * * K:\HYDRO\1289\1-2018\1289E100.OUT * ************************************************************************** I FILE NAME: K:\HYDRO\1289\1-2018\1289E100.DAT TIME/DATE OF STUDY: 11:31 01/26/2018 I USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA I USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.600 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 I 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* I 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) I 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 I GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) I 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN Yada Family Farm Subdivision, bhA, Inc. 1835 Buena Vista Way land planning, civil engineering, surveying I Drainage Study L I I I OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** I FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< I *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .4000 S.C.S. CURVE NUMBER (AMC II) = 0 I INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 194.00 DOWNSTREAM ELEVATION(FEET) = 188.00 ELEVATION DIFFERENCE(FEET) = 6.00 I SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.934 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.547 SUBAREA RUNOFF(CFS) = 0.36 I TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.36 **************************************************************************** I FLOW PROCESS FROM NODE 20.00 TO NODE 50.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 188.00 DOWNSTREAM(FEET) = 158.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 552.00 CHANNEL SLOPE = 0.0543 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 50.000 I MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.081 *USER SPECIFIED(SUBAREA) I USER-SPECIFIED RUNOFF COEFFICIENT = .5100 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.16 I TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.18 AVERAGE FLOW DEPTH(FEET) = 0.20 TRAVEL TIME(MIN.) = 4.23 Tc(MIN.) = 11.16 SUBAREA AREA(ACRES) = 3.67 SUBAREA RUNOFF(CFS) = 7.64 I AREA-AVERAGE RUNOFF COEFFICIENT = 0.505 TOTAL AREA(ACRES) = 3.8 PEAK FLOW RATE(CFS) = 7.90 I END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.25 FLOW VELOCITY(FEET/SEC.) = 2.44 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 50.00 = 652.00 FEET. I **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I Yada Family Farm Subdivision, bi-IA, Inc. 1835 Buena Vista Way land planning, civil engineering, surveying Drainage Study 15 TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.16 RAINFALL INTENSITY(INCH/HR) = 4.08 TOTAL STREAM AREA(ACRES) = 3.83 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.90 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 40.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6300 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 188.00 DOWNSTREAM ELEVATION(FEET) = 185.20 ELEVATION DIFFERENCE(FEET) = 2.80 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.912 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 97.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.149 SUBAREA RUNOFF(CFS) = 0.46 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.46 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 185.20 DOWNSTREAM ELEVATION(FEET) = 158.00 STREET LENGTH(FEET) = 491.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 10.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 I STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetf low Section(curb-to-curb) = 0.0140 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 I **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.34 Yada Family Farm Subdivision, bhA, Inc. 1835 Buena Vista Way land planning, civil engineering, surveying I Drainage Study 16 I I STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 4.52 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.16 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.90 STREET FLOW TRAVEL TIME(MIN.) = 1.97 Tc(MIN.) = 7.88 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.109 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.662 SUBAREA AREA(ACRES) = 0.51 SUBAREA RUNOFF(CFS) = 1.75 TOTAL AREA(ACRES) = 0.6 PEAK FLOW RATE(CFS) = 2.13 END OF SUBAREA STREET. FLOW HYDRAULICS: DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 5.98 FLOW VELOCITY(FEET/SEC.) = 4.48 DEPTH*VELOCITY(FT*FT/SEC.) = 1.10 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 50.00 = 591.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.88 RAINFALL INTENSITY(INCH/HR) = 5.11 TOTAL STREAM AREA(ACRES) = 0.63 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.13 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 7.90 11.16 4.081 3.83 2 2.13 7.88 5.109 0.63 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 7.71 7.88 5.109 2 9.60 11.16 4.081 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.60 Tc(MIN.) = 11.16 I Yada Family Farm Subdivision, bhA, Inc. 1835 Buena Vista Way land planning, civil engineering, surveying Drainage Study 1.7 I I I I I I I I I I I I I I I U TOTAL AREA(ACRES) = 4.5 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 50.00 = 652.00 FEET. **************************************************************************** I FLOW PROCESS FROM NODE 50.00 TO NODE 60.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 151.67 DOWNSTREAM(FEET) = 151.38 I FLOW LENGTH(FEET) = 14.29 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 9.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.61 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 I PIPE-FLOW(CFS) = 9.60 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 11.19 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 60.00 = 666.29 FEET. I **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< --------------------- TOTAL NUMBER OF STREAMS = 2 I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.19 RAINFALL INTENSITY(INCH/HR) = 4.07 TOTAL STREAM AREA(ACRES) = 4.46 I PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.60 I FLOW **************************************************************************** PROCESS FROM NODE 70.00 TO NODE 80.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< I *USER USER-SPECIFIED RUNOFF COEFFICIENT = .6300 S.C.S. CURVE NUMBER (AMC II) = 0 I INITIAL SUBAREA FLOW-LENGTH(FEET) = 77.00 UPSTREAM ELEVATION(FEET) = 162.00 DOWNSTREAM ELEVATION(FEET) = 160.00 I ELEVATION DIFFERENCE(FEET) = 2.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.401 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.518 SUBAREA RUNOFF(CFS) = 0.41 I TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.41 I FLOW **************************************************************************** PROCESS FROM NODE 80.00 TO NODE 90.00 IS CODE = 41 I Yada Family Farm Subdivision, bhA, Inc. 1835 Buena Vista Way ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 151.40 DOWNSTREAM(FEET) = 151.00 FLOW LENGTH(FEET) = 18.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 1.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.54 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 0.41 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 5.49 LONGEST FLOWPATH FROM NODE 70.00 TO NODE 90.00 = 95.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 90.00 TO NODE 60.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 152.10 DOWNSTREAM(FEET) = 151.67 FLOW LENGTH(FEET) = 302.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 3.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 1.33 GIVEN PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.41 PIPE TRAVEL TIME(MIN.) = 3.80 Tc(MIN.) = 9.28 LONGEST FLOWPATH FROM NODE 70.00 TO NODE 60.00 = 397.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.28 RAINFALL INTENSITY(INCH/HR) = 4.60 TOTAL STREAM AREA(ACRES) = 0.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.41 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 9.60 11.19 4.075 4.46 2 0.41 9.28 4.596 0.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. Yada Family Farm Subdivision, bkA, Inc. 1835 Buena Vista Way land planning, civil engineering, surveying I Drainage Study 19 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY I NUMBER (CFS) (MIN.) (INCH/HOUR) 1 8.92 9.28 4.596 2 9.97 11.19 4.075 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.97 Tc(MIN.) = 11.19 TOTAL AREA(ACRES) = 4.6 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 60.00 = 666.29 FEET. END OF STUDY SUMMARY: ' TOTAL AREA(ACRES) = 4.6 TC(NIN.) = 11.19 PEAK FLOW RATE(CFS) = 9.97 END OF RATIONAL METHOD ANALYSIS H I I I Yada Family Farm Subdivision, bhA, Inc. 1835 Buena Vista Way land planning, civil engineering, surveying I Drainage Study 1 20 I I I I I I B. PROPOSED CONDITION HYDROLOGY I I I I I I I I I I Yada Family Farm Subdivision, bl-iA, Inc. 1835 Buena Vista Way land planning, civil engineering, surveying I Drainage Study 1 21 L I I 1. 100 YEAR STORM WITHOUT DETENTION **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985, 1981 HYDROLOGY MANUAL (c) Copyright 1982-2014 Advanced Engineering Software (aes) Ver. 21.0 Release Date: 06/01/2014 License ID 1459 Analysis prepared by: BHA INC. 5115 AVENIDA ENCINAS, SUITE L CARLSBAD, CA 92008 *** ** ** ** ** ** ** DESCRIPTION OF STUDY ** ** ** ** *** ***** ** ** ** * * 100 YEAR PROPOSED HYDROLOGY W/O DETENTION * * YADA FAMILY FARM SUBDIVISION * * * FILE NAME: K:\HYDRO\1289\1-2018\1289100P.DAT TIME/DATE OF STUDY: 10:28 03/27/2018 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.600 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER_DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) (Depth)-(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< I Yada Family Farm Subdivision, bi-IA, Inc. 1835 Buena Vista Way land planning, civil engineering, surveying Drainage Study 22 n I I I I I I I I I I *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 188.00 DOWNSTREAM ELEVATION(FEET) = 182.00 ELEVATION DIFFERENCE(FEET) = 6.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.953 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.53 TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.53 **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 170.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 185.20 DOWNSTREAM ELEVATION(FEET) = 157.70 STREET LENGTH(FEET) = 470.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 10.00 DISTANCE FROM CRO WN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 • STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetf low Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 I **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.78 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: I STREET FLOW DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.51 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.22 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.00 I STREET FLOW TRAVEL TIME(MIN.) = 1.86 Tc(MIN.) = 6.81 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.613 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .7300 I S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.707 SUBAREA AREA(ACRES) = 0.61 SUBAREA RUNOFF(CFS) = 2.50 TOTAL AREA(ACRES) = 0.7 PEAK FLOW RATE(CFS) = 2.94 I END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.21 FLOW VELOCITY(FEET/SEC.) = 4.60 DEPTH*VELOCITY(FT*FT/SEC.) = 1.24 I LONGEST FLOWPATH FROM NODE 5.00 TO NODE 170.00 = 570.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< Yada Family Farm Subdivision, bl-iA, Inc. 1835 Buena Vista Way land planning, civil engineering, surveying Drainage Study 23 L I I I FLOW PROCESS FROM NODE 20.00 TO NODE 10.00 Is CODE = 21 --------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .5800 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 177.20 DOWNSTREAM ELEVATION(FEET) = 175.70 ELEVATION DIFFERENCE(FEET) = 1.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.198 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 77.50 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.415 SUBAREA RUNOFF(CFS) = 0.69 TOTAL AREA(ACRES) = 0.22 TOTAL RUNOFF(CFS) = 0.69 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 30.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< -------------- ELEVATION DATA: UPSTREAM(FEET) = 171.00 DOWNSTREAM(FEET) = 166.40 FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.56 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.69 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 7.35 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 30.00 = 170.