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HomeMy WebLinkAboutL - Drainage Rpt Thienes Engineering, Inc. CIVIL ENGINEERING ⚫ LAND SURVEYING PRELIMINARY HYDROLOGY CALCULATIONS FOR VOIT ALMOND AVENUE 9813 ALMOND AVENUE FONTANA, CALIFORNIA 92335 PREPARED FOR BROOKFIELD PROPERTIES – EL SEGUNDO 2101 ROSECRANS AVENUE, SUITE 6250 EL SEGUNDO, CA 90245 PH. (310) 765-3265 SEPTEMBER 16, 2022 REVISED JANUARY 11, 2023 JOB NO. 3967 PREPARED BY THIENES ENGINEERING 14349 FIRESTONE BOULEVARD LA MIRADA, CALIFORNIA 90638 P. (714) 521-4811 FAX. (714) 521-4173 PRELIMINARY HYDROLOGY CALCULATIONS FOR VOIT ALMOND AVENUE PREPARED BY KRISTIE FERRONATO UNDER THE SUPERVISION OF ____________________________________ REINHARD STENZEL DATE: R.C.E. 56155 EXP. 12/31/2024 INTRODUCTION A: PROJECT LOCATION The project site is located on the east side of Almond Avenue between San Bernardino Avenue and Valley Boulevard in the City of Fontana, California. Please see following page for vicinity map. B: STUDY PURPOSE The purpose of this study is to determine the 100-year existing and proposed conditions hydrology for the project site. C: PROJECT STAFF: Thienes Engineering staff involved in this study include: Reinhard Stenzel Mark Benavides DISCUSSION Project Description The project site encompasses approximately 11.22 acres. Proposed improvements to the site consist of the construction of a warehouse type building approximately 276,500 square feet with a vehicle parking lot at the north and a truck yard to the south. Landscaping will be limited to the street frontage. Existing Conditions In its existing condition the site appears to be paved with a truck storage yard. The site generally drains southwesterly towards Almond Avenue. There is an existing parkway drain in Almond Avenue receiving flows from the site and discharging into the street gutter. The total discharge from the site is approximately 37.8 cfs. See appendix B for existing condition hydrology calculations, and appendix D for existing condition hydrology map. Offsite Flows The adjacent property to the east drains southerly while the adjacent property to the south drains southwesterly. The adjacent property to the north drains southwesterly towards our site into a swale north of the project site property line. The swale carries flows westerly where it discharges out through the driveway into Almond Avenue. Proposed Condition Runoff from the northerly portion of the building will drain into a series of catch basins in the north vehicle parking lot. A proposed storm drain system will convey flows easterly and turn south along the easterly drive aisle and turn west at the south truck yard. The southerly portion of the building will drain into a series of catch basins in the truck yard. Flows will continue in the storm drain system westerly to Almond Avenue. Runoff from the southwesterly portion of the building, westerly landscaped area, and south parking lot will be collected via catch basins and convey flows south to confluence with the main storm drain system. The storm drain will discharge flow to Almond Avenue via parkway culvert. This unique storm drain system requires available head in the truck yard and easterly drive aisle to “burp out” flows through the parkway culvert. Ponding is used for temporary detention as discussed below. The 100-year undetained peak flow rate for total proposed area is approximately 37.9 cfs. See appendix B for proposed hydrology calculations and appendix D for proposed condition hydrology map. On-Site Detention Analysis Since there is not a