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HomeMy WebLinkAboutAppendix F_Prelim Hydrology Report Thienes Engineering, Inc. CIVIL ENGINEERING  LAND SURVEYING PRELIMINARY HYDROLOGY CALCULATIONS MCN22-000112 FOR INDUSTRIAL BUILDING 11700 INDUSTRY AVENUE FONTANA, CALIFORNIA PREPARED FOR SHUBIN NADAL REALTY INVESTORS 901 DOVE STREET NEWPORT BEACH, CA 92660 PH. (949) 752-4100 MAY 9, 2022 NOVEMBER 9, 2022 JOB NO. 4092 PREPARED BY THIENES ENGINEERING 14349 FIRESTONE BOULEVARD LA MIRADA, CALIFORNIA 90638 P. (714) 521-4811 FAX. (714) 521-4173 PRELIMARY HYDROLOGY CALCULATIONS FOR INDUSTRIAL BUILDING PREPARED BY KRISTIE FERRONATO UNDER THE SUPERVISION OF ____________________________________ REINHARD STENZEL DATE: R.C.E. 56155 EXP. 12/31/22 INTRODUCTION A: PROJECT LOCATION The project site is located on the east side of Etiwanda Avenue between Francis Street to the north and Philadelphia Avenue to the south, 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 pre and post developed hydrologic conditions for the project site and to describe the design that will reduce post developed 100-year flow from the site below 90% of the 25-year pre developed flow rate . C: PROJECT STAFF: Thienes Engineering staff involved in this study include: Reinhard Stenzel James Wickenhaeuser DISCUSSION Project Description The project site encompasses approximately 5.95 acres. Proposed improvements to the site consist of the construction of a warehouse type building with a truckyard on the south side of the property. There will be a drive aisle around the entire building with vehicle parking along the south, east, and north of the site. There is landscaping located throughout the site. FEMA Flood Zone The project site is located in FEMA flood Zone X, “0.2% annual chance flood hazard, areas of 1% annual change flood with depth less than one foot or with drainage areas of less than one square mile”, per FEMA FIRM Map 06071C8642J effective September 26, 2014. See Appendix “A” for referenced materials. Existing Conditions The site is currently commercially developed with a large warehouse-style building. The site generally drains easterly toward Industry Avenue. The northeasterly portion of the existing building, northerly drive aisle and the northerly portion of the easterly parking lot (Nodes 100-101) surface drain easterly. Flows ultimately discharge to Industry Avenue via the existing northerly driveway. The 100- year peak flow rate from this driveway is approximately 4.8 cfs. The southeasterly portion of the existing building, southerly drive aisle and the southerly portion of the easterly parking lot (Nodes 110-111) surface drain easterly. Flows ultimately discharge to Industry Avenue via the existing southerly driveway. The 100- year peak flow rate from this driveway is approximately 10.5 cfs. The total 100-year peak flow rate to Industry Avenue is approximately 15.3 cfs. The northeasterly corner of the proposed building and northerly drive aisle (Nodes 200- 201) drain to drop inlets located in the drive aisle. Flows are discharged easterly to the existing railroad tracks via an existing pipe. The 100-year peak flow rate from this area is approximately 1.5 cfs. The southeasterly corner of the proposed building and southerly drive aisle (Nodes 210- 211) drain to a drop inlet located in the drive aisle. Flows are discharged easterly to the existing railroad tracks via an existing pipe. The 100-year peak flow rate from this area is approximately 2.8 cfs. The total 100-year peak flow rate to the existing railroad tracks is approximately 4.3 cfs. The total 100-year peak flow rate from the project site is approximately 19.6 cfs. The 25- year peak flow rate from the project site is approximately 15.8 cfs. See Appendix “B” for proposed hydrology calculations and Appendix “D” for proposed condition hydrology map. Proposed Condition The site will continue draining easterly to Industry Avenue. The westerly drive aisle (Nodes 100-101) drains southerly to a catch basin located at the southerly entrance to the drive aisle. Flows are collected and conveyed easterly through the southerly truck yard in a proposed onsite storm drain system. The proposed building roof and truck yard (Nodes 101-103) drain to catch basins located in the truck yard and continue easterly. Runoff from the northerly and easterly drive aisles (Nodes 110-113) drain to catch basins and to a storm drain system that wraps around the northerly and easterly drive isles. The storm drain continues to a confluence with the storm water from the southerly portion of the site. The combined streams flow easterly and ultimately bubble up from a parkway culvert and discharge to Industry Avenue. The total 100-year rational method peak flow rate to Industry Avenue is approximately 17.4 cfs. See Appendix “B” for proposed hydrology calculations and Appendix “D” for proposed condition hydrology map. Detention Detention will be utilized to reduce the 100-year peak post developed flow rate from the site to less than 90% of the 25-year pre-developed condition. The maximum allowable discharge will be 14.3 cfs (0.9 * 15.9 cfs) The portion of the 100-year peak flow rate this is not discharged out the parkway culvert will be temporarily detained on the surface of the truckyard. The northerly drive