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 30.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.342 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .5800 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.5800 SUBAREA AREA(ACRES) = 0.22 SUBAREA RUNOFF(CFS) = 0.68 TOTAL AREA(ACCES) = 0.4 TOTAL RUNOFF(CFS) = 1.36 TC(MIN.) = 7.35 **************************************************************************** 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)<<<<< I Yada Family Farm Subdivision, bliA, Inc. 1835 Buena Vista Way land planning, civil engineering, surveying I !ageStudL r----L I I I I I I I I I I I I I I I I ----------- ====== ELEVATION DATA: UPSTREAM(FEET) = 166.40 DOWNSTREAM(FEET) = 161.80 FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.9 INCHES I PIPE-FLOW VELOCITY(FEET/SEC.) = 9.25 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.36 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 7.48 I LONGEST FLOWPATH FROM NODE 20.00 TO NODE 50.00 = 240.00 FEET. **************************************************************************** I FLOW PROCESS FROM NODE 60.00 TO NODE 50.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.284 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .5800 S.C.S. CURVE NUMBER (AMC II) = 0 I AREA-AVERAGE RUNOFF COEFFICIENT = 0.5800 SUBAREA AREA(ACRES) = 0.22 SUBAREA RUNOFF(CFS) = 0.67 TOTAL AREA(ACRES) = 0.7 TOTAL RUNOFF(CFS) = 2.02 TC(MIN.) = 7.48 I FLOW 70.00 CODE 41 PROCESS FROM NODE 50.00 TO NODE IS = I ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 161.80 DOWNSTREAM(FEET) = 157.70 I FLOW LENGTH(FEET) = 63.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.31 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.02 I PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 7.58 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 70.00 = 303.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 80.00 TO NODE 70.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.238 *USER SPECIFIED(SUBAREA) USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 I AREA-AVERAGE RUNOFF COEFFICIENT = 0.5847 SUBAREA AREA(ACRES) = 0.20 SUBAREI RUNOFF(CFS) = 0.63 TOTAL AREA(ACRES) = 0.9 TOTAL RUNOFF(CFS) = 2.63 I TC(MIN.) = 7.58 **************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 90.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< Yada Family Farm Subdivision, bi-IA, Inc. 1835 Buena Vista Way land planning, civil engineering, surveying I Drainage Study 25 t I I I >>>>>TRPVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 157.70 DOWNSTREAM(FEET) = 157.30 I CHANNEL LENGTH THRU SUBAREA(FEET) = 44.00 CHANNEL SLOPE = 0.0091 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 2.63 I FLOW VELOCITY(FEET/SEC.) = 1.43 FLOW DEPTH(FEET) = 0.18 TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) = 8.09 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 90.00 = 347.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 21 ---------------------------------------------------------------------------- I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): I USER-SPECIFIED RUNOFF COEFFICIENT = .5000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 80.00 UPSTREAM ELEVATION(FEET) = 187.00 I DOWNSTREAM ELEVATION(FEET) = 181.20 ELEVATION DIFFERENCE(FEET) = 5.80 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.991 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 I NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.34 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.34 **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< -------------------------- ELEVATION DATA: UPSTREAM(FEET) = 181.20 DOWNSTREAM(FEET) = 180.90 CHANNEL LENGTH THRU SUBAREA(FEET) = 70.00 CHANNEL SLOPE = 0.0043 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 50.000 MANNING'S FACTOR = 0.040 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.292 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .5000 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.69 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 0.47 AVERAGE FLOW DEPTH(FEET) = 0.17 TRAVEL TIME(MIN.) = 2.47 Tc(MIN.) = 7.46 SUBAREA AREA(ACRES) = 0.26 SUBAREA RUNOFF(CFS) = 0.69 AREA-AVERAGE RUNOFF COEFFICIENT = 0.500 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 0.95 I Yada Family Farm Subdivision, bhA, Inc. 1835 Buena Vista Way land planning, civil engineering, surveying Drainage Study 26 I I I I I I END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.19 FLOW VELOCITY(FEET/SEC.) = 0.51 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 150.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 180.90 DOWNSTREAM ELEVATION(FEET) = 160.60 STREET LENGTH(FEET) = 265.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetf low Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 I **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: 2.21 STREET FLOW DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 6.19 I AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.74 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.14 STREET FLOW TRAVEL TIME(MIN.) = 0.93 Tc(MIN.) = 8.39 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.905 I *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6100 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.577 I SUBAREA AREA(ACRES) = 0.84 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 2.51 3.40 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.71 I FLOW VELOCITY(FEET/SEC.) = 5.19 DEPTH*VELOCITY(FT*FT/SEC.) = 1.39 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 130.00 = 415.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 156.3 DOWNSTREAM(FEET) = 156.70 FLOW LENGTH(FEET) = 27.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.8 INCHES l PIPE-FLOW VELOCITY(FEET/SEC.) = 5.55 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.40 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 8.47 I LONGEST FLOWPATH FROM NODE 100.00 TO NODE 140.00 = 442.00 FEET. I Yada Family Farm Subdivision, bi-IA, Inc. 1835 Buena Vista Way land planning, civil engineering, surveying I Drainage Study 1 27 **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLtJENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.47 RAINFALL INTENSITY(INCH/HR) = 4.87 TOTAL STREAM AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.40 **************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 165.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .8600 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 110.00 UPSTREAM ELEVATION(FEET) = 160.40 DOWNSTREAM ELEVATION(FEET) = 159.40 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.633 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 66.36 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.77 TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.77 **************************************************************************** FLOW PROCESS FROM NODE 165.00 TO NODE 166.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 156.83 DOWNSTREAM(FEET) = 156.70 FLOW LENGTH(FEET) = 13.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.41 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.77 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 3.70 LONGEST FLOWPATH FROM NODE 160.00 TO NODE 166.00 = 123.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 Yada Family Farm Subdivision, bliA, Inc. 1835 Buena Vista Way land planning, civil engineering, surveying I Drainage Study 28 I.__ I Li I I I I I I I I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: • TIME OF CONCENTRATION(MIN.) = 3.70 RAINFALL INTENSITY(INCH/HR) = 6.85 TOTAL STREAM AREA(ACRES) = 0.13 I PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.77 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA I NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.40 8.47 4.875 1.20 2 0.77 3.70 6.850 0.13 I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** I STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 2.25 3.70 6.850 2 3.94 8.47 4.875 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.94 Tc(MIN.) = 8.47 TOTAL AREA(ACRES) = 1.3 I LONGEST FLOWPATH FROM NODE 100.00 TO NODE 140.00 = 442.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 90.00 IS CODE = 51 I >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< I ELEVATION DATA: UPSTREAM(FEET) = 156.70 DOWNSTREAM(FEET) = 156.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 152.00 CHANNEL SLOPE = 0.0013 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.000 I MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.240 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .3500 I S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.04 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.24 AVERAGE FLOW DEPTH(FEET) = 1.28 TRAVEL TIME(MIN.) = 2.05 Tc(MIN.) = 10.52 I SUBAREA AREA(ACRES) = 0.13 SUBAREA RUNOFF(CFS) = 0.19 AREA-AVERAGE RUNOFF COEFFICIENT = 0.582 TOTAL AREA(ACRES)- 1.5 PEAK FLOW RATE(CFS) = 3.94 I END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.26 FLOW VELOCITY(FEET,'SEC.) = 1.23 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 90.00 = 594.00 FEET. I **************************************************************************** FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< --------------- Yada Family Farm Subdivision, 1835 Buena Vista Way I Drainage Study bi-IA, Inc. land planning, civil engineering, surveying ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) i3.94 10.52 4.240 1.46 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 90.00 = 594.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** I STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.63 8.09 5.020 0.86 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 90.00 = 347.00 FEET. I ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) I 1 5.67 8.09 5.020 2 6.17 10.52 4.240 ' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.17 Tc(MIN.) = 10.52 TOTAL AREA(ACRES) = 2.3 **************************************************************************** FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 12 >>>>>CLEAR MEMORY BANK # 2 <<<<< **************************************************************************** FLOW PROCESS FROM NODE 90.00 TO NODE 170.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW T RAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 153.70 DOWNSTREAM(FEET)= 152.85 FLOW LENGTH(FEET) = 17.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.40 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.17 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 10.54 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 170.00 = 611.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< --------------- ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 6.17 10.54 4.234 2.32 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 170.00 = 611.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** I Yada Family Farm Subdivision, bhA, Inc. 1835 Buena Vista Way land planning, civil engineering, surveying Drainage Study 30 STREAM RUNOFF Tc INTENSITY AREA I NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.94 6.81 5.613 0.74 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 170.00 = 570.00 FEET. I ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) I i 6.92 6.81 5.613 2 8.38 10.54 4.234 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: I PEAK FLOW RATE(CFS) = 8.38 Tc(MIN.) = 10.54 TOTAL AREA(ACRES) = 3.1 **************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 175.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< l ELEVATION DATA: UPSTREAM(FEET) = 157.25 DOWNSTREAM(FEET) = 151.38 FLOW LENGTH(FEET) = 14.29 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 4.0 INCHES I PIPE-FLOW VELOCITY(FEET/SEC.) = 24.66 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.38 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 10.55 I LONGEST FLOWPATH FROM NODE 100.00 TO NODE 175.00 = 625.29 FEET. **************************************************************************** FLOW PROCESS FROM NODE 175.00 TO NODE 175.00 IS CODE = 10 I >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .5000 I S.C.S. CURVE NUMBER (A14C II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 90.00 UPSTREAM ELEVATION(FEET) = 190.00 DOWNSTREAM ELEVATION(FEET) = 182.50 I ELEVATION DIFFERENCE(FEET) = 7.