public storm drain in Almond Avenue near project site, the development will detain the peak flow to limit the discharge to less than the 100-year existing condition flow rate. Detention will occur in the truck yard. The proposed onsite storm drain system conveys runoff westerly where flow must “burp out” to Almond Avenue. This creates a unique situation that requires water to pond in order to “push” flow through the storm drain system. A small area unit hydrograph was established for the area of detention. For preliminary detention modeling, available head was calculated as the difference in elevation between the depth of ponding and the depth of flow at the parkway culvert. These peak flow rates and corresponding water surface elevations were used to determine the outflow rates from the truck yard area used in the detention calculations. Basin routing results show that approximately 11.8 cfs can discharge from the proposed storm drain system in the truck yard. The remaining volume (0.46 acre-feet) is temporarily stored in the truck yard and drive aisle at depth of about 1.06’. The landscaping fronting Almond will continue to discharge to Almond undetained. The total proposed 100-year peak flow discharge from site including detention is approximately 16.6 cfs. See appendix C for proposed detention calculations. Methodology San Bernardino County Rational Method program (AES Software) was used for the hydrology calculations. The site is composed of soil type “A” per the San Bernardino County Hydrology Manual. 10 APPENDIX A B C D TITLE REFERENCE MATERIALS HYDROLOGY CALCULATIONS DETENTION CALCULATIONS HYDROLOGY MAPS APPENDIX A REFRENCE MATERAILS APPENDIX B HYDROLOGY CALCULATIONS ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * TEI JOB NO. 3967 * * EXISTING CONDITION (NODES 100-101) * * 100-YEARS STORM EVENT * ************************************************************************** FILE NAME: W:\3967\100E.DAT TIME/DATE OF STUDY: 14:22 09/02/2022 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.3500 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 385.00 ELEVATION DATA: UPSTREAM(FEET) = 1065.23 DOWNSTREAM(FEET) = 1060.98 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.100 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.489 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.92 0.74 0.100 52 8.10 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 3.66 TOTAL AREA(ACRES) = 0.92 PEAK FLOW RATE(CFS) = 3.66 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.9 TC(MIN.) = 8.10 EFFECTIVE AREA(ACRES) = 0.92 AREA-AVERAGED Fm(INCH/HR)= 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 3.66 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * TEI JOB NO. 3967 * * EXISTING CONDITION (NODES 200-201) * * 100-YEAR STORM EVENT * ************************************************************************** FILE NAME: W:\3967\200E.DAT TIME/DATE OF STUDY: 14:29 09/02/2022 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.3500 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 936.00 ELEVATION DATA: UPSTREAM(FEET) = 1068.29 DOWNSTREAM(FEET) = 1054.42 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.895 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.757 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 10.30 0.74 0.100 52 10.89 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 34.14 TOTAL AREA(ACRES) = 10.30 PEAK FLOW RATE(CFS) = 34.14 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 10.3 TC(MIN.) = 10.89 EFFECTIVE AREA(ACRES) = 10.30 AREA-AVERAGED Fm(INCH/HR)= 