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.054 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.803 SUBAREA RUNOFF(CFS) = 0.44 TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.44 I **************************************************************************** FLOW PROCESS FROM NODE 190.00 TO NODE 200.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< Yada Family Farm Subdivision, bhA, Inc. 1835 Buena Vista Way land planning, civil engineering, surveying Drainage Study 31 L >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 182.50 DOWNSTREAM(FEET) = 181.20 CHANNEL LENGTH THRU SUBAREA(FEET) = 135.00 CHANNEL SLOPE = 0.0096 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 50.000 MANNING'S FACTOR = 0.040 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.851 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .5000 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.72 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 0.65 AVERAGE FLOW DEPTH(FEET) = 0.15 TRAVEL TIME(MIN.) = 3.48 Tc(MIN.) = 8.54 SUBAREA AREA(ACRES) = 0.23 SUBAREA RUNOFF(CFS) = 0.56 AREA-AVERAGE RUNOFF COEFFICIENT = 0.500 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 0.87 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.16 FLOW VELOCITY(FEET/SEC.) = 0.66 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 200.00 = 225.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 210.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 180.90 DOWNSTREAM ELEVATION(FEET) = 180.60 STREET LENGTH(FEET) = 266.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetfiow 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) = 1.77 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 14.52 AVERAGE FLOW VELOCITY(FEET/SEC.) = 0.88 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.34 STREET FLOW TRAVEL TIME(MIN.) = 5.06 Tc(MIN.) = 13.60 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.592 *USER SPECIFIED(SUBAREA) USER-SPECIFIED RUNOFF COEFFICIENT = .5900 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.563 SUBAREA AREA(ACRES) = 0.84 SUBAREA RUNOFF(CFS) = 1.78 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 2.43 END OF SUBAREA STREET FLOW HYDRAULICS: I Yada Family Farm Subdivision, bi-IA, Inc. 1835 Buena Vista Way I I I I I I I DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 16.50 FLOW VELOCITY(FEET/SEC.) = 0.94 DEPTH*VELOCITY(FT*FT/SEC.) = 0.40 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 210.00 = 491.00 FEET. I **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 220.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 156.93 DOWNSTREAM(FEET) = 156.70 I FLOW LENGTH(FEET) = 27.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.05 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 I PIPE-FLOW(CFS) = 2.43 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 13.69 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 220.00 = 518.00 FEET. **************************************************************************** I FLOW PROCESS FROM NODE 220.00 TO NODE 230.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW-1<111 I >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 156.70 DOWNSTREAM(FEET) = 156.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 46.00 CHANNEL SLOPE = 0.0043 ' CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.504 *USER SPECIFIED(SUBAREA): I USER-SPECIFIED RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.48 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.71 I AVERAGE FLOW DEPTH(FEET) = 0.85 TRAVEL TIME(MIN.) = 0.45 Tc(MIN.) = 14.14 SUBAREA AREA(ACRES) = 0.08 SUBAREA RUNOFF(CFS) = 0.10 AREA-AVERAGE RUNOFF COEFFICIENT = 0.550 I TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 2.47 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.85 FLOW VELOCITY(FEET/SEC.) = 1.71 I LONGEST FLOWPATH FROM NODE 180.00 TO NODE 230.00 = 564.00 FEET. +--------------------------------------------------------------------------+ I OUTFLOW FROM BIOFILTRATION BASIN +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 230.00 TO NODE 250.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< Yada Family Farm Subdivision, bhA, Inc. 1835 Buena Vista Way land planning, civil engineering, surveying I Drainage Study 33 I I I ELEVATION DATA: UPSTREAM(FEET) = 153.70 DOWNSTREAM(FEET) = 152.95 FLOW LENGTH(FEET) = 15.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.7 INCHES PIPE-FLOW VELOCITY(FEETISEC.) = 9.52 ' GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 2.47 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 14.16 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 250.00 = 579.00 FEET. I **************************************************************************** FLOW PROCESS FROM NODE 250.00 TO NODE 250.00 IS CODE = ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: I TIME OF CONCENTRATION(MIN.) = 14.16 RAINFALL INTENSITY(INCH/HR) = 3.50 TOTAL STREAM AREA(ACRES) = 1.28 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.47 I **************************************************************************** FLOW PROCESS FROM NODE 240.00 TO NODE 250.00 IS CODE = 21 I >>>>>RATIONAL ---------------------------------------------------------------------------- METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .7100 I S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 77.00 UPSTREAM ELEVATION(FEET) = 162.00 DOWNSTREAM ELEVATION(FEET) = 160.00 I ELEVATION DIFFERENCE(FEET) = 2.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.481 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. I SUBAREA RUNOFF(CFS) = 1.31 TOTAL AREA(ACRES) = 0.27 TOTAL RUNOFF(CFS) = 1.31 FLOW PROCESS FROM NODE 250.00 TO NODE 250.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: I TIME OF CONCENTRATION(MIN.) = 4.48 RAINFALL INTENSITY(INCH/HR) = 6.85 TOTAL STREAM AREA(ACRES) = 0.27 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.31 I ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) I l 2.47 14.16 3.500 1.28 2 1.31 4.48 6.850 0.27 Yada Family Farm Subdivision, bliA, Inc. 1835 Buena Vista Way land planning, civil engineering, surveying I Drainage Study 1 34 I I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 2.09 4.48 6.850 2 3.14 14.16 3.500 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.14 Tc(MIN.) = 14.16 TOTAL AREA(ACRES) = 1.6 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 250.00 = 579.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 250.00 TO NODE 255.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 151.40 DOWNSTREAM(FEET) 151.00 FLOW LENGTH(FEET) = 18.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.80 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.14 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 14.21 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 255.00 = 597.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 255.00 TO NODE 175.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 152.10 DOWNSTREAM(FEET) = 151.67 FLOW LENGTH(FEET) = 302.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 27.0 INCH PIPE IS 8.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 2.76 GIVEN PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 3.14 PIPE TRAVEL TIME(MIN.) = 1.82 Tc(MIN.) = 16.03 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 175.00 = 899.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 175.00 TO NODE 175.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.14 16.03 3.231 1.55 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 175.00 = 899.00 FEET. I Yada Family Farm Subdivision, bhA, Inc. 1835 Buena Vista Way land planning, civil engineering, surveying Drainage Study 35 I I El I El I I ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 8.38 10.55 4.232 3.06 I i LONGEST FLOWPATH FROM NODE 100.00 TO NODE 175.00 = 625.29 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY I NUMBER (CFS) (MIN.) (INCH/HOUR) 1 10.45 10.55 4.232 2 9.54 16.03 3.231 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.45 Tc(MIN.) = 10.55 TOTAL AREA(ACRES) = 4.6 -------------- I END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 4.6 TC(MIN.) = 10.55 PEAK FLOW RATE(CFS) = 10.45 END OF RATIONAL METHOD ANALYSIS I I L U I I Yada Family Farm Subdivision, bhA, Inc. 1835 Buena Vista Way land planning, civil engineering, surveying I I I 1. 100 YEAR STORM WITH DETENTION I **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT I 2003,1985, 1981 HYDROLOGY MANUAL (C) Copyright 1982-2014 Advanced Engineering Software (aes) Ver. 21.0 Release Date: 06/01/2014 License ID 1459 I Analysis prepared by: BHA INC. 5115 AVENIDA ENCINAS, SUITE L CARLSBAD, CA 92008 * *** ** * * * ** ** ** * ** *** ** * ** DESCRIPTION OF STUDY * ** * ** ** * ** ** ** ** ** * ** * * 100 YEAR PROPOSED HYDROLOGY W/ DETENTION * I * YADA FAMILY FARM SUBDIVISION * * * I FILE NAME: K:\HYDRO\1289\1-2018\1289100D.DAT TIME/DATE OF STUDY: 11:23 03/27/2018 I ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 I 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 I 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 I NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 I GLOBAL STREET FLOW-DEPTH CONSTRAINTS: Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) I *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): 1 Yada Family Farm Subdivision, bhA, Inc. 1835 Buena Vista Way land planning, civil engineering, surveying Drainage Study 37 I I I I I USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 I UPSTREAM ELEVATION(FEET) = 188.00 DOWNSTREAM ELEVATION(FEET) = 182.00 ELEVATION DIFFERENCE(FEET) = 6.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.953 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 I NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.53 TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.53 I **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 170.00 IS CODE = 61 1 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 185.20 DOWNSTREAM ELEVATION(FEET) = 157.70 I STREET LENGTH(FEET) = 470.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 10.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 I INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 I STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetf low 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) = 1.78 I STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.51 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.22 I PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.00 STREET FLOW TRAVEL TIME(MIN.) = 1.86 Tc(MIN.) = 6.81 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.613 *USER SPECIFIED(SUBAREA): I USER-SPECIFIED RUNOFF COEFFICIENT = .7300 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.707 SUBAREA AREA(ACRES) = 0.61 SUBAREA RUNOFF(CFS) = 2.50 I TOTAL AREA(ACRES) = 0.7 PEAK FLOW RATE(CFS) = 2.94 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.21 I FLOW VELOCITY(FEET/SEC.) = 4.60 DEPTH*VELOCITY(FT*FT/SEC.) = 1.24 LONGEST FLOWPATH FRCM NODE 5.00 TO NODE 170.00 = 570.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< I Yada Family Farm Subdivision, bi-IA, Inc. 1835 Buena Vista Way land planning, civil engineering, surveying Drainage Study 38 I I I I I FLOW PROCESS FROM NODE 20.00 TO NODE 10.00 IS CODE = 21 I ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .5800 I S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 177.20 DOWNSTREAM ELEVATION(FEET) = 175.70 I ELEVATION DIFFERENCE(FEET) = 1.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.198 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 77.50 I (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.415 SUBAREA RUNOFF(CFS) = 0.69 I TOTAL AREA(ACRES) = 0.22 TOTAL RUNOFF(CFS) = 0.69 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 30.00 IS CODE = 41 I ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< I ELEVATION DATA: UPSTREAM(FEET) = 171.00 DOWNSTREAM(FEET) = 166.40 FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.56 I GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.69 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 7.35 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 30.00 = 170.00 FEET. I **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 30.00 IS CODE = 81 I ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.342 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .5800 I S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.5800 SUBAREA AREA(ACRES) = 0.22 SUBAREA RUNOFF(CFS) = 0.68 TOTAL AREA(ACRES) = 0.4 TOTAL RUNOFF(CFS) = 1.36 I TC(MIN.) = 7.35 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) = 166.40 DOWNSTREAM(FEET) = 161.80 Yada Family Farm Subdivision, bkA, Inc. 1835 Buena Vista Way land planning, civil engineering, surveying I Drainage Study 39 I I I . FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.25 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 I PIPE-FLOW(CFS) = 1.36 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 7.48 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 50.00 = 240.00 FEET. I FLOW PROCESS FROM NODE 60.00 TO NODE 50.00 IS CODE = 81 I >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.284 *USER SPECIFIED(SUBAREA): I USER-SPECIFIED RUNOFF COEFFICIENT = .5800 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.5800 SUBAREA AREA(ACRES) = 0.22 SUBAREA RUNOFF(CFS) = 0.67 TOTAL AREA(ACRES) = 0.7 TOTAL RUNOFF(CFS) = 2.02 TC(MIN.) = 7.48 **************************************************************************** I 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)<<<<< I ELEVATION DATA: UPSTREAM(FEET) = 161.80 DOWNSTREAM(FEET) = 157.70 FLOW LENGTH(FEET) = 63.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.6 INCHES I PIPE-FLOW VELOCITY(FEET/SEC.) = 10.31 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.02 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 7.58 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 70.00 = 303.00 FEET. I * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *•* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 80.00 TO NODE 70.00 IS CODE = 81 I >>>>>ADDITION ---------------------------------------------------------------------------- OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.238 I *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.5847 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.63 I TOTAL AREA(ACRES) = 0.9 TOTAL RUNOFF(CFS) = 2.63 TC(MIN.) = 7.58 **************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 90.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ------------------- I Yada Family Farm Subdivision, bl-iA, Inc. I ELEVATION DATA: UPSTREAM(FEET) = 157.70 DOWNSTREAM(FEET) = 157.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 44.00 CHANNEL SLOPE = 0.0091 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 2.000 I MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 2.63 FLOW VELOCITY(FEET/SEC.) = 1.43 FLOW DEPTH(FEET) = 0.18 TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) = 8.09 - LONGEST FLOWPATH FROM NODE 20.00 TO NODE 90.00 = 347.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .5000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 80.00 UPSTREAM ELEVATION(FEET) = 187.00 DOWNSTREAM ELEVATION(FEET) = 181.20 ELEVATION DIFFERENCE(FEET) = 5.80 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.991 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.34 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.34 FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 181.20 DOWNSTREAM(FEET) = 180.90 CHANNEL LENGTH THRU SUBAREA(FEET) = 70.00 CHANNEL SLOPE = 0.0043 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 50.000 MANNING'S FACTOR = 0.040 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.292 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .5000 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.69 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 0.47 AVERAGE FLOW DEPTH(FEET) = 0.17 TRAVEL TIME(MIN.) = 2.47 Tc(MIN.) = 7.46 SUBAREA AREA(ACRES) = 0.26 SUBAREA RUNOFF(CFS) = 0.69 AREA-AVERAGE RUNOFF COEFFICIENT = 0.500 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 0.95 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.19 FLOW VELOCITY(FEET/SEC.) = 0.51 Yada Family Farm Subdivision, bl.A, Inc. 1835 Buena Vista Way land planning, civil engineering, surveying Drainage Study 41 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 150.00 FEET. **************************************************************************** I FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 Is CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< I UPSTREAM ELEVATION(FEET) = 180.90 DOWNSTREAM ELEVATION(FEET) = 160.60 STREET LENGTH(FEET) = 265.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 I 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 Manning's FRICTION FACTOR for Streetfiow 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) = 2.21 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 6.19 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.74 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.14 STREET FLOW TRAVEL TIME(MIN.) = 0.93 Tc(MIN.) = 8.39 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.905 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6100 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.577 SUBAREA AREA(ACRES) = 0.84 SUBAREA RUNOFF(CFS) = 2.51 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 3.40 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.71 FLOW VELOCITY(FEET/SEC.) = 5.19 DEPTH*VELOCITY(FT*FT/SEC.) 1.39 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 130.00 = 415.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPtJTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 156.93 DOWNSTREAM(FEET) = 156.70 FLOW LENGTH(FEET) = 27.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.55 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.40 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 8.47 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 140.00 = 442.00 FEET. I Yada Family Farm Subdivision, bl-iA, Inc. 1835 Buena Vista Way land planning, civil engineering, surveying Drainage Study IN I I I I I I I I FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 Is CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.47 RAINFALL INTENSITY(INCH/HR) = 4.87 TOTAL STREAM AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.40 **************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 165.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .8600 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 110.00 UPSTREAM ELEVATION(FEET) = 160.40 DOWNSTREAM ELEVATION(FEET) = 159.40 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.633 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 66.36 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.77 TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.77 **************************************************************************** FLOW PROCESS FROM NODE 165.00 TO NODE 166.00 IS CODE = 41 I >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< I ELEVATION DATA: UPSTREAM(FEET) = 156.83 DOWNSTREAM(FEET) = 156.70 FLOW LENGTH(FEET) = 13.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.41 I GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 0.77 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 3.70 LONGEST FLOWPATH FROM NODE 160.00 TO NODE 166.00 = 123.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 14C.00 IS CODE = ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 3.70 I Yada Family Farm Subdivision, bhA, Inc. 1835 Buena Vista Way land planning, civil engineering, surveying Drainage Study 43 I I I I I ' RAINFALL INTENSITY(INCH/HR) = 6.85 TOTAL STREAM AREA(ACRES) = 0.13 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.77 I ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 3.40 8.47 4.875 1.20 I i 2 0.77 3.70 6.850 0.13 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO I CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY I NUMBER (CFS) (MIN.) (INCH/HOUR) 1 2.25 3.70 6.850 2 3.94 8.47 4.875 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.94 Tc(MIN.) = 8.47 TOTAL AREA(ACRES) = 1.3 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 140.00 = 442.00 FEET. I **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 90.00 IS CODE = 51 I ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 156.70 DOWNSTREAM(FEET) = 156.50 I CHANNEL LENGTH THRU SUBAREA(FEET) = 152.00 CHANNEL SLOPE = 0.0013 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) = 4.240 I *USER SPECIFIEDSUBAREA: USER-SPECIFIED RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.04 I TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.24 AVERAGE FLOW DEPTH(FEET) = 1.28 TRAVEL TIME(MIN.) = 2.05 Tc(MIN.) = 10.52 SUBAREA AREA(ACRES) = 0.13 SUBAREA RUNOFF(CFS) = 0.19 AREA-AVERAGE RUNOFF COEFFICIENT = 0.582 I TOTAL AREA(ACRES) = 1.5 PEAK FLOW RATE(CFS) = 3.94 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.26 FLOW VELOCITY(FEET/SEC.) = 1.23 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 90.00 = 594.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = ii >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** Yada Family Farm Subdivision, bhA, Inc. 1835 Buena Vista Way land planning, civil engineering, surveying Drainage Study III STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.94 10.52 4.240 1.46 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 90.00 = 594.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.63 8.09 5.020 0.86 LONGEST FLOWFATH FROM NODE 20.00 TO NODE 90.00 = 347.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 5.67 8.09 5.020 2 6.17 10.52 4.240 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.17 Tc(MIN.) = 10.52 TOTAL AREA(ACRES) = 2.3 **************************************************************************** FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<< +--------------------------------------------------------------------------+ I OUTFLOW FROM DETENTION BASIN +--------------------------------------------------------------------------+ 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) = 10.52 RAIN INTENSITY(INCH/HOUR) = 4.24 TOTAL AREA(ACRES) = 2.30 TOTAL RUNOFF(CFS) = 5.80 **************************************************************************** FLOW PROCESS FROM NODE 90.00 TO NODE 170.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 153.70 DOWNSTREAM(FEET) = 152.85 FLOW LENGTH(FEET) = 17.00 MANNING'S N = 0011 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.18 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.80 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 10.54 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 170.00 = 611.00 FEET. Yada Family Farm Subdivision, bliA, Inc. 1835 Buena Vista Way land planning, civil engineering, surveying I Drainage Study i45 L__ I I I I **************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** I STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.80 10.54 4.234 2.30 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 170.00 = 611.00 FEET. I ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) I i 2.94 6.81 5.613 0.74 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 170.00 = 570.00 FEET. ** PEAK FLOW RATE TABLE ** I STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 6.68 6.81 5.613 2 8.02 10.54 4.234 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.02 Tc(MIN.) = 10.54 TOTAL AREA(ACRES) = 3.0 FLOW PROCESS FROM NODE 170.00 TO NODE 175.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 157.25 DOWNSTREAM(FEET) = 151.38 FLOW LENGTH(FEET) = 14.29 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 3.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 24.34 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 8.02 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 10.55 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 175.00 = 625.29 FEET. **************************************************************************** FLOW PROCESS FROM NODE 175.00 TO NODE 175.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAN MEMORY COPIED ONTO MEMORY BANK # 3 <<<<>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .5000 S.C.S. CURVE NUMBER (AMC II) = 0 Yada Family Farm Subdivision, bhA, Inc. 1835 Buena Vista Way land planning, civil engineering, surveying Drainage Study 46 ' INITIAL SUBAREA FLOW-LENGTH(FEET) = 90.00 UPSTREAM ELEVATION(FEET) = 190.00 DOWNSTREAM ELEVATION(FEET) = 182.50 I ELEVATION DIFFERENCE(FEET) = 7.