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 34.14 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * TEI JOB NO. 3967 * * PROPOSED CONDITION * * 100-YEAR SOTRM EVENT * ************************************************************************** FILE NAME: W:\3967\100P.DAT TIME/DATE OF STUDY: 13:05 01/11/2023 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.3500 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 145.00 ELEVATION DATA: UPSTREAM(FEET) = 1063.02 DOWNSTREAM(FEET) = 1059.77 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.996 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 1.27 0.74 0.100 52 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 6.77 TOTAL AREA(ACRES) = 1.27 PEAK FLOW RATE(CFS) = 6.77 **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1055.77 DOWNSTREAM(FEET) = 1055.10 FLOW LENGTH(FEET) = 210.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.27 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.77 PIPE TRAVEL TIME(MIN.) = 0.82 Tc(MIN.) = 5.82 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 355.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 5.82 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.474 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.15 0.74 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 1.15 SUBAREA RUNOFF(CFS) = 5.59 EFFECTIVE AREA(ACRES) = 2.42 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.4 PEAK FLOW RATE(CFS) = 11.76 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1055.10 DOWNSTREAM(FEET) = 1054.38 FLOW LENGTH(FEET) = 225.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.85 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.76 PIPE TRAVEL TIME(MIN.) = 0.77 Tc(MIN.) = 6.59 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 580.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 6.59 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.079 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.30 0.74 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 5.86 EFFECTIVE AREA(ACRES) = 3.72 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 3.7 PEAK FLOW RATE(CFS) = 16.76 **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1054.10 DOWNSTREAM(FEET) = 1051.83 FLOW LENGTH(FEET) = 793.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.01 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.76 PIPE TRAVEL TIME(MIN.) = 2.64 Tc(MIN.) = 9.23 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 1373.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 9.23 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.151 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 2.27 0.74 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 2.27 SUBAREA RUNOFF(CFS) = 8.33 EFFECTIVE AREA(ACRES) = 5.99 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 6.0 PEAK FLOW RATE(CFS) = 21.98 **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1051.83 DOWNSTREAM(FEET) = 1051.25 FLOW LENGTH(FEET) = 182.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.64 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 21.98 PIPE TRAVEL TIME(MIN.) = 0.54 Tc(MIN.) = 9.77 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 1555.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 9.77 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.012 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 2.01 0.74 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 2.01 SUBAREA RUNOFF(CFS) = 7.12 EFFECTIVE AREA(ACRES) = 8.00 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 8.0 PEAK FLOW RATE(CFS) = 28.35 **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 107.