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.054 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.803 SUBAREA RUNOFF(CFS) = 0.44 I TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.44 **************************************************************************** FLOW PROCESS FROM NODE 190.00 TO NODE 200.00 IS CODE = 51 ---------------------------------------------------------------------------- I >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< I ELEVATION DATA: UPSTREAM(FEET) = 182.50 DOWNSTREAM(FEET) = 181.20 CHANNEL LENGTH THRU SUBAREA(FEET) = 135.00 CHANNEL SLOPE = 0.0096 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 50.000 MANNING'S FACTOR = 0.040 MAXIMUM DEPTH(FEET) = 1.00 I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.851 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .5000 S.C.S. CURVE NUMBER (AMC II) = 0 I TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.72 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 0.65 AVERAGE FLOW DEPTH(FEET) = 0.15 TRAVEL TIME(MIN.) = 3.48 Tc(MIN.) = 8.54 I SUBAREA AREA(ACRES) = 0.23 SUBAREA RUNOFF(CFS) = 0.56 AREA-AVERAGE RUNOFF COEFFICIENT = 0.500 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 0.87 I END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.16 FLOW VELOCITY(FEET/SEC.) = 0.66 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 200.00 = 225.00 FEET. FLOW PROCESS FROM NODE 200.00 TO NODE 210.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 180.90 DOWNSTREAM ELEVATION(FEET) = 180.60 STREET LENGTH(FEET) = 266.00 CURB HEIGHT(INCHES) = 6.0 I STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 I OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 I Manning's FRICTION FACTOR for Streetfiow 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) = 1.77 I STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 Yada Family Farm Subdivision, bhA, Inc. 1835 Buena Vista Way land planning, civil engineering, surveying I Drainage Study 47 I HALFSTREET FLOOD WIDTH(FEET) = 14.52 AVERAGE FLOW VELOCITY(FEET/SEC.) = 0.88 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.34 I STREET FLOW TRAVEL TIME(MIN.) = 5.06 Tc(MIN.) = 13.60 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.592 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .5900 I S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.563 SUBAREA AREA(ACRES) = 0.84 SUBAREA RUNOFF(CFS) = 1.78 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 2.43 I END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 16.50 FLOW VELOCITY(FEET/SEC.) = 0.94 DEPTH*VELOCITY(FT*FT/SEC.) = 0.40 I LONGEST FLOWPATH FROM NODE 180.00 TO NODE 210.00 = 491.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 220.00 IS CODE = 41 I ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< I ELEVATION DATA: UPSTREAM(FEET) = 156.93 DOWNSTREAM(FEET) = 156.70 FLOW LENGTH(FEET) = 27.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.05 I GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 2.43 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 13.69 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 220.00 = 518.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 230.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 156.70 DOWNSTREAM(FEET) = 156.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 46.00 CHANNEL SLOPE = 0.0043 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.504 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) .= 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.48 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.71 AVERAGE FLOW DEPTH(FEET) = 0.85 TRAVEL TIME(MIN.) = 0.45 Tc(MIN.) = 14.14 SUBAREA AREA(ACRES) = 0.08 SUBAREA RUNOFF(CFS) = 0.10 AREA-AVERAGE RUNOFF COEFFICIENT = 0.550 TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 2.47 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.85 FLOW VELOCITY(FEET/SEC.) = 1.71 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 230.00 = 564.00 FEET. Yada Family Farm Subdivision, bhA, Inc. 1835 Buena Vista Way land planning, civil engineering, surveying Drainage Study 48 1 + -------------------------------------------------------------------------- + OUTFLOW FROM BIOFILTRATION BASIN I I -----_------------------------------------------_----------------_- **************************************************************************** FLOW PROCESS FROM NODE 230.00 TO NODE 230.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>tJSER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 14.10 RAIN INTENSITY(INCH/HOUR) = 3.51 TOTAL AREA(ACRES) = 1.30 TOTAL RUNOFF(CFS) = 2.40 FLOW PROCESS FROM NODE 230.00 TO NODE 250.00 IS CODE = 41 I >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 153.70 DOWNSTREAM(FEET) = 152.95 I FLOW LENGTH(FEET) = 15.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.44 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = I PIPE-FLOW(CFS) = 2.40 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 14.13 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 250.00 = 579.00 FEET. **************************************************************************** I FLOW PROCESS FROM NODE 250.00 TO NODE 250.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.13 I RAINFALL INTENSITY(INCH/HR) = 3.51 TOTAL STREAM AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.40 **************************************************************************** I FLOW PROCESS FROM NODE 240.00 TO NODE 250.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< I *USER SPECIFIED(SUBAREA) USER-SPECIFIED RUNOFF COEFFICIENT = .7100 S.C.S. CURVE NUMBER (AMC II) = 0 I INITIAL SUBAREA FLOW-LENGTH(FEET) = 77.00 UPSTREAM ELEVATION(FEET) = 162.00 DOWNSTREAM ELEVATION(FEET) = 160.00 ELEVATION DIFFERENCE(FEET) = 2.00 I SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.481 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 Yada Family Farm Subdivision, bhA, Inc. 1835 Buena Vista Way land planning, civil engineering, surveying Drainage Study 1 49 I...._ U ' NOTE: RAINFALL INTENSITY IS EASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 1.31 TOTAL AREA(ACRES) = 0.27 TOTAL RUNOFF(CFS) = 1.31 'FLOW PROCESS FROM NODE 250.00 TO NODE 250.00 IS CODE = ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 4.48 RAINFALL INTENSITY(INCH/HR) = 6.85 TOTAL STREAM AREA(ACRES) = 0.27 I PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.31 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA I NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.40 14.13 3.506 1.30 2 1.31 4.48 6.850 0.27 I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** I STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 2.07 4.48 6.850 2 3.07 14.13 3.506 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.07 Tc(MIN.) = 14.13 TOTAL AREA(ACRES) = 1.6 I LONGEST FLOWPATH FROM NODE 180.00 TO NODE 250.00 = 579.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 250.00 TO NODE 255.00 IS CODE = 41 ---------------------------------------------------------------------------- I >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< I ELEVATION DATA: UPSTREAM(FEET) = 151.40 DOWNSTREAM(FEET) = 151.00 FLOW LENGTH(FEET) = 18.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.75 I GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 3.07 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 14.17 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 255.00 = 597.00 FEET. I FLOW PROCESS FROM NODE 255.00 TO NODE .175.00 IS CODE = 41 ---------------------------------------------------------------------------- I >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< I Yada Family Farm Subdivision, bl-iA, Inc. ELEVATION DATA: UPSTREAM(FEET) = 152.10 DOWNSTREAM(FEET) ------------ = 151.67 FLOW LENGTH(FEET) = 302.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 27.0 INCH PIPE IS 8.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 2.74 I GIVEN PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 3.07 PIPE TRAVEL TIME(MIN.) = 1.83 Tc(MIN.) = 16.01 LONGEST FLOWPATH FROM NODE 180.00 TO NODE I 175.00 = 899.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 175.00 TO NODE 175.00 IS CODE =11 I >>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN -STREAM MEMORY<<<<< I ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 3.07 16.01 3.234 1.57 LONGEST FLOWPATH FROM NODE 180.00 TO NODE I l 175.00 = 899.00 FEET. ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) I (ACRE) 1 8.02 10.55 4.231 3.04 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 175.00 = 625.29 FEET. I ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 10.04 10.55 4.231 I 2 9.20 16.01 3.234 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.04 Tc(MIN.) = 10.55 TOTAL AREA(ACRES) = 4.6 I -------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 4.6 TC(MIN.) = 10.55 PEAK FLOW RATE(CFS) = 10.04 I END OF RATIONAL METHOD ANALYSIS I I Yada Family Farm Subdivision, bhA, Inc. 1835 Buena Vista Way land planning, civil engineering, surveying C. HYDRAULIC CALCULATIONS I I Li rj Yada Family Farm Subdivision, bhA, Inc. 1835 Buena Vista Way land planning, civil engineering, surveying I - - - - - - - - - - - - - - - - - - - BIOFILTRATION BASIN 1 DETAIL: ENGINEERED SOIL MIXSHALL PRO WOE A MINIMUM I - PROPOSED 6' HIGH CMU SUSTAINED INFIL IRA lION RA IE OF 5'/HR. MIX 4' N TALL FE CE. SEE (SEE SHEET 6 FOR DETAIL SHALL BE SANDY LOAM TOP SOIL CONSISIINC OF 4' TALL FENCE SEE 50Z SAND. .SOX PLANIING SOIL. 20X SHREDDED LANDSCAPE PLAN.. LOT 1 LANDSCAPE PLANS 1ARDIVOO MULOI, R/W 36"X36" BROOKS PE 16Z0 PCC CATCH BASIN (160.81jC 751.01 FS 2 W/GRA TED INLET 162.7 7W (159.98 rL)N.. 160.9 FG GRATE1S75J - 2Z . 3 PROPORFO RETAINING WALL - I MULCH 156.7 F (.SEE- SHEETS FOR DETAILS) PER MI457-4F. P 1B ENGINEERED SOIL MIX 3" OF PEA GRAVEL LINER PER ' L~g SILS REPORT \ 3.0' ~,Lo 1O DEPTH OF 3/4' CRUSHED ROCK FOR V2 STORAGE 6 RcP 153.7 SG/7F 1 15340 753.60 24 RCP EXIST IE 6 PERFORATED PVC PIPE CONFORMING TO ASTM 0 - 1 NOTTO4PFR OE. WRAP 14777-I FILTER SOCK (PER GOE7tCHNICAL RE - . EOILS RF PORT PLACE PIPE WITH PERFORATIONS ABOVE 7MB INVERT 751.40 IC (BOTTOM OF GRAVEL LAVER) BIOFILTRATION BASIN NO. 1 CROSS SECTION FROM HYOROLOCY/SWOMP REPORTS - - - - - - - - - - - - - - - - - - - BIOFILTRATION BASIN 2 DETAIL: EXIST TYPE F CO PER DWG 457-F REMOVE EXIST CB/CONST TYPE 5-I CURB INLET PER D--2 - R/w 158.50 IC 15870 PS 2 15Z67 FL 2% -.--- 2% - r VCR bW 30 MIL VERTIHORZ LINER PER SOILS REPORT I7LF_18'REP - EXIST 24 RCP - ---•• 52.85 FE ENGNEERED SOIL MIX SHALL PROWDE A MINIMUM SUSTAINED INFILTRATION RATE OF 541R MIX SHALL OS SANDY LOAM 7l" SOIL .CONSISflNG OF 50* SAND. .30* PLAN17NC SOIL. 20* SHIIEODSO HARDWOOD MULCH. PROPOSED 6 HIGH CMU SCREEN (SEE SHEET 6 FOR DETAILS) - 4 TALL FENCE. SEE LANDSCAPE PLANS -LOT 9 (36 BROOKS - RE 164.6 CATCH BASIN RATED INLET 1627 TW TE=157. 