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1051.25 DOWNSTREAM(FEET) = 1048.77 FLOW LENGTH(FEET) = 182.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.52 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 28.35 PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 10.06 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 107.00 = 1737.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 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.) = 10.06 RAINFALL INTENSITY(INCH/HR) = 3.94 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 8.00 TOTAL STREAM AREA(ACRES) = 8.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 28.35 **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 168.00 ELEVATION DATA: UPSTREAM(FEET) = 1057.91 DOWNSTREAM(FEET) = 1055.57 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.549 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.632 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 1.77 0.74 0.100 52 5.55 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 8.85 TOTAL AREA(ACRES) = 1.77 PEAK FLOW RATE(CFS) = 8.85 **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.55 RAINFALL INTENSITY(INCH/HR) = 5.63 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 1.77 TOTAL STREAM AREA(ACRES) = 1.77 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.85 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 28.35 10.06 3.943 0.74( 0.07) 0.10 8.0 100.00 2 8.85 5.55 5.632 0.74( 0.07) 0.10 1.8 106.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 31.34 5.55 5.632 0.74( 0.07) 0.10 6.2 106.00 2 34.52 10.06 3.943 0.74( 0.07) 0.10 9.8 100.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 34.52 Tc(MIN.) = 10.06 EFFECTIVE AREA(ACRES) = 9.77 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 9.8 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 107.00 = 1737.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1048.77 DOWNSTREAM(FEET) = 1047.68 FLOW LENGTH(FEET) = 217.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.51 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 34.52 PIPE TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 10.54 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 108.00 = 1954.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 10.54 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.834 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.02 0.74 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 1.02 SUBAREA RUNOFF(CFS) = 3.45 EFFECTIVE AREA(ACRES) = 10.79 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 10.8 PEAK FLOW RATE(CFS) = 36.51 **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 10.54 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.834 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.22 0.74 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.22 SUBAREA RUNOFF(CFS) = 0.74 EFFECTIVE AREA(ACRES) = 11.01 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 11.0 PEAK FLOW RATE(CFS) = 37.25 **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 10.54 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.834 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.19 0.74 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.19 SUBAREA RUNOFF(CFS) = 0.64 EFFECTIVE AREA(ACRES) = 11.20 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 11.2 PEAK FLOW RATE(CFS) = 37.89 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 11.2 TC(MIN.) = 10.54 EFFECTIVE AREA(ACRES) = 11.20 AREA-AVERAGED Fm(INCH/HR)= 