7 PROPOSED RETAINING WALL MULCH 756.7 ED- (SEE SHEET 6 FOR DETAILS) 18 ENGINEERED SOIL MIX 3 OF PEA GRAVEL 10 DEPTH OF 3/4 CRUSHED ROOK FOR V2 STORAGE — NiQJ 6 PERFORATED PVC PIPE. CONFORMING TO: \ ASTM 0 3034 D-& WRAP WITH FILTER SOCK 30 MIL LINER ON (PER COFIFC'HNFCAI REPORT) ..I) BOTTOM M P. REPORT PLACE PIPE WiTH PERFORATIONS ABOVE THE 1N .CBPJToMOP GRAVELI.AyffiR) Yada Family Farm Subdivision, bhA, Inc. 1835 Buena Vista Way land planning, civil engineering, surveying Drainage Study I I I BIOFILTRATION BASIN OUTLET DETAIL: I I I CATCH BASIN WALL 2 SACK CEMENT SLURRY 6' THICK ABOVE/BELOW 6" PVC $ TORI, IDRAIN PIPE 12" WIDE YEI? 6 PVC 6 PER FORA TEL) PVC PIPE MIRAFI 140N OR: EQUIVALENT 8DTTçM cp SAN I I I I I I I I I TABLE 3—Summary of Dual Purpose BMPs: Biofiltration with Surface Ponding Summary of Dual Purpose IMPs: Bioretention With Surface Ponding IMP DIMENSIONS Amended Underdrain Surface Gravel Area(l) Gravel Depth Soil Depth Orifice D Bottom Area IMP 1 (ft) (in) (in) (in)2 (ft) Top Riser (ft) 1 1,065 10 18 n/a 1,065 0.83 2 1,870 10 18 n/a 1,870 1.00 Gravel Area =Amended Soil Area= Bottom Area at surface of IMP. Hydromodification requirements do not apply. See SWQMP for Yada Family Farm Subdivision prepared by Bha Inc. Firstvalue corresponds to the surface depth of the main overflow riserfrom the bottom of Li the pond. Second value is the total depth from bottom of the pond to the pond spill crest TABLE 4—Summary of HMP Riser Structure Discharge Structures Summary of HMP Riser Structure 111111111 EMERGENCY WEIR Invert Weir Elevation Perimeter IMP (ft)' Length (ft)2 1 0.83 12 2 1.00 12 (1) Depth from bottom of pond to invert ofemergency overflow weir. (2) Overflow length, the internal perimeter of the riser is 8 ft (2 ft x 2 ft internal dimensions). I I I I Yada Family Farm Subdivision, bhA, Inc. 1835 Buena Vista Way land planning, civil engineering, surveying I I I I I Detention and Storage Capacity Calculations- Basin 1 - Table 5.0- Detention Flow Results Summary- 100 Year QOUT LQ Basin 1 2.50 2.40 0.10 Table 5.D- Basin 1. Depth vs. Storage and Discharge Information Bottom Basin Area (sf) = 1065 Elev Volume Depth (ft) Storage (ac-ft) Discharge (1) (cfs) Bottom of Grave l** 156.7 745.50 0.00 0.017 0.00 156.8 852.88 0.10 0.020 0.00 156.9 962.02 0.20 0.022 0.00 157 1072.92 0.30 0.025 0.00 157.1 1185.58 0.40 0.027 0.00 157.2 1300.00 0.50 0.030 0.00 157.3 1416.18 0.60 0.033 0.00 157.4 1534.12 0.70 0.035 0.00 157.5 1653.82 0.80 0.038 0.00 Top of Grate 157.53 1690.07 0.83 0.039 0.00 157.6 1775.28 0.90 0.041 0.67 157.7 1898.50 1.00 0.044 2.52 157.8 r 2023.48 1 1.10 1 0.046 5.05 (1) Using Broad Crested Weir Formula equation (6-10) Q=CLH15 where Coefficient C is 3.0. **Total Storage in Media assuming 40 void ratio in gravel layer and 30% in engineered soil layer Drawdown IfI calculator Using Darcy's Law to calculate time required to drain 10" of pond T _depth: 1065 Basin Bottom Area (sf): 1690 Basin Volume @ 10" Depth (cf): 0.83 Depth of Engineered Soil above Outlet Point (ft): 5 Assumed Soil Hydraulic Conductivity in Engineered Soil (in/hr): Q= KIA; where 1= Hydraulic Gradient above outlet point 0.25 Q at outlet point (cfs) 1.90 jDrawdownTime (hrs)<72hrs I LI I I I I I I H I I U I I I I xxi. 1 r Detention .L and Storage Capacity Calculations- Basin 2 Table 5.0- Detention Flow Results Summary- 100 Year .................. QIN QOUT AQ Basin 1 5.60 5.30 0.30 Table 5.D- Basin 2, Depth vs. Storage and Discharge Information l'tom Basin Area (sf) = 1870 Elev Volume Depth (ft) Storage (ac-ft) Discharge (cfs) Bottom of Gravel** 156.7 1309.00 0.00 0.030 0.00 156.8 1496.88 0.10 0.034 0.00 156.9 1686.52 0.20 0.039 0.00 157 1877.92 0.30 0.043 0.00 157.1 2071.08 0.40 0.043 0.00 157.2 2266.00 0.50 0.052 0.00 157.3 2462.68 0.60 0.057 3.00 157.4 2661.12 0.70 0.061 0.00 157.5 157.6 2861.32 3063.28 0.80 0.90 0.066 0.070 0.00 0.00 157.7 3267.00 1.00 0.075 0.00 Top of Grate 157.8 3472.43 1.10 0.080 1.14 157.9 3679.72 1.20 1 0.084 3.22 158 3888.72 1.30 0.089 1 5.92 (1) Using Broad Crested Weir Formula equation (6-10) Q=CLH15 where Coefficientis3.O. **Total Storage in Media assuming 409/6 void ratio in gravel layer and 30% in engineered soil layer Drawdowncakulatq _ Using Darcy's Law to calculate time required to drain 10' of pond depth: 1870 3267 Basin Volume @lr Depjcf): 0.83 Depth of Engineered Soil above Outlet Point (ft): 5 Assumed Soil Hydraulic Conductivity in Engineered Soil (in/hr)jj - Q= KIA; where 1= Hydraulic Gradient above outlet point 0.43 Q (cfs) at outlet point A 2.09 Drawdown Time (hrs)<72hrs _J' Yada Family Farm Subdivision, bhA, Inc. 1835 Buena Vista Way ndp.anning, civil engineering, surveying I I I I I I I I I I I 1 I 1 I I BASIN 1 HEC-HMS SUMMARY I I I I Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bl-iA, Inc. land planning, civil engineering, surveying 59 Project: BASIN1-83 Simulation Run: 0100 Reservoir: BMP-1 Start of Run: 01Jan2000, 00:00 Basin Model: Post_Dev End of Run: 01Jan2000, 06:05 Meteorologic Model: Met 1 Compute Time: 28Jan2018, 11:27:34 Control Specifications: Control 1 Volume UnitsiN WIIIIJULCU RCOUILZI Peak Inflow: 2.5 (CFS) Peak Discharge: 2.4 (CFS) Inflow Volume: n/a Discharge Volumen/a Date/Time of Peak Inflow: 01Jan2000, 04:15 Date/Time of Peak Discharge 01Jan2000, 04:1 Peak Storage: 0.0 (AC-FT) Peak Elevation: 1.0 (FT) 0.935 0.902 w.a 0.869 0.836 1.000 0.967 05:00 06:00 01 Jan2000 Run:0100 Element:BMP- 1 Result:Outflow 02:00 03:00 04:00 - -- Run:Q100 Element:BMP-1 Result:Pool Elevation 01:00 flun:Q100 Element:BMP-1 Result:Storage - - - Run:0100 Element:BMP-1 Result:Combined Inflow - - - - - - - - - - - - - - - - - - - Reservoir BMP-1" Results for Run '0100 -1I II \ II I ---..-. - 0.0 00:00 2.5 2.0 1.E 0.5 Project: BASIN1-83 Simulation Run: 0100 Reservoir: BMP-1 Start of Run: 01 Jan2000, 00:00 Basin Model: Post Dev End of Run: 01Jan2000, 06:05 Meteorologic Model: Met 1 Compute Time: 28Jan201 8, 11:27:34 Control Specifications :Control 1 Date Time • Inflow (CFS) Storage (AC-FT) Elevation (FT) Outflow (CFS) 01Jan2000 00:00 0.0 0.0 0.8 0.0 01Jan2000 00:01 0.0 0.0 0.8 0.0 01Jan2000 00:02 0.0 0.0 0.8 0.0 01Jan2000 00:03 0.0 0.0 0.8 0.0 01Jan2000 00:04 0.0 0.0 0.8 0.0 01Jan2000 00:05 0.0 0.0 0.8 0.0 01Jan2000 00:06 0.0 0.0 0.8 0.0 01Jan2000 00:07 0.0 0.0 0.8 0.0 01Jan2000 00:08 0.1 0.0 0.8 0.0 01Jan2000 00:09 0.1 0.0 0.8 0.0 01Jan2000 00:10 0.1 0.0 0.8 0.1 01Jan2000 00:11 0.1 0.0 0.8 0.1 01Jan2000 00:12 0.1 0.0 0.8 0.1 01Jan2000 00:13 0.1 0.0 0.8 0.1 01Jan2000 00:14 0.1 0.0 0.8 0.1 01Jan2000 00:15 0.1 0.0 0.8 0.1 01Jan2000 00:16 0.1 0.0 0.8 0.1 01Jan2000 00:17 0.1 0.0 0.8 0.1 01Jan2000 00:18 0.1 0.0 0.8 0.1 01Jan2000 00:19 0.1 0.0 0.8 0.1 01Jan2000 00:20 0.1 0.0 0.8 0.1 01Jan2000 00:21 0.1 0.0 0.8 0.1 01Jan2000 00:22 0.1 0.0 0.8 0.1 01Jan2000 00:23 0.1 0.0 0.8 0.1 01Jan2000 00:24 1 0.1 1 0.0 1 0.8 1 0.1 01Jan2000 1 00:25 10.1 10.0 10.8 10.1 I Page 1 I I I I I I I E I I Date Time Inflow (CFS) Storage (AC-FT) Elevation (FT) Outflow (CFS) 01Jan2000 00:26 0.1 0.0 0.8 0.1 01Jan2000 00:27 0.1 0.0 0.8 0.1 01Jan2000 00:28 0.1 0.0 0.8 0.1 01Jan2000 00:29 0.1 0.0 0.8 0.1 01Jan2000 00:30 0.1 0.0 0.8 0.1 01Jan2000 00:31 0.1 0.0 0.8 0.1 01Jan2000 00:32 0.1 0.0 0.8 0.1 01Jan2000 00:33 0.1 0.0 0.8 0.1 01Jan2000 00:34 0.1 0.0 0.8 0.1 01Jan2000 00:35 0.1 0.0 0.8 0.1 01Jan2000 00:36 0.1 0.0 0.8 0.1 01Jan2000 00:37 0.1 0.0 0.8 0.1 01Jan2000 00:38 0.1 0.0 0.8 0.1 01Jan2000 00:39 0.1 0.0 0.8 0.1 01Jan2000 00:40 0.1 0.0 0.8 0.1 01Jan2000 00:41 0.1 0.0 0.8 0.1 01Jan2000 00:42 0.1 0.0 0.8 0.1 01Jan2000 00:43 . 0.1 0.0 0.8 0.1 01Jan2000 00:44 0.1 0.0 0.8 0.1 01Jan2000 00:45 0.1 0.0 0.8 0.1 01Jan2000 00:46 0.1 0.0 0.8 0.1 01Jan2000 00:47 0.1 0.0 0.8 0.1 01Jan2000 00:48 0.1 0.0 0.8 0.1 01Jan2000 00:49 0.1 0.0 0.8 0.1 01Jan2000 00:50 0.1 0.0 0.8 0.1 01Jan2000 00:51 0.1 0.0 0.8 0.1 01Jan2000 00:52 0.1 0.0 0.8 0.1 01Jan2000 00:53 0.1 0.0 0.8 0.1 01Jan2000 00:54 0.1 0.0 0.8 0.1 01Jan2000 00:55 0.1 0.0 0.8 0.1 01Jan2000 00:56 1 0.1 1 0.0 1 0.8 1 0.1 Page 2 I I U I I I Date Time Inflow (CFS) Storage (AC-FT) Elevation (FT) Outflow (CFS) 01Jan2000 00:57 0.1 0.0 0.8 0.1 01Jan2000 00:58 0.1 0.0 0.8 0.1 01Jan2000 00:59 0.1 0.0 0.8 0.1 01Jan2000 01:00 0.1 0.0 0.8 0.1 01Jan2000 01:01 0.1 0.0 0.8 0.1 01Jan2000 01:02 0.1 0.0 0.8 0.1 01Jan2000 01:03 0.1 0.0 0.8 0.1 01Jan2000 01:04 0.1 0.0 0.8 0.1 01Jan2000 01:05 0.1 0.0 0.8 0.1 01Jan2000 01:06 0.1 0.0 0.8 0.1 01Jan2000 01:07 0.1 0.0 0.8 0.1 01Jan2000 01:08 0.1 0.0 0.8 0.1 01Jan2000 01:09 0.1 0.0 0.8 0.1 01Jan2000 01:10 0.1 0.0 0.8 0.1 01Jan2000 01:11 0.1 0.0 0.8 0.1 01Jan2000 01:12 0.1 0.0 0.8 0.1 01Jan2000 01:13 0.1 0.0 0.8 0.1 01Jan2000 01:14 0.1 0.0 0.8 0.1 01Jan2000 01:15 0.1 0.0 0.8 0.1 01Jan2000 01:16 0.1 0.0 0.8 0.1 01Jan2000 01:17 0.1 0.0 0.8 0.1 01Jan2000 01:18 0.1 0.0 0.8 0.1 01Jan2000 01:19 0.1 0.0 0.8 0.1 01Jan2000 01:20 0.1 0.0 0.8 0.1 01Jan2000 01:21 0.1 1 0.0 0.8 0.1 01Jan2000 01:22 0.1 0.0 0.8 0.1 01Jan2000 01:23 0.1 0.0 0.8 0.1 01Jan2000 01:24 0.1 0.0 0.8 0.1 01Jan2000 01:25 0.1 0.0 0.8 0.1 01Jan2000 01:26 0.1 0.0 0.8 0.1 01Jan2000 01:27 1 0.1 0.0 1 0.8 1 0.1 Page 3 I 1 El I I I I I I I I Date Time Inflow (CFS) Storage (AC-FT) Elevation (FT) Outflow (CFS) 01Jan2000 01:28 0.1 0.0 0.8 0.1 01Jan2000 01:29 0.1 0.0 0.8 0.1 01Jan2000 01:30 0.1 0.0 0.8 0.1 01Jan2000 01:31 0.1 0.0 0.8 0.1 01Jan2000 01:32 0.1 0.0 0.8 0.1 01Jan2000 01:33 0.1 0.0 0.8 0.1 01Jan2000 01:34 0.1 0.0 0.8 0.1 01Jan2000 01:35 0.1 0.0 0.8 0.1 01Jan2000 01:36 0.1 0.0 0.8 0.1 01Jan2000 01:37 0.1 0.0 0.8 0.1 01Jan2000 01:38 0.1 0.0 0.8 0.1 01Jan2000 01:39 0.1 0.0 0.8 0.1 01Jan2000 01:40 0.1 0.0 0.8 0.1 01Jan2000 01:41 0.1 0.0 0.8 0.1 01Jan2000 01:42 0.1 0.0 0.8 0.1 01Jan2000 01:43 0.1 0.0 0.8 0.1 01Jan2000 01:44 0.1 0.0 0.8 0.1 01Jan2000 01:45 0.1 0.0 0.8 0.1 01Jan2000 01:46 0.1 0.0 0.8 0.1 01Jan2000 01:47 0.1 0.0 0.8 0.1 01Jan2000 01:48 0.1 0.0 0.8 0.1 01Jan2000 01:49 0.1 0.0 0.8 0.1 01Jan2000 01:50 0.1 0.0 0.8 0.1 01Jan2000 01:51 0.1 0.0 0.8 0.1 01Jan2000 01:52 0.1 0.0 0.8 0.1 01Jan2000 01:53 0.2 0.0 0.8 0.1 01Jan2000 01:54 0.2 0.0 0.8 0.1 01Jan2000 01:55 0.2 0.0 0.8 0.2 01Jan2000 01:56 0.2 0.0 0.8 0.2 01Jan2000 01:57 0.2 0.0 0.8 0.2 01Jan2000 01:58 1 0.2 1 0.0 1 0.8 1 0.2 Page 4 I Date Time Inflow (CFS) Storage (AC-FT) Elevation (FT) Outflow (CFS) 01Jan2000 01:59 0.2 0.0 0.8 0.2 01Jan2000 02:00 0.2 0.0 0.8 0.2 01Jan2000 02:01 0.2 0.0 0.8 0.2 01Jan2000 02:02 0.2 0.0 0.9 0.2 01Jan2000 02:03 0.2 0.0 0.9 0.2 01Jan2000 02:04 0.2 0.0 0.9 0.2 01Jan2000 02:05 0.2 0.0 0.9 0.2 01Jan2000 02:06 0.2 0.0 0.9 0.2 01Jan2000 02:07 0.2 0.0 0.9 0.2 01Jan2000 02:08 0.2 0.0 0.9 0.2 01Jan2000 02:09 0.2 0.0 0.9 0.2 01Jan2000 02:10 0.2 0.0 0.9 0.2 01Jan2000 02:11 0.2 0.0 0.9 0.2 01Jan2000 02:12 0.2 0.0 0.9 0.2 01Jan2000 02:13 0.2 0.0 0.9 0.2 01Jan2000 02:14 0.2 0.0 0.9 0.2 01Jan2000 02:15 0.2 0.0 0.9 0.2 01Jan2000 02:16 0.2 0.0 0.9 0.2 01Jan2000 02:17 0.2 0.0 0.9 0.2 01Jan2000 02:18 0.2 0.0 0.9 0.2 01Jan2000 02:19 0.2 0.0 0.9 0.2 01Jan2000 02:20 0.2 0.0 0.9 0.2 01Jan2000 02:21 0.2 0.0 0.9 0.2 01Jan2000 02:22 0.2 0.0 0.9 0.2 01Jan2000 02:23 0.2 0.0 0.9 0.2 01Jan2000 02:24 0.2 0.0 0.9 0.2 01Jan2000 02:25 0.2 0.0 0.9 0.2 01Jan2000 02:26 0.2 0.0 0.9 0.2 01Jan2000 02:27 0.2 0.0 0.9 0.2 01Jan2000 02:28 0.2 0.0 0.9 0.2 01Jan2000 02:29 1 0.2 1 0.0 1 0.9 1 0.2 Page 5 I I I I I I 1 I I I Date Time Inflow (CFS) Storage (AC-FT) Elevation (FT) Outflow (CFS) 01Jan2000 02:30 0.2 0.0 0.9 0.2 01Jan2000 02:31 0.2 0.0 0.9 0.2 01Jan2000 02:32 0.2 0.0 0.9 0.2 01Jan2000 02:33 0.2 0.0 0.9 0.2 01Jan2000 02:34 0.2 0.0 0.9 0.2 01Jan2000 02:35 0.2 0.0 0.9 0.2 01Jan2000 02:36 0.2 0.0 0.9 0.2 01Jan2000 02:37 0.2 0.0 0.9 0.2 01Jan2000 02:38 0.2 0.0 0.9 0.2 01Jan2000 02:39 0.2 0.0 0.9 0.2 01Jan2000 02:40 0.2 0.0 0.9 0.2 01Jan2000 02:41 0.2 0.0 0.9 0.2 01Jan2000 02:42 0.2 0.0 0.9 0.2 01Jan2000 02:43 0.2 0.0 0.9 0.2 01Jan2000 02:44 0.2 0.0 0.9 0.2 01Jan2000 02:45 0.2 0.0 0.9 0.2 01Jan2000 02:46 0.2 0.0 0.9 0.2 01Jan2000 02:47 0.2 0.0 0.9 0.2 01Jan2000 02:48 0.2 0.0 0.9 0.2 01 Jan2000 02:49 0.2 0.0 0.9 0.2 01Jan2000 02:50 0.2 0.0 0.9 0.2 01Jan2000 02:51 0.2 0.0 0.9 0.2 01Jan2000 02:52 0.2 0.0 0.9 0.2 01Jan2000 02:53 0.2 0.0 0.9 0.2 01Jan2000 02:54 0.2 0.0 0.9 0.2 01Jan2000 02:55 0.2 0.0 0.9 0.2 01Jan2000 02:56 0.2 0.0 0.9 0.2 01Jan2000 02:57 0.2 0.0 0.9 0.2 01Jan2000 02:58 0.2 0.0 0.9 0.2 01Jan2000 02:59 0.2 0.0 0.9 0.2 01Jan2000 03:00 0.2 0.0 1 0.9 1 0.2 Page 6 I I I I I I I I I I Date Time Inflow (CFS) Storage (AC-Fl) Elevation (FT) Outflow (CFS) 01Jan2000 03:01 0.2 0.0 0.9 0.2 01Jan2000 03:02 0.2 0.0 0.9 0.2 01Jan2000 03:03 0.2 0.0 0.9 0.2 01Jan2000 03:04 0.2 0.0 0.9 0.2 01Jan2000 03:05 0.2 0.0 0.9 0.2 01Jan2000 03:06 0.2 0.0 0.9 0.2 01Jan2000 03:07 0.2 0.0 0.9 0.2 01Jan2000 03:08 0.3 0.0 0.9 0.2 01Jan2000 03:09 0.3 0.0 0.9 0.2 01Jan2000 03:10 0.3 0.0 0.9 0.3 01Jan2000 03:11 0.3 0.0 0.9 0.3 01Jan2000 03:12 0.3 0.0 0.9 0.3 01Jan2000 03:13 0.3 0.0 0.9 0.3 01Jan2000 03:14 0.3 0.0 0.9 0.3 01Jan2000 03:15 0.3 0.0 0.9 0.3 01Jan2000 03:16 0.3 0.0 0.9 0.3 01Jan2000 03:17 0.3 0.0 0.9 0.3 01Jan2000 03:18 0.3 0.0 0.9 0.3 01Jan2000 03:19 0.3 0.0 0.9 0.3 01Jan2000 03:20 0.3 0.0 0.9 0.3 01Jan2000 03:21 0.3 0.0 0.9 0.3 01Jan2000 03:22 0.3 0.0 0.9 0.3 01Jan2000 03:23 0.3 0.0 0.9 0.3 01Jan2000 03:24 0.3 0.0 0.9 0.3 01Jan2000 03:25 0.3 0.0 0.9 0.3 01Jan2000 03:26 0.3 0.0 0.9 0.3 01Jan2000 03:27 0.3 0.0 0.9 0.3 01Jan2000 03:28 0.3 0.0 0.9 0.3 01Jan2000 03:29 0.3 0.0 0.9 0.3 01Jan2000 03:30 0.3 0.0 0.9 0.3 01Jan2000 03:31 1 0.3 1 0.0 0.9 0.3 Page 7 I I I I I I [ I I Date Time Inflow (CFS) Storage (AC-FT) Elevation (FT) Outflow (CFS) 01Jan2000 03:32 0.3 0.0 0.9 0.3 01Jan2000 03:33 0.3 0.0 0.9 0.3 01Jan2000 03:34 0.4 0.0 0.9 0.3 01Jan2000 03:35 0.4 0.0 0.9 0.3 01Jan2000 03:36 0.4 0.0 0.9 0.4 01Jan2000 03:37 0.4 0.0 0.9 0.4 01Jan2000 03:38 0.4 0.0 0.9 0.4 01Jan2000 03:39 0.4 0.0 0.9 0.4 01Jan2000 03:40 0.4 0.0 0.9 0.4 01Jan2000 03:41 0.4 0.0 0.9 0.4 01Jan2000 03:42 0.5 0.0 0.9 0.4 01Jan2000 03:43 0.5 0.0 0.9 0.4 01Jan2000 03:44 0.5 0.0 0.9 0.5 01Jan2000 03:45 0.5 0.0 0.9 0.5 01Jan2000 03:46 0.5 0.0 0.9 0.5 01Jan2000 03:47 0.5 0.0 0.9 0.5 01Jan2000 03:48 0.5 0.0 0.9 0.5 01Jan2000 03:49 0.5 0.0 0.9 0.5 01Jan2000 03:50 0.5 0.0 0.9 0.5 01Jan2000 03:51 0.5 0.0 0.9 0.5 01Jan2000 03:52 0.5 0.0 0.9 0.5 01Jan2000 03:53 0.6 0.0 0.9 0.5 01Jan2000 03:54 0.6 0.0 0.9 0.5 01Jan2000 03:55 0.6 0.0 0.9 0.6 01Jan2000 03:56 0.6 0.0 0.9 0.6 01Jan2000 03:57 0.6 0.0 0.9 0.6 01Jan2000 03:58 0.6 0.0 0.9 0.6 01Jan2000 03:59 0.6 0.0 0.9 0.6 01Jan2000 04:00 0.6 0.0 0.9 0.6 01Jan2000 04:01 0.7 0.0 0.9 0.6 01Jan2000 04:02 1 0.8 1 0.0 1 0.9 1 0.7 Page 8 I I I I I I I I I I I Date Time Inflow (CFS) Storage (AC-FT) Elevation (FT) Outflow (CFS) 01Jan2000 04:03 1.0 0.0 0.9 0.8 01Jan2000 04:04 1.1 0.0 0.9 0.9 01Jan2000 04:05 1.2 0.0 0.9 1.1 01Jan2000 04:06 1.3 0.0 0.9 1.2 01Jan2000 04:07 1.5 0.0 0.9 1.3 01Jan2000 04:08 1.6 0.0 0.9 1.5 01Jan2000 04:09 1.7 0.0 0.9 1.6 01Jan2000 04:10 1.8 0.0 1.0 1.7 01Jan2000 04:11 2.0 0.0 1.0 1.8 01Jan2000 04:12 2.1 0.0 1.0 1.9 01Jan2000 04:13 2.2 0.0 1.0 2.1 01Jan2000 04:14 2.3 0.0 1.0 2.2 01Jan2000 04:15 2.5 0.0 1.0 2.3 01Jan2000 04:16 2.3 0.0 1.0 2.4 01Jan2000 04:17 2.2 0.0 1.0 2.3 01Jan2000 04:18 2.1 0.0 1.0 2.2 01Jan2000 04:19 1.9 0.0 1.0 2.1 01Jan2000 04:20 1.8 0.0 1.0 1.9 01Jan2000 04:21 1.6 0.0 1.0 1.8 01Jan2000 04:22 1.5 0.0 1.0 1.7 01Jan2000 04:23 1.4 0.0 0.9 1.5 01Jan2000 04:24 1.2 0.0 0.9 1.4 01Jan2000 04:25 1.1 0.0 0.9 1.3 01Jan2000 04:26 1.0 0.0 0.9 1.1 01Jan2000 04:27 0.8 0.0 0.9 1.0 01Jan2000 04:28 0.7 0.0 0.9 0.8 01Jan2000 04:29 0.5 0.0 0.9 0.7 01Jan2000 04:30 0.4 0.0 0.9 0.6 01Jan2000 04:31 0.4 0.0 0.9 0.5 01Jan2000 04:32 0.4 0.0 0.9 0.5 01Jan2000 04:33 1 0.4 1 0.0 1 0.9 1 0.4 Page 9 I I I II] I Date Time Inflow (CFS) Storage (AC-FT) Elevation (Fl) Outflow (CFS) 01Jan2000 04:34 0.4 0.0 0.9 0.4 01 Jan2000 04:35 0.4 0.0 0.9 0.4 01Jan2000 04:36 0.4 0.0 0.9 0.4 01Jan2000 04:37 0.4 0.0 0.9 0.4 01 Jan2000 04:38 0.3 0.0 0.9 0.4 01Jan2000 04:39 0.3 0.0 0.9 0.4 01Jan2000 04:40 0.3 0.0 0.9 0.3 01Jan2000 04:41 0.3 0.0 0.9 0.3 01Jan2000 04:42 0.3 0.0 0.9 0.3 01Jan2000 04:43 0.3 0.0 0.9 0.3 01Jan2000 04:44 0.3 0.0 0.9 0.3 01Jan2000 04:45 0.3 0.0 0.9 0.3 01Jan2000 04:46 0.3 0.0 0.9 0.3 01Jan2000 04:47 0.3 0.0 0.9 0.3 01Jan2000 04:48 0.3 0.0 0.9 0.3 01Jan2000 04:49 0.3 0.0 0.9 0.3 01Jan2000 04:50 0.3 0.0 0.9 0.3 01Jan2000 04:51 0.3 0.0 0.9 0.3 01Jan2000 04:52 0.3 0.0 0.9 0.3 01Jan2000 04:53 0.2 0.0 0.9 0.3 01Jan2000 04:54 0.2 0.0 0.9 0.3 01Jan2000 04:55 0.2 0.0 0.9 0.2 01Jan2000 04:56 0.2 0.0 0.9 0.2 01Jan2000 04:57 0.2 0.0 0.9 0.2 01Jan2000 04:58 0.2 0.0 0.9 0.2 01Jan2000 04:59 0.2 0.0 0.9 0.2 01 Jan2000 05:00 0.2 0.0 0.9 0.2 01Jan2000 05:01 0.2 0.0 0.9 0.2 01Jan2000 05:02 0.2 0.0 0.9 0.2 01 Jan2000 05:03 0.2 0.0 0.9 0.2 01Jan2000 05:04 0.2 0.0 0.9 0.2 Page 10 I I I I I I I I I Date Time Inflow (CFS) Storage (AC-FT) Elevation (FT) Outflow (CFS) 01Jan2000 05:05 0.2 0.0 0.9 0.2 01Jan2000 05:06 0.2 0.0 0.9 0.2 01Jan2000 05:07 0.2 0.0 0.9 0.2 01Jan2000 05:08 0.2 0.0 0.9 0.2 01Jan2000 05:09 0.2 0.0 0.9 0.2 01Jan2000 05:10 0.2 0.0 0.9 0.2 01Jan2000 05:11 0.2 0.0 0.9 0.2 01Jan2000 05:12 0.2 0.0 0.9 0.2 01Jan2000 05:13 0.2 0.0 0.9 0.2 01Jan2000 05:14 0.2 0.0 0.9 0.2 01Jan2000 05:15 0.2 0.0 0.9 0.2 01Jan2000 05:16 0.2 0.0 0.9 0.2 01Jan2000 05:17 0.2 0.0 0.9 0.2 01Jan2000 05:18 0.2 0.0 0.8 0.2 01Jan2000 05:19 0.2 0.0 0.8 0.2 01Jan2000 05:20 0.2 0.0 0.8 0.2 01Jan2000 05:21 0.2 0.0 0.8 0.2 01Jan2000 05:22 0.2 0.0 0.8 0.2 01Jan2000 05:23 0.1 0.0 0.8 0.2 01Jan2000 05:24 0.1 0.0 0.8 0.2 01Jan2000 05:25 0.1 0.0 0.8 0.1 01Jan2000 05:26 0.1 0.0 0.8 0.1 01Jan2000 05:27 0.1 0.0 0.8 0.1 01Jan2000 05:28 0.1 0.0 0.8 0.1 01Jan2000 05:29 0.1 0.0 0.8 0.1 01Jan2000 05:30 0.1 0.0 0.8 0.1 01Jan2000 05:31 0.1 0.0 0.8 0.1 01Jan2000 05:32 0.1 0.0 0.8 0.1 01Jan2000 05:33 0.1 0.0 0.8 0.1 01Jan2000 05:34 0.1 0.0 0.8 0.1 01Jan2000 05:35 1 0.1 1 0.0 1 0.8 1 0.1 Page 11 Date Time Inflow (CFS) Storage (AC-FT) Elevation (FT) Outflow (CFS) O1Jan2000 05:36 0.1 0.0 0.8 0.1 01Jan2000 05:37 0.1 0.0 0.8 0.1 01Jan2000 05:38 0.1 0.0 0.8 0.1 01Jan2000 05:39 0.1 0.0 0.8 0.1 01Jan2000 05:40 0.1 0.0 0.8 0.1 01Jan2000 05:41 0.1 0.0 0.8 0.1 01Jan2000 05:42 0.1 0.0 0.8 0.1 01Jan2000 05:43 0.1 0.0 0.8 0.1 01Jan2000 05:44 0.1 0.0 0.8 0.1 01Jan2000 05:45 0.1 0.0 0.8 0.1 01Jan2000 05:46 0.1 0.0 0.8 0.1 01Jan2000 05:47 0.1 0.0 0.8 0.1 01Jan2000 05:48 0.1 0.0 0.8 0.1 01Jan2000 05:49 0.1 0.0 0.8 0.1 01Jan2000 05:50 0.1 0.0 0.8 0.1 01Jan2000 05:51 0.1 0.0 0.8 0.1 01Jan2000 05:52 0.1 0.0 0.8 0.1 01Jan2000 05:53 0.1 0.0 0.8 0.1 01Jan2000 05:54 0.1 0.0 0.8 0.1 01Jan2000 05:55 0.1 0.0 0.8 0.1 01Jan2000 05:56 0.1 0.0 0.8 0.1 01Jan2000 05:57 0.1 0.0 0.8 0.1 01Jan2000 05:58 0.1 0.0 0.8 0.1 01Jan2000 05:59 0.1 0.0 0.8 0.1 01Jan2000 06:00 0.1 0.0 0.8 0.1 01Jan2000 06:01 0.1 0.0 0.8 0.1 01Jan2000 06:02 0.1 0.0 0.8 0.1 01Jan2000 06:03 0.1 0.0 0.8 0.1 01Jan2000 06:04 0.1 0.0 0.8 0.1 01Jan2000 06:05 0.1 0.0 0.8 0.1 U Page 12 I I I I I I I U I I BASIN 2 I HEC-HMS SUMMARY I I I I I I I I I I I I I I I Project: BAS1N283 Simulation Run: 0100 I Reservoir: BMP-1 Start of Run: 01Jan2000, 00:00 Basin Model: Post_Dev I End of Run: 01Jan2000, 06:05 Meteorologic Model: Met 1 Compute Time: 27Mar2018, 11:10:59 Control Specifications: Control 1 I Volume UnitsiN I Computed Results Peak Inflow: 6.2 (CFS) Peak Discharge: 5.8 (CFS) Inflow Volume: n/a Discharge Volumen/a Date/Time of Peak Inflow: 01Jan2000, 04: Date/Time of Peak Discharge 01Jan2000, 04: Peak Storage: 0.1 (AC-FT) Peak Elevation: 1.3 (Fl) I I I I I - - - - - - - - - - - - - - - - - - - Reservoir 'BMP-l" Results for Run "0100" A —I .-------.-.-------.--.---- 'I I II I . - 01:00 02:00 03:00 04:00 05:00 06:00 01 Jan2000 Run:0100 Element:BMP-1 Result:Storage - -- Run:Q100 Element:BMP-1 Result:Pool Elevation Run:0100 Element:BMP.1 Result:Outflow - - - Run:0100 Element:BMP-1 Result:Combined Inflow 0.088 0.086 0.084 0.082 0.080 0.078 0.076 0.074 7 4 Uc 1.256 1.213 1.169 1.125 1.081 1.038 0.994 0.950 0 00:00 Basin Model: Post_Dev Meteorologic Model: Met 1 Control Specifications:Control 1 Start of Run: 01Jan2000, 00:00 End of Run: 01Jan2000, 06:05 Compute Time: 27Mar2O18, 11:10:59 I [1 Page 1 Project: BAS1N283 Simulation Run: 0100 Reservoir: BMP-1 Date Time Inflow (CFS) Storage (AC-FT) Elevation (FT) Outflow (CFS) 01Jan2000 00:00 0.0 0.1 1.0 0.0 01Jan2000 00:01 0.0 0.1 1.0 0.0 01Jan2000 00:02 0.0 0.1 1.0 0.0 01Jan2000 00:03 0.1 0.1 1.0 0.0 01Jan2000 00:04 0.1 0.1 1.0 0.0 01Jan2000 00:05 0.1 0.1 1.0 0.0 01Jan2000 00:06 0.1 0.1 1.0 0.1 01Jan2000 00:07 0.1 0.1 1.0 0.1 01Jan2000 00:08 0.2 0.1 1.0 0.1 01Jan2000 00:09 0.2 0.1 1.0 0.1 01Jan2000 00:10 0.2 0.1 1.0 0.1 01Jan2000 00:11 0.2 0.1 1.0 0.2 01Jan2000 00:12 0.2 0.1 1.0 0.2 01Jan2000 00:13 0.2 0.1 1.0 0.2 01Jan2000 00:14 0.2 0.1 1.0 0.2 01Jan2000 00:15 0.2 0.1 1.0 0.2 01Jan2000 00:16 0.2 0.1 1.0 0.2 01Jan2000 00:17 0.2 0.1 1.0 0.2 01Jan2000 00:18 0.2 0.1 1.0 0.2 01Jan2000 00:19 0.2 0.1 1.0 0.2 01Jan2000 00:20 0.2 0.1 1.0 0.2 01Jan2000 00:21 0.2 0.1 1.0 0.2 01Jan2000 00:22 0.2 0.1 1.0 0.2 01Jan2000 00:23 0.2 0.1 1.0 0.2 01Jan2000 00:24 1 0.2 0.1 1.0 0.2 01Jan2000 00:25 10.2 1 0.1 1.0 0.2 Li I I I I I I I Li I 1 I Li Date Time Inflow (CFS) Storage (AC-FT) Elevation (FT) Outflow (CFS) 01Jan2000 00:26 0.2 0.1 1.0 0.2 01Jan2000 00:27 0.2 0.1 1.0 0.2 01Jan2000 00:28 0.2 0.1 1.0 0.2 01Jan2000 00:29 0.2 0.1 1.0 0.2 01Jan2000 00:30 0.2 0.1 1.0 0.2 01Jan2000 00:31 0.2 0.1 1.0 0.2 01Jan2000 00:32 0.2 0.1 1.0 0.2 01Jan2000 00:33 0.2 0.1 1.0 0.2 01Jan2000 00:34 0.2 0.1 1.0 0.2 01Jan2000 00:35 0.2 0.1 1.0 0.2 01Jan2000 00:36 0.2 0.1 1.0 0.2 01Jan2000 00:37 0.2 0.1 1.0 0.2 01Jan2000 00:38 0.2 0.1 1.0 0.2 01Jan2000 00:39 0.2 0.1 1.0 0.2 01Jan2000 00:40 0.2 0.1 1.0 0.2 01Jan2000 00:41 0.2 0.1 1.0 0.2 01Jan2000 00:42 0.2 0.1 1.0 0.2 01Jan2000 00:43 0.2 0.1 1.0 0.2 01Jan2000 00:44 0.2 0.1 1.0 0.2 01Jan2000 00:45 0.2 0.1 1.0 0.2 01Jan2000 00:46 0.3 0.1 1.0 0.2 01Jan2000 00:47 0.3 0.1 1.0 0.2 01Jan2000 00:48 0.3 0.1 1.0 0.3 01Jan2000 00:49 0.3 0.1 1.0 0.3 01Jan2000 00:50 0.3 0.1 1.0 0.3 01Jan2000 00:51 0.3 0.1 1.0 0.3 01Jan2000 00:52 0.3 0.1 1.0 0.3 01Jan2000 00:53 0.3 0.1 1.0 0.3 01Jan2000 00:54 0.3 0.1 1.0 0.3 01Jan2000 00:55 0.3 0.1 1.0 0.3 01Jan2000 00:56 1 0.3 1 0.1 1 1.0 1 0.3 Page 2 Li I I I I Li I Date Time Inflow (CFS) Storage (AC-FT) Elevation (FT) Outflow (CFS) 01Jan2000 00:57 0.3 0.1 1.0 0.3 01Jan2000 00:58 0.3 0.1 1.0 0.3 01Jan2000 00:59 0.3 0.1 1.0 0.3 01Jan2000 01:00 0.3 0.1 1.0 0.3 01Jan2000 01:01 0.3 0.1 1.0 0.3 01Jan2000 01:02 0.3 0.1 1.0 0.3 01Jan2000 01:03 0.3 0.1 1.0 0.3 01Jan2000 01:04 0.3 0.1 1.0 0.3 01Jan2000 01:05 0.3 0.1 1.0 0.3 01Jan2000 01:06 0.3 0.1 1.0 0.3 01Jan2000 01:07 0.3 0.1 1.0 0.3 01Jan2000 01:08 0.3 0.1 1.0 0.3 01Jan2000 01:09 0.3 0.1 1.0 0.3 01Jan2000 01:10 0.3 0.1 1.0 0.3 01Jan2000 01:11 0.3 0.1 1.0 0.3 01Jan2000 01:12 0.3 0.1 1.0 0.3 01Jan2000 01:13 0.3 0.1 1.0 0.3 01Jan2000 01:14 0.3 0.1 1.0 0.3 01Jan2000 01:15 0.3 0.1 1.0 0.3 01Jan2000 01:16 0.3 0.1 1.0 0.3 01Jan2000 01:17 0.3 0.1 1.0 0.3 01Jan2000 01:18 0.3 0.1 1.0 0.3 01Jan2000 01:19 0.3 0.1 1.0 0.3 01Jan2000 01:20 0.3 0.1 1.0 0.3 01Jan2000 01:21 0.3 0.1 1.0 0.3 01Jan2000 01:22 0.3 0.1 1.0 0.3 01Jan2000 01:23 0.3 0.1 1.0 0.3 01Jan2000 01:24 0.3 0.1 1.0 0.3 01Jan2000 01:25 0.3 0.1 1.0 0.3 01Jan2000 01:26 0.3 0.1 1.0 0.3 01Jan2000 01:27 1 0.3 1 0.1 1 1.0 1 0.3 Page 3 I I I I I I Date Time Inflow (CFS) Storage (AC-FT) Elevation (FT) Outflow (CFS) O1Jan2000 01:28 0.3 0.1 1.0 0.3 01Jan2000 01:29 0.3 0.1 1.0 0.3 01Jan2000 01:30 0.3 0.1 1.0 0.3 01Jan2000 01:31 0.3 0.1 1.0 0.3 01Jan2000 01:32 0.3 0.1 1.0 0.3 01Jan2000 01:33 0.3 0.1 1.0 0.3 01Jan2000 01:34 0.3 0.1 1.0 0.3 01Jan2000 01:35 0.3 0.1 1.0 0.3 01Jan2000 01:36 0.3 0.1 1.0 0.3 01Jan2000 01:37 0.3 0.1 1.0 0.3 01Jan2000 01:38 0.3 0.1 1.0 0.3 01Jan2000 01:39 0.3 0.1 1.0 0.3 01Jan2000 01:40 0.3 0.1 1.0 0.3 01Jan2000 01:41 0.3 0.1 1.0 0.3 01Jan2000 01:42 0.3 0.1 1.0 0.3 01Jan2000 01:43 0.3 0.1 1.0 0.3 01Jan2000 01:44 0.3 0.1 1.0 0.3 01Jan2000 01:45 0.3 0.1 1.0 0.3 01Jan2000 01:46 0.3 0.1 1.0 0.3 01Jan2000 01:47 0.3 0.1 1.0 0.3 01Jan2000 01:48 0.3 0.1 1.0 0.3 01Jan2000 01:49 0.3 0.1 1.0 0.3 01Jan2000 01:50 0.3 0.1 1.0 0.3 01Jan2000 01:51 0.3 0.1 1.0 0.3 01Jan2000 01:52 0.3 0.1 1.0 0.3 01Jan2000 01:53 0.3 0.1 1.0 0.3 01Jan2000 01:54 0.3 0.1 1.0 0.3 01Jan2000 01:55 0.3 0.1 1.0 0.3 01Jan2000 01:56 0.3 0.1 1.0 0.3 01Jan2000 01:57 0.3 0.1 1.0 0.3 01Jan2000 01:58 1 0.3 1 0.1 1 1.0 1 0.3 Page 4 I Li I I I I I I Date Time Inflow (CFS) Storage (AC-FT) Elevation (FT) Outflow (CFS) 01Jan2000 01:59 0.3 0.1 1.0 0.3 01Jan2000 02:00 0.3 0.1 1.0 0.3 01Jan2000 02:01 0.3 0.1 1.0 0.3 01Jan2000 02:02 0.3 0.1 1.0 0.3 01Jan2000 02:03 0.3 0.1 1.0 0.3 01Jan2000 02:04 0.3 0.1 1.0 0.3 01Jan2000 02:05 0.3 0.1 1.0 0.3 01Jan2000 02:06 0.4 0.1 1.0 0.3 01Jan2000 02:07 0.4 0.1 1.0 0.3 01Jan2000 02:08 0.4 0.1 1.0 0.4 01Jan2000 02:09 0.4 0.1 1.0 0.4 01Jan2000 02:10 0.4 0.1 1.0 0.4 01Jan2000 02:11 0.4 0.1 1.0 0.4 01Jan2000 02:12 0.4 0.1 1.0 0.4 01Jan2000 02:13 0.4 0.1 1.0 0.4 01Jan2000 02:14 0.4 0.1 1.0 0.4 01Jan2000 02:15 0.4 0.1 1.0 0.4 01Jan2000 02:16 0.4 0.1 1.0 0.4 01Jan2000 02:17 0.4 0.1 1.0 0.4 01Jan2000 02:18 0.4 0.1 1.0 0.4 01Jan2000 02:19 0.4 0.1 1.0 0.4 01Jan2000 02:20 0.4 0.1 1.0 0.4 01Jan2000 02:21 0.4 0.1 1.0 0.4 01Jan2000 02:22 0.4 0.1 1.0 0.4 01Jan2000 02:23 0.4 0.1 1.0 0.4 01Jan2000 02:24 0.4 0.1 1.0 0.4 01Jan2000 02:25 0.4 0.1 1.0 0.4 01Jan2000 02:26 0.4 0.1 1.0 0.4 01Jan2000 02:27 0.4 0.1 1.0 0.4 01Jan2000 02:28 0.4 0.1 1.0 0.4 01Jan2000 02:29 1 0.4 0.1 1 1.0 1 0.4 Page 5 I I I I I I I 1 III I Date Time Inflow (CFS) Storage (AC-FT) Elevation (FT) Outflow (CFS) O1Jan2000 02:30 0.4 0.1 1.0 0.4 01Jan2000 02:31 0.4 0.1 1.0 0.4 01Jan2000 02:32 0.4 0.1 1.0 0.4 01Jan2000 02:33 0.4 0.1 1.0 0.4 01Jan2000 02:34 0.4 0.1 1.0 0.4 01Jan2000 02:35 0.4 0.1 1.0 0.4 01Jan2000 02:36 0.4 0.1 1.0 0.4 01Jan2000 02:37 0.4 0.1 1.0 0.4 01Jan2000 02:38 0.4 0.1 1.0 0.4 01Jan2000 02:39 0.4 0.1 1.0 0.4 01Jan2000 02:40 0.4 0.1 1.0 0.4 01Jan2000 02:41 0.4 0.1 1.0 0.4 01Jan2000 02:42 0.4 0.1 1.0 0.4 01Jan2000 02:43 0.4 0.1 1.0 0.4 01Jan2000 02:44 0.4 0.1 1.0 0.4 01Jan2000 02:45 0.5 0.1 1.0 0.4 01Jan2000 02:46 0.5 0.1 1.0 0.4 01Jan2000 02:47 0.5 0.1 1.0 0.4 