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 37.89 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 36.18 6.04 5.354 0.74( 0.07) 0.10 7.6 106.00 2 37.89 10.54 3.834 0.74( 0.07) 0.10 11.2 100.00 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS APPENDIX C DETENTION CALCULATIONS Elevation Depth Area Volume S Volume S Volume Discharge (feet) (sq. ft.) (c.f.) (c.f.) (ac-ft) (cfs) 1055.57 0.00 0 10 10 0.00 8.0 1055.80 0.23 3,170 1,421 1,431 0.03 9.0 1056.00 0.43 11,040 3,320 4,751 0.11 10.0 1056.20 0.63 22,161 5,633 10,384 0.24 11.0 1056.40 0.83 34,166 8,060 18,444 0.42 12.0 1056.60 1.03 46,439 1,464 19,908 0.46 12.0 1056.63 1.06 51,167 JOB #3967 TRUCK YARD DETENTION VOLUME ____________________________________________________________________________ **************************************************************************** NON-HOMOGENEOUS WATERSHED AREA-AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS ============================================================================ (C) Copyright 1989-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435 Analysis prepared by: **************************************************************************** ---------------------------------------------------------------------------- Problem Descriptions: TEI JOB NO. 3976 PROPOSED CONDITION LOSS RATES ============================================================================ *** NON-HOMOGENEOUS WATERSHED AREA-AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24-HOUR DURATION RAINFALL DEPTH = 7.30 (inches) SOIL-COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr.) YIELD 1 10.81 10.00 32.(AMC II) 0.742 0.898 TOTAL AREA (Acres) = 10.81 _ AREA-AVERAGED LOSS RATE, Fm (in./hr.) = 0.074 _ AREA-AVERAGED LOW LOSS FRACTION, Y = 0.102 ============================================================================ 1 ____________________________________________________________________________ **************************************************************************** SMALL AREA UNIT HYDROGRAPH MODEL ============================================================================ (C) Copyright 1989-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435 Analysis prepared by: **************************************************************************** ---------------------------------------------------------------------------- Problem Descriptions: TEI JOB NO. 3967 PROPOSED CONDITION TRUCK YARD HYDROGRAPH ---------------------------------------------------------------------------- RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 10.81 SOIL-LOSS RATE, Fm,(INCH/HR) = 0.074 LOW LOSS FRACTION = 0.102 TIME OF CONCENTRATION(MIN.) = 10.57 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 100 5-MINUTE POINT RAINFALL VALUE(INCHES) = 0.48 30-MINUTE POINT RAINFALL VALUE(INCHES) = 1.02 1-HOUR POINT RAINFALL VALUE(INCHES) = 1.35 3-HOUR POINT RAINFALL VALUE(INCHES) = 2.30 6-HOUR POINT RAINFALL VALUE(INCHES) = 3.50 24-HOUR POINT RAINFALL VALUE(INCHES) = 7.30 ---------------------------------------------------------------------------- TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) = 5.34 TOTAL CATCHMENT SOIL-LOSS VOLUME(ACRE-FEET) = 1.24 **************************************************************************** TIME VOLUME Q 0. 10.0 20.0 30.0 40.0 (HOURS) (AF) (CFS) ---------------------------------------------------------------------------- 0.15 0.0103 1.41 .Q . . . . 0.32 0.0308 1.42 .Q . . . . 0.50 0.0515 1.42 .Q . . . . 0.67 0.0723 1.43 .Q . . . . 0.85 0.0932 1.44 .Q . . . . 1.03 0.1142 1.45 .Q . . . . 1.20 0.1353 1.45 .Q . . . . 1.38 0.1566 1.46 .Q . . . . 1.55 0.1779 1.47 .Q . . . . 1.73 0.1994 1.48 .Q . . . . 1.91 0.2210 1.49 .Q . . . . 2.08 0.2428 1.50 .Q . . . . 2.26 0.2646 1.50 .Q . . . . 2.44 0.2866 1.52 .Q . . . . 2.61 0.3088 1.52 .Q . . . . 2.79 0.3310 1.54 .Q . . . . 2.96 0.3534 1.54 .Q . . . . 1 3.14 0.3760 1.55 .Q . . . . 3.32 0.3986 1.56 .Q . . . . 3.49 0.4215 1.58 .Q . . . . 3.67 0.4445 1.58 .Q . . . . 3.84 0.4676 1.60 .Q . . . . 4.02 0.4909 1.60 .Q . . . . 4.20 0.5143 1.62 .Q . . . . 4.37 0.5379 1.63 .Q . . . . 4.55 0.5617 1.64 .Q . . . . 4.73 0.5857 1.65 .Q . . . . 4.90 0.6098 1.67 .Q . . . . 5.08 0.6341 1.67 .Q . . . . 5.25 0.6586 1.69 .Q . . . . 5.43 0.6832 1.70 .Q . . . . 5.61 0.7081 1.72 .Q . . . . 5.78 0.7332 1.73 .Q . . . . 5.96 0.7584 1.74 .Q . . . . 6.13 0.7839 1.75 .Q . . . . 6.31 0.8096 1.77 .Q . . . . 6.49 0.8355 1.78 .Q . . . . 6.66 0.8616 1.80 .Q . . . . 6.84 0.8879 1.81 .Q . . . . 7.02 0.9145 1.84 .Q . . . . 7.19 0.9413 1.85 .Q . . . . 7.37 0.9684 1.87 .Q . . . . 7.54 0.9957 1.88 .Q . . . . 7.72 1.0233 1.91 .Q . . . . 7.90 1.0512 1.92 .Q . . . . 8.07 1.0793 1.95 .Q . . . . 8.25 1.1078 1.96 .Q . . . . 8.42 1.1365 1.99 .Q . . . . 8.60 1.1656 2.00 . Q . . . . 8.78 1.1949 2.03 . Q . . . . 8.95 1.2246 2.05 . Q . . . . 9.13 1.2547 2.08 . Q . . . . 9.31 1.2851 2.10 . Q . . . . 9.48 1.3158 2.13 . Q . . . . 9.66 1.3470 2.15 . Q . . . . 9.83 1.3785 2.19 . Q . . . . 10.01 1.4105 2.21 . Q . . . . 10.19 1.4429 2.25 . Q . . . . 10.36 1.4758 2.27 . Q . . . . 10.54 1.5091 2.31 . Q . . . . 10.72 1.5429 2.33 . Q . . . . 10.89 1.5773 2.38 . Q . . . . 11.07 1.6121 2.41 . Q . . . . 11.24 1.6476 2.46 . Q . . . . 11.42 1.6837 2.49 . Q . . . . 11.60 1.7204 2.55 . Q . . . . 11.77 1.7578 2.58 . Q . . . . 11.95 1.7959 2.65 . Q . . . . 12.12 1.8349 2.71 . Q . . . . 12.30 1.8775 3.14 . Q . . . . 12.48 1.9235 3.18 . Q . . . . 12.65 1.9705 3.27 . Q . . . . 12.83 2.0184 3.31 . Q . . . . 13.01 2.0673 3.41 . Q . . . . 13.18 2.1173 3.46 . Q . . . . 13.36 2.1685 3.57 . Q . . . . 13.53 2.2210 3.64 . Q . . . . 13.71 2.2749 3.77 . Q . . . . 13.89 2.3304 3.85 . Q . . . . 14.06 2.3874 3.99 . Q . . . . 14.24 2.4405 3.30 . Q . . . . 14.41 2.4902 3.53 . Q . . . . 2 14.59 2.5426 3.66 . Q . . . . 14.77 2.5982 3.98 . Q . . . . 14.94 2.6575 4.17 . Q . . . . 15.12 2.7217 4.65 . Q . . . . 15.30 2.7916 4.96 . Q . . . . 15.47 2.8654 5.17 . Q . . . . 15.65 2.9430 5.49 . Q . . . . 15.82 3.0431 8.27 . Q . . . . 16.00 3.1876 11.58 . .Q . . . 16.18 3.5310 35.60 . . . . Q . 16.35 3.8367 6.39 . Q . . . . 16.53 3.9221 5.34 . Q . . . . 16.70 3.9929 4.39 . Q . . . . 16.88 4.0526 3.81 . Q . . . . 17.06 4.1051 3.41 . Q . . . . 17.23 4.1585 3.93 . Q . . . . 17.41 4.2141 3.70 . Q . . . . 17.59 4.2666 3.52 . Q . . . . 17.76 4.3166 3.36 . Q . . . . 17.94 4.3645 3.22 . Q . . . . 18.11 4.4106 3.11 . Q . . . . 18.29 4.4523 2.62 . Q . . . . 18.47 4.4897 2.52 . Q . . . . 18.64 4.5258 2.44 . Q . . . . 18.82 4.5607 2.36 . Q . . . . 18.99 4.5945 2.29 . Q . . . . 19.17 4.6274 2.23 . Q . . . . 19.35 4.6594 2.17 . Q . . . . 19.52 4.6905 2.11 . Q . . . . 19.70 4.7209 2.06 . Q . . . . 19.88 4.7506 2.02 . Q . . . . 20.05 4.7797 1.97 .Q . . . . 20.23 4.8081 1.93 .Q . . . . 20.40 4.8360 1.90 .Q . . . . 20.58 4.8633 1.86 .Q . . . . 20.76 4.8901 1.83 .Q . . . . 20.93 4.9165 1.79 .Q . . . . 21.11 4.9424 1.76 .Q . . . . 21.28 4.9678 1.73 .Q . . . . 21.46 4.9929 1.71 .Q . . . . 21.64 5.0176 1.68 .Q . . . . 21.81 5.0419 1.66 .Q . . . . 21.99 5.0658 1.63 .Q . . . . 22.17 5.0894 1.61 .Q . . . . 22.34 5.1127 1.59 .Q . . . . 22.52 5.1357 1.57 .Q . . . . 