01Jan2000 02:48 0.5 0.1 1.0 0.5 01Jan2000 02:49 0.5 0.1 1.0 0.5 01Jan2000 02:50 0.5 0.1 1.0 0.5 01Jan2000 02:51 0.5 0.1 1.0 0.5 01Jan2000 02:52 0.5 0.1 1.0 0.5 01Jan2000 02:53 0.5 0.1 1.0 0.5 01Jan2000 02:54 0.5 0.1 1.0 0.5 01Jan2000 02:55 0.5 0.1 1.0 0.5 01Jan2000 02:56 0.5 0.1 1.0 0.5 01Jan2000 02:57 0.5 0.1 1.0 0.5 01Jan2000 02:58 0.5 0.1 1.0 0.5 01Jan2000 02:59 0.5 0.1 1.0 0.5 01Jan2000 03:00 1 0.5 1 0.1 1 1.0 1 0.5 Page 6 I I I I I I I I I Date Time Inflow (CFS) Storage (AC-FT) Elevation (FT) Outflow (CFS) 01Jan2000 03:01 0.5 0.1 1.0 0.5 01Jan2000 03:02 0.5 0.1 1.0 0.5 01Jan2000 03:03 0.5 0.1 1.0 0.5 01Jan2000 03:04 0.5 0.1 1.0 0.5 01Jan2000 03:05 0.6 0.1 1.0 0.5 01Jan2000 03:06 0.6 0.1 1.0 0.5 01Jan2000 03:07 0.6 0.1 1.0 0.5 01Jan2000 03:08 0.6 0.1 1.0 0.6 01Jan2000 03:09 0.6 0.1 1.0 0.6 01Jan2000 03:10 0.6 0.1 1.0 0.6 01Jan2000 03:11 0.6 0.1 1.1 0.6 01Jan2000 03:12 0.6 0.1 1.1 0.6 01Jan2000 03:13 0.6 0.1 1.1 0.6 01Jan2000 03:14 0.6 0.1 1.1 0.6 01Jan2000 03:15 0.6 0.1 1.1 0.6 01Jan2000 03:16 0.6 0.1 1.1 0.6 01Jan2000 03:17 0.6 0.1 1.1 0.6 01Jan2000 03:18 0.6 0.1 1.1 0.6 01Jan2000 03:19 0.6 0.1 1.1 0.6 01Jan2000 03:20 0.6 0.1 1.1 0.6 01Jan2000 03:21 0.6 0.1 1.1 0.6 01Jan2000 03:22 0.6 0.1 1.1 0.6 01Jan2000 03:23 0.7 0.1 1.1 0.6 01Jan2000 03:24 0.7 0.1 1.1 0.6 01Jan2000 03:25 0.7 0.1 1.1 0.6 01Jan2000 03:26 0.7 0.1 1.1 0.7 01Jan2000 03:27 0.7 0.1 1.1 0.7 01Jan2000 03:28 0.8 0.1 1.1 0.7 01Jan2000 03:29 0.8 0.1 1.1 0.7 01Jan2000 03:30 0.8 0.1 1 1.1 0.7 01Jan2000 03:31 1 0.8 1 0.1 1.1 1 0.8 Page 7 I I I 111 I I I I I I I Date Time Inflow (CFS) Storage (AC-FT) Elevation (FT) Outflow (CFS) O1Jan2000 03:32 0.8 0.1 1.1 0.8 01Jan2000 03:33 0.8 0.1 1.1 0.8 01Jan2000 03:34 0.8 0.1 1.1 0.8 01Jan2000 03:35 0.9 0.1 1.1 0.8 01Jan2000 03:36 0.9 0.1 1.1 0.8 01Jan2000 03:37 0.9 0.1 1.1 0.8 01Jan2000 03:38 0.9 0.1 1.1 0.8 01Jan2000 03:39 0.9 0.1 1.1 0.9 01Jan2000 03:40 0.9 0.1 1.1 0.9 01Jan2000 03:41 0.9 0.1 1.1 0.9 01Jan2000 03:42 1.0 0.1 1.1 0.9 01Jan2000 03:43 1.0 0.1 1.1 0.9 01Jan2000 03:44 1.1 0.1 1.1 1.0 01Jan2000 03:45 1.1 0.1 1.1 1.0 01Jan2000 03:46 1.1 0.1 1.1 1.0 01Jan2000 03:47 1.2 0.1 1.1 1.1 01Jan2000 03:48 1.2 0.1 1.1 1.1 01Jan2000 03:49 1.3 0.1 1.1 1.1 01Jan2000 03:50 1.3 0.1 1.1 1.2 01Jan2000 03:51 1.4 0.1 1.1 1.3 01Jan2000 03:52 1.5 0.1 1.1 1.4 01Jan2000 03:53 1.5 0.1 1.1 1.4 01Jan2000 03:54 1.6 0.1 1.1 1.5 01Jan2000 03:55 1.7 0.1 1.1 1.6 01Jan2000 03:56 1.8 0.1 1.1 1.7 o1Jan2000 03:57 1.9 0.1 1.1 1.7 01Jan2000 03:58 1.9 0.1 1.1 1.8 01Jan2000 03:59 2.0 0.1 1.1 1.9 01Jan2000 04:00 2.1 0.1 1.1 2.0 01Jan2000 04:01 2.5 0.1 1.1 2.2 01Jan2000 04:02 1 2.9 1 0.1 1 1.2 1 2.4 Page 8 I [ I I I I U I I I I I I Date Time Inflow (CFS) Storage (AC-FT) Elevation (FT) Outflow (CFS) 01Jan2000 04:03 3.3 0.1 1.2 2.8 01Jan2000 04:04 3.7 0.1 1.2 3.2 01Jan2000 04:05 4.1 0.1 1.2 3.6 01Jan2000 04:06 4.5 0.1 1.2 4.0 01Jan2000 04:07 4.9 0.1 1.2 4.4 01Jan2000 04:08 5.4 0.1 1.3 4.8 01Jan2000 04:09 5.8 0.1 1.3 5.2 01Jan2000 04:10 6.2 0.1 1.3 5.6 01Jan2000 04:11 5.7 0.1 1.3 5.8 01Jan2000 04:12 5.1 0.1 1.3 5.6 01Jan2000 04:13 4.6 0.1 1.3 5.2 01Jan2000 04:14 4.1 0.1 1.3 4.7 01Jan2000 04:15 3.6 0.1 1.2 4.3 01Jan2000 04:16 3.1 0.1 1.2 3.8 01Jan2000 04:17 2.6 0.1 1.2 3.2 01Jan2000 04:18 2.0 0.1 1.2 2.7 01Jan2000 04:19 1.5 0.1 1.2 2.2 01Jan2000 04:20 1.0 0.1 1.1 1.7 01Jan2000 04:21 1.0 0.1 1.1 1.3 01Jan2000 04:22 0.9 0.1 1.1 1.1 01Jan2000 04:23 0.9 0.1 1.1 1.1 01Jan2000 04:24 0.9 0.1 1.1 1.0 01Jan2000 04:25 0.8 0.1 1.1 1.0 01Jan2000 04:26 0.8 0.1 1.1 0.9 01Jan2000 04:27 0.8 0.1 1.1 0.9 01Jan2000 04:28 0.8 0.1 1.1 0.9 01Jan2000 04:29 0.7 0.1 1.1 0.8 01Jan2000 04:30 0.7 0.1 1.1 0.8 01Jan2000 04:31 0.7 0.1 1.1 0.8 01Jan2000 04:32 0.7 0.1 1.1 0.7 01Jan2000 04:33 1 0.6 1 0.1 1 1.1 1 0.7 Page 9 I I I I LI I I I I U I I I I I ri I I I Date Time Inflow (CFS) Storage (AC-FT) Elevation (FT) Outflow (CFS) 01Jan2000 04:34 0.6 0.1 1.1 0.7 01Jan2000 04:35 0.6 0.1 1.1 0.7 01Jan2000 04:36 0.6 0.1 1.1 0.6 01Jan2000 04:37 0.6 0.1 1.1 0.6 01Jan2000 04:38 0.5 0.1 1.1 0.6 01Jan2000 04:39 0.5 0.1 1.1 0.6 01Jan2000 04:40 0.5 0.1 1.0 0.6 01Jan2000 04:41 0.5 0.1 1.0 0.5 01Jan2000 04:42 0.5 0.1 1.0 0.5 01Jan2000 04:43 0.5 0.1 1.0 0.5 01Jan2000 04:44 0.5 0.1 1.0 0.5 01Jan2000 04:45 0.5 0.1 1.0 0.5 01Jan2000 04:46 0.4 0.1 1.0 0.5 01Jan2000 04:47 0.4 0.1 1.0 0.5 01Jan2000 04:48 0.4 0.1 1.0 0.5 01Jan2000 04:49 0.4 0.1 1.0 0.4 01Jan2000 04:50 0.4 0.1 1.0 0.4 01Jan2000 04:51 0.4 0.1 1.0 0.4 01Jan2000 04:52 0.4 0.1 1.0 0.4 01Jan2000 04:53 0.4 0.1 1.0 0.4 01Jan2000 04:54 0.4 0.1 1.0 0.4 01Jan2000 04:55 0.4 0.1 1.0 0.4 01Jan2000 04:56 0.4 0.1 1.0 0.4 01Jan2000 04:57 0.4 0.1 1.0 0.4 01Jan2000 04:58 0.4 0.1 1.0 0.4 01Jan2000 04:59 0.4 0.1 1.0 0.4 01Jan2000 05:00 0.4 0.1 1.0 0.4 01Jan2000 05:01 0.4 0.1 1.0 0.4 01Jan2000 05:02 0.4 0.1 1.0 0.4 01Jan2000 05:03 1 0.4 1 0.1 1.0 0.4 01Jan2000 1 05:04 0.4 0.1 1.0 0.4 Page 10 I Li I LI I I I I I Li I I I I I I k LI I Date Time Inflow (CFS) Storage (AC-Fl) Elevation (FT) Outflow (CFS) 01Jan2000 05:05 0.3 0.1 1.0 0.4 01Jan2000 05:06 0.3 0.1 1.0 0.4 01Jan2000 05:07 0.3 0.1 1.0 0.4 01Jan2000 05:08 0.3 0.1 1.0 0.3 01Jan2000 05:09 0.3 0.1 1.0 0.3 01Jan2000 05:10 0.3 0.1 1.0 0.3 01Jan2000 05:11 0.3 0.1 1.0 0.3 01Jan2000 05:12 0.3 0.1 1.0 0.3 01Jan2000 05:13 0.3 0.1 1.0 0.3 01Jan2000 05:14 0.3 0.1 1.0 0.3 01Jan2000 05:15 0.3 0.1 1.0 0.3 01Jan2000 05:16 0.3 0.1 1.0 0.3 01Jan2000 05:17 0.3 0.1 1.0 0.3 01Jan2000 05:18 0.3 0.1 1.0 0.3 01Jan2000 05:19 0.3 0.1 1.0 0.3 01Jan2000 05:20 0.3 0.1 1.0 0.3 01Jan2000 05:21 0.3 0.1 1.0 0.3 01Jan2000 05:22 0.3 0.1 1.0 0.3 01Jan2000 05:23 0.3 0.1 1.0 0.3 01Jan2000 05:24 0.3 0.1 1.0 0.3 01Jan2000 05:25 0.3 0.1 1.0 0.3 01Jan2000 05:26 0.3 0.1 1.0 0.3 01Jan2000 05:27 0.3 0.1 1.0 0.3 01Jan2000 05:28 0.3 0.1 1.0 0.3 01Jan2000 05:29 0.3 0.1 1.0 0.3 01Jan2000 05:30 0.3 0.1 1.0 0.3 01Jan2000 05:31 0.3 0.1 1.0 0.3 01Jan2000 05:32 0.3 0.1 1.0 0.3 01Jan2000 05:33 0.3 0.1 1.0 0.3 01Jan2000 05:34 0.3 0.1 1.0 0.3 01Jan2000 05:35 1 0.3 1 0.1 1 1.0 1 0.3 Page 11 El IT U I I I I Date Time Inflow (CFS) Storage (AC-FT) Elevation (FT) Outflow (CFS) 01Jan2000 05:36 0.3 0.1 1.0 0.3 01Jan2000 05:37 0.3 0.1 1.0 0.3 01Jan2000 05:38 0.3 0.1 1.0 0.3 01Jan2000 05:39 0.3 0.1 1.0 0.3 01Jan2000 05:40 0.3 0.1 1.0 0.3 01Jan2000 05:41 0.3 0.1 1.0 0.3 01Jan2000 05:42 0.3 0.1 1.0 0.3 01Jan2000 05:43 0.3 0.1 1.0 0.3 01Jan2000 05:44 0.3 0.1 1.0 0.3 01Jan2000 05:45 0.3 0.1 1.0 0.3 01Jan2000 05:46 0.3 0.1 1.0 0.3 01Jan2000 05:47 0.3 0.1 1.0 0.3 01Jan2000 05:48 0.3 0.1 1.0 0.3 01Jan2000 05:49 0.3 0.1 1.0 0.3 01Jan2000 05:50 0.3 0.1 1.0 0.3 01Jan2000 05:51 0.3 0.1 1.0 0.3 01Jan2000 05:52 0.3 0.1 1.0 0.3 01Jan2000 05:53 0.3 0.1 1.0 0.3 01Jan2000 05:54 0.3 0.1 1.0 0.3 01Jan2000 05:55 0.2 0.1 1.0 0.3 01Jan2000 05:56 0.2 0.1 1.0 0.3 01Jan2000 05:57 0.2 0.1 1.0 0.3 01Jan2000 05:58 0.2 0.1 1.0 0.2 01Jan2000 05:59 0.2 0.1 1.0 0.2 01Jan2000 06:00 0.2 0.1 1.0 0.2 01Jan2000 06:01 0.2 0.1 1.0 0.2 01Jan2000 06:02 0.2 0.1 1.0 0.2 01Jan2000 06:03 0.1 0.1 1.0 0.2 01Jan2000 06:04 0.1 0.1 1.0 0.2 01Jan2000 06:05 0.1 0.1 1.0 0.2 Page 12 I I Inlet Calculations I Node 130 Use Equation 2-2 from San Diego County Drainage Design Manual QJLt = 0.7 (a+y)312 Q=3.4cfs Street Grade = 49/o I a (DEPRESSION) 0.33ft y=0.30ft, See following pages for calculations I 3.4/L = 0.7 (0.33+0.30)3/2 Solve for L Lt=9.7ft, use lOft opening Node 210 I Use Equation 2-2 from San Diego County Drainage Design Manual Q/Lt = 0.7 (a+y)312 0= 2.4 cfs I Street Grade =4% a (DEPRESSION) 0.33ft 1 y=0.26ft, See following pages for calculations 2.4/1-i = 0.7 (0.33+0.26)3/2 I Solve for L L=7.6ft, use loft opening I Node 170 Per City of Carlsbad Engineering Standards, Chapter 5, Curb inlets at sump condition should be designated for two CFS per lineal foot of opening when headwater may rise to top of curb. Verify, using Equation 2-8 I from San Diego County Drainage Design Manual 0= CwLwd3"2 I Q=3.6cfs d=0.83 Cw3.O 3/2 I Solve for Lw 1rw1.6ft, use 4ft opening, Yada Family Farm Subdivision, bhA, Inc. I 1835 Buena Vista Way land planning, civil engineering, surveying Drainage Study 20 15 10 9 8 7 6 5 CL 25 G) I- - 2. CO 1.5 1 .0.9 0.8 0.7 0.6 .0.5 .0.4 Igu,reTi.: In 1 2, 3 4 5 -6L 78910 3. Discharge (ft Is) Figure 24 8-inch Gutter and Roadway Discharge-Velocity Chart San Diego County Drainage Design Manual (July 2005) Page 2q13: :20 30. 40 50 lv. REFERENCES I Yada Family Farm Subdivision, bhA, Inc. 1835 Buena Vista Way land planning, civil engineering, surveying I Drainage Study 62 a)01D C a) =HE C - - ! u2 U- cE a 5 I' cc E Co 0 2•2 a) . - 0 .0 SID jEoz OC . V >'_ 0 — Q. V '. . It) a) CD 022'0 CIt .' I I . 6 CD - CE>. a in ra a 0 .- C •D a) - , a . . a a) a) U0 ra . V ._ . eO - E - O>.0. a)aC'6 U. CL 2 ii cL° ,, aS 2 r WIR Li oriul I 000.---.--- 000 Mw IM I i CIO ! !. g 31111 gill 90 CS did Al- '71 -71, 6-Hour Prectation (inches) 0 0 U) 0 U) 0 U) 0 U) a) 6 2 00 0 0 0 0 0UCEU1. a) :10 000$- lb U) 0 :0 0 — (inolsalpu) çsueuj Yada Family Farm Subdivision, bi-IA, Inc. 1835 Buena Vista Way land planning, civil engineering, surveying I Drainage Study 1 63 L__ 1 Yada Family Farm Subdivision, bkA, Inc. 1835 Buena Vista Way land planning, civil engineering, surveying I Drainage Study I T j H S 4 ry ri - I 0 L H 1 Yada Family Farm Subdivision, bhA, Inc. 1835 Buena Vista Way land planning, civil engineering, surveying I Drainage Study P 65 L__ I I I I I I I I I I I I I I Prw JC CL CD 0 0 z 0 U. 4- 0 0 E 0 E I- a U- 0 Cu I I Yada Family Farm Subdivision, bhA, Inc. 1835 Buena Vista Way land planning, civil engineering, surveying Drainage Study 66 I 1 1 1 I I I I I I I I I I I I I 1 IEIUAT1ON 11 tY'tO 385 Feet 5000 Tc = Time 01 concentraUon(houm) 1. Watercourse DstanCe1m0.a) —400 LE e Change In elevation along effective slope line (See Figure 3-5) (loot) 3000 Tc E2000 l4ousl Minutes 4-4-240 180 - 1000 900 800 2-120 Tao 1:_100 F90 _500\\ —400 \ I_b I- -300 1- h_SO —200 L-40 L Miles Feet 30 —100 4000 20 18 i I— 3000 16 50 , os_ _I-. \ \ 14 40 1__ 2000 12 —l800 \ I-100 10 30 1-1400 \ 1_1200 a 20 I—saoo 1-900 — 700 5 I—&oo 10 1—sea - Ri L and F I C U R E Nomograph for Determination of Time of Concentration (To) or Travel Time (TI) for Natural Watersheds [3.4 Yada Family Farm Subdivision, bhA, Inc. 1835 Buena Vista Way land planning, civil engineering, surveying Drainage Study 67 1 I I I I I I I I I I I I ________ Computation of Effective Slope for Natural Watersheds 3.5 I Yada Family Farm Subdivision, bl-iA, Inc. 1835 Buena Vista Way land planning, civil engineering, surveying Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bi-IA, Inc. land planning, civil engineering, surveying I I I I San Diego county Hydrology Manual Section: 3 Date: June 2003 Page: 12 of 26 I Note that the:Jnitial Time of Concentration should be reflective of the general land-use at the upstream end of a drainage basin. A single lot with an area of two or less acres does not have a significant effect where the drainage basin area is 20 to 600 acres. I Table 3-2 provides limits of the length (Maximum Length (LM)) of sheet flow to be used in hydrology studies. Initial Tj values based on average C values for the Land Use Elertient are I 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 Table 3-2 MAXIMUM OVERLAND FLOW LENGTH (LM) & INITIAL TIME OF rONrlF.NTRATION 1T' Element* DU/ Acre .5% 1% 2% 3% 5% 10% LM Ti Lm Tj Lm Tj Lm Tj Lm I Tj Lm Ti Natural - '50 13.2 70 12.5 85 10.9 100 10.3 100 8.7 100 69 LDR 1 50 12.2 70 11.5 85 10.0 100 9.5 100 8.0 100 6.4 LDR 2 50 11,3 70 10.5 85 9.2 100 8.8 100 7.4 100 5.8 LDR . 2.9 50 10.7 701 10.0 85 1 8.8 95 8.1 1 100 7,0 1001 5.6 MDR 43 50 10.2 70 96 801 81 95 7.91 100 67 100 53 MDR 7.3 50 9.2 65 8.4 801 7.4 95 7.0 1001 6.0 100 4.8 MDR 10.9 50 8.7 65 7.9 80. 6.9 90 6.4 100 5.7 1.00 4.5 MDR 14.5 50 8.2 65 7.4 80 6.5 90 6.0 100 5.4 11001 4.3. I-DR 24 50 6.7 65 .6.1 75 5.1 90 4.9 95 4.3 100 .35 HDR 43 50 5.3 65. 4.7 75 4.0 85 3 .8 95 3.4 100 2.7 N Corn 50 5.3 60 4.5 1 75 1 4.0 85 3.8 1 95 1 3.4 1001 23 1 C. Corn 50 4.7 601 4.1 75 3.6 85 3•4 901 2.9 100 2.4 O.P./Com 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 1.00 2.2 Limited.!. 50 4,2 60 3.7 70 3.1 80 2.9 90 2.6 1.00 2.2 General I. SO 3.7 60 3.2 70 2.71 80 2.6 90 2.3' 100 1.9 *See Table 3-1 for more detailed description 3-12 Yada Family Farm Subdivision, bliA, Inc. 1835 Buena Vista Way land planning, civil engineering, surveying I Drainage Study I 70