22.69 5.1584 1.55 .Q . . . . 22.87 5.1808 1.53 .Q . . . . 23.05 5.2029 1.51 .Q . . . . 23.22 5.2248 1.49 .Q . . . . 23.40 5.2464 1.48 .Q . . . . 23.58 5.2678 1.46 .Q . . . . 23.75 5.2889 1.44 .Q . . . . 23.93 5.3098 1.43 .Q . . . . 24.10 5.3305 1.41 .Q . . . . 24.28 5.3407 0.00 Q . . . . ---------------------------------------------------------------------------- -------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Duration Peak Flow Rate (minutes) ======================= ========= 3 0% 1448.1 10% 222.0 20% 31.7 30% 21.1 40% 10.6 50% 10.6 60% 10.6 70% 10.6 80% 10.6 90% 10.6 Problem Descriptions: TEI JOB NO. 3967 PROPOSED CONDITION TRUCK YARD DETENTION ============================================================================ FLOW-THROUGH DETENTION BASIN MODEL SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 10.570 DEAD STORAGE(AF) = 0.00 SPECIFIED DEAD STORAGE(AF) FILLED = 0.00 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = 0.00 INFLOW | | | V __effective depth ------------- | (and volume) | | | | | detention | |....V............. | basin |<-->| outflow | | |........._________ ------------- | | \ | | storage | basin outlet V ----------- OUTFLOW DEPTH-VS.-STORAGE AND DEPTH-VS.-DISCHARGE INFORMATION: TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES = 8 *BASIN-DEPTH STORAGE OUTFLOW **BASIN-DEPTH STORAGE OUTFLOW * * (FEET) (ACRE-FEET) (CFS) ** (FEET) (ACRE-FEET) (CFS) * * 0.000 0.000 0.000** 0.230 0.010 8.000* * 0.430 0.030 9.000** 0.630 0.110 10.000* * 0.830 0.240 11.000** 1.030 0.420 12.000* * 1.060 0.460 12.000** 1.070 0.460 12.000* ---------------------------------------------------------------------------- BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: INTERVAL DEPTH {S-O*DT/2} {S+O*DT/2} NUMBER (FEET) (ACRE-FEET) (ACRE-FEET) 1 0.00 0.00000 0.00000 2 0.23 -0.04824 0.06824 3 0.43 -0.03552 0.09552 4 0.63 0.03720 0.18280 5 0.83 0.15992 0.32008 6 1.03 0.33264 0.50736 7 1.06 0.37264 0.54736 8 1.07 0.37264 0.54736 WHERE S=STORAGE(AF);O=OUTFLOW(AF/MIN.);DT=UNIT INTERVAL(MIN.) 4 ---------------------------------------------------------------------------- DETENTION BASIN ROUTING RESULTS: NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. TIME DEAD-STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ---------------------------------------------------------------------------- 0.145 0.000 1.41 0.07 1.20 0.003 0.321 0.000 1.42 0.07 2.41 0.003 0.497 0.000 1.42 0.07 2.42 0.003 0.674 0.000 1.43 0.07 2.44 0.003 0.850 0.000 1.44 0.07 2.45 0.003 1.026 0.000 1.45 0.07 2.46 0.003 1.202 0.000 1.45 0.07 2.48 0.003 1.378 0.000 1.46 0.07 2.49 0.003 1.554 0.000 1.47 0.07 2.50 0.003 1.731 0.000 1.48 0.07 2.52 0.003 1.907 0.000 1.49 0.07 2.53 0.003 2.083 0.000 1.50 0.07 2.55 0.003 2.259 0.000 1.50 0.07 2.56 0.003 2.435 0.000 1.52 0.07 2.58 0.003 2.611 0.000 1.52 0.07 2.59 0.003 2.788 0.000 1.54 0.08 2.61 0.003 2.964 0.000 1.54 0.08 2.63 0.003 3.140 0.000 1.55 0.08 2.64 0.003 3.316 0.000 1.56 0.08 2.66 0.003 3.492 0.000 1.58 0.08 2.68 0.003 3.668 0.000 1.58 0.08 2.69 0.003 3.845 0.000 1.60 0.08 2.71 0.003 4.021 0.000 1.60 0.08 2.73 0.003 4.197 0.000 1.62 0.08 2.75 0.003 4.373 0.000 1.63 0.08 2.77 0.003 4.549 0.000 1.64 0.08 2.79 0.004 4.725 0.000 1.65 0.08 2.81 0.004 4.902 0.000 1.67 0.08 2.83 0.004 5.078 0.000 1.67 0.08 2.85 0.004 5.254 0.000 1.69 0.08 2.87 0.004 5.430 0.000 1.70 0.08 2.89 0.004 5.606 0.000 1.72 0.08 2.91 0.004 5.782 0.000 1.73 0.08 2.94 0.004 5.959 0.000 1.74 0.09 2.96 0.004 6.135 0.000 1.75 0.09 2.99 0.004 6.311 0.000 1.77 0.09 3.01 0.004 6.487 0.000 1.78 0.09 3.04 0.004 6.663 0.000 1.80 0.09 3.06 0.004 6.839 0.000 1.81 0.09 3.09 0.004 7.016 0.000 1.84 0.09 3.12 0.004 7.192 0.000 1.85 0.09 3.14 0.004 7.368 0.000 1.87 0.09 3.17 0.004 7.544 0.000 1.88 0.09 3.20 0.004 7.720 0.000 1.91 0.09 3.24 0.004 7.896 0.000 1.92 0.09 3.27 0.004 8.073 0.000 1.95 0.10 3.30 0.004 8.249 0.000 1.96 0.10 3.33 0.004 8.425 0.000 1.99 0.10 3.37 0.004 8.601 0.000 2.00 0.10 3.41 0.004 8.777 0.000 2.03 0.10 3.44 0.004 8.953 0.000 2.05 0.10 3.48 0.004 9.130 0.000 2.08 0.10 3.52 0.004 9.306 0.000 2.10 0.10 3.56 0.004 9.482 0.000 2.13 0.10 3.61 0.005 9.658 0.000 2.15 0.11 3.65 0.005 9.834 0.000 2.19 0.11 3.70 0.005 5 10.010 0.000 2.21 0.11 3.75 0.005 10.186 0.000 2.25 0.11 3.80 0.005 10.363 0.000 2.27 0.11 3.85 0.005 10.539 0.000 2.31 0.11 3.91 0.005 10.715 0.000 2.33 0.11 3.97 0.005 10.891 0.000 2.38 0.12 4.03 0.005 11.067 0.000 2.41 0.12 4.09 0.005 11.243 0.000 2.46 0.12 4.16 0.005 11.420 0.000 2.49 0.12 4.23 0.005 11.596 0.000 2.55 0.13 4.30 0.005 11.772 0.000 2.58 0.13 4.38 0.006 11.948 0.000 2.65 0.13 4.47 0.006 12.124 0.000 2.71 0.13 4.57 0.006 12.301 0.000 3.14 0.15 5.00 0.007 12.477 0.000 3.18 0.16 5.40 0.007 12.653 0.000 3.27 0.16 5.51 0.007 12.829 0.000 3.31 0.16 5.61 0.007 13.005 0.000 3.41 0.17 5.74 0.007 13.181 0.000 3.46 0.17 5.86 0.007 13.358 0.000 3.57 0.18 6.00 0.008 13.534 0.000 3.64 0.18 6.15 0.008 13.710 0.000 3.77 0.19 6.32 0.008 13.886 0.000 3.85 0.19 6.50 0.008 14.062 0.000 3.99 0.20 6.69 0.009 14.238 0.000 3.30 0.16 6.22 0.007 14.415 0.000 3.53 0.17 5.83 0.008 14.591 0.000 3.66 0.18 6.14 0.008 14.767 0.000 3.98 0.20 6.52 0.008 14.943 0.000 4.17 0.20 6.95 0.009 15.119 0.000 4.65 0.23 7.52 0.010 15.295 0.000 4.96 0.26 8.04 0.013 15.471 0.000 5.17 0.28 8.20 0.015 15.648 0.000 5.49 0.32 8.34 0.019 15.824 0.000 8.27 0.49 8.86 0.053 16.000 0.000 11.58 0.60 9.56 0.097 16.176 0.000 35.60 1.06 10.92 0.456 16.352 0.000 6.39 0.98 11.88 0.376 16.528 0.000 5.34 0.88 11.51 0.287 16.705 0.000 4.39 0.75 10.94 0.191 16.881 0.000 3.81 0.60 10.23 0.098 17.057 0.000 3.41 0.28 9.06 0.015 17.233 0.000 3.93 0.19 7.49 0.008 17.409 0.000 3.70 0.18 6.51 0.008 17.586 0.000 3.52 0.17 6.16 0.008 17.762 0.000 3.36 0.16 5.87 0.007 17.938 0.000 3.22 0.16 5.62 0.007 18.114 0.000 3.11 0.15 5.40 0.007 18.290 0.000 2.62 0.13 4.88 0.006 18.466 0.000 2.52 0.12 4.38 0.005 18.642 0.000 2.44 0.12 4.23 0.005 18.819 0.000 2.36 0.12 4.09 0.005 18.995 0.000 2.29 0.11 3.97 0.005 19.171 0.000 2.23 0.11 3.85 0.005 19.347 0.000 2.17 0.11 3.75 0.005 19.523 0.000 2.11 0.10 3.65 0.005 19.699 0.000 2.06 0.10 3.56 0.004 19.876 0.000 2.02 0.10 3.48 0.004 20.052 0.000 1.97 0.10 3.41 0.004 20.228 0.000 1.93 0.09 3.33 0.004 20.404 0.000 1.90 0.09 3.27 0.004 20.580 0.000 1.86 0.09 3.20 0.004 20.757 0.000 1.83 0.09 3.14 0.004 20.933 0.000 1.79 0.09 3.09 0.004 21.109 0.000 1.76 0.09 3.04 0.004 21.285 0.000 1.73 0.09 2.99 0.004 6 21.461 0.000 1.71 0.08 2.94 0.004 21.637 0.000 1.68 0.08 2.89 0.004 21.813 0.000 1.66 0.08 2.85 0.004 21.990 0.000 1.63 0.08 2.81 0.003 22.166 0.000 1.61 0.08 2.77 0.003 22.342 0.000 1.59 0.08 2.73 0.003 22.518 0.000 1.57 0.08 2.69 0.003 22.694 0.000 1.55 0.08 2.66 0.003 22.871 0.000 1.53 0.08 2.63 0.003 23.047 0.000 1.51 0.07 2.59 0.003 23.223 0.000 1.49 0.07 2.56 0.003 23.399 0.000 1.48 0.07 2.53 0.003 23.575 0.000 1.46 0.07 2.50 0.003 23.751 0.000 1.44 0.07 2.48 0.003 23.927 0.000 1.43 0.07 2.45 0.003 24.104 0.000 1.41 0.07 2.42 0.003 24.280 0.000 0.00 0.00 1.21 0.000 24.456 0.000 0.00 0.00 0.00 0.000 ---------------------------------------------------------------------------- 7 APPENDIX D HYDROLOGY MAPS