aisle, easterly drive aisle and easterly parking areas all leave the site undetained through the proposed parkway culvert. The 100-year peak flow rate from these areas is approximately 3.1 cfs (nodes 110-114, 1.15 acres). The landscaped frontage and a small portion of the driveways (nodes 200-201, 0.2 acres) also drain undetained, the 100-year peak flow rate from the frontage is approximately 0.3 cfs. By restricting the size of the pipe leaving the truck yard to 15”, discharge is reduced to 7.1 cfs and approximately 0.169 ac-ft of storm water pond to a depth of 0.57 ft on the surface of the truck yard (nodes 100-114, 4.52 acres). With detention, the 100-year peak flow rate through the proposed parkway culvert to Industry Avenue will be reduced to 10.5 cfs (7.1+3.1+0.3) and less than the 14.3 cfs maximum. See Appendix “C” for detention calculations. Conclusion Onsite surface ponding will be utilized to reduce the 100-year post-developed discharge to below 90% of the 25-year pre-developed condition. Intentionally restricting the size of the storm drain from the truck yard will result in pipe losses that will force stormwater to pond on the surface. Preliminary calculations show that a 15” storm drain will be sufficient to produce the desired ponding volume. Final design will include hydraulic models to more accurately show the system will work as described. Storm Return Nodes Q (cfs) Pre-Developed 25-year 100-101 3.9 110-111 8.5 200-201 1.2 210-211 2.3 Total 15.9 90% 14.3 Post Developed 100-year 100-115 17.4 With Detention 100-year 100-115 10.5 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. APPENDIX DESCRIPTION A REFERENCE MATERIALS B HYDROLOGY CALCULATIONS C DETENTION CALCULATIONS D HYDROLOGY MAPS APPENDIX A REFERENCE MATERIALS 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 NUMBER 4092 * * PROPOSED CONDITIONS * * 100-YEAR STORM EVENT * ************************************************************************** FILE NAME: W:\4092\P100.DAT TIME/DATE OF STUDY: 12:15 11/09/2022 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 12.00 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) = 1.2000 *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 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *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) = 472.00 ELEVATION DATA: UPSTREAM(FEET) = 873.65 DOWNSTREAM(FEET) = 868.73 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.889 * 12 YEAR RAINFALL INTENSITY(INCH/HR) = 3.774 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 1.87 0.74 0.100 52 8.89 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 6.23 TOTAL AREA(ACRES) = 1.87 PEAK FLOW RATE(CFS) = 6.23 **************************************************************************** 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) = 865.55 DOWNSTREAM(FEET) = 865.26 FLOW LENGTH(FEET) = 98.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.07 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.23 PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 9.29 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 570.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 9.29 * 12 YEAR RAINFALL INTENSITY(INCH/HR) = 3.675 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.72 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) = 0.72 SUBAREA RUNOFF(CFS) = 2.33 EFFECTIVE AREA(ACRES) = 2.59 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.6 PEAK FLOW RATE(CFS) = 8.39 **************************************************************************** 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) = 865.26 DOWNSTREAM(FEET) = 864.97 FLOW LENGTH(FEET) = 98.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.30 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.39 PIPE TRAVEL TIME(MIN.) = 0.38 Tc(MIN.) = 9.67 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 668.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 9.67 * 12 YEAR RAINFALL INTENSITY(INCH/HR) = 3.588 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.93 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) = 1.93 SUBAREA RUNOFF(CFS) = 6.10 EFFECTIVE AREA(ACRES) = 4.52 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.5 PEAK FLOW RATE(CFS) = 14.29 **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 114.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 864.97 DOWNSTREAM(FEET) = 864.19 FLOW LENGTH(FEET) = 261.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.00 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.29 PIPE TRAVEL TIME(MIN.) = 0.87 Tc(MIN.) = 10.54 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 114.00 = 929.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE 114.00 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.) = 10.54 RAINFALL INTENSITY(INCH/HR) = 3.41 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 4.52 TOTAL STREAM AREA(ACRES) = 4.52 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.29 **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 111.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 216.00 ELEVATION DATA: UPSTREAM(FEET) = 873.65 DOWNSTREAM(FEET) = 871.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.562 * 12 YEAR RAINFALL INTENSITY(INCH/HR) = 4.527 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 0.29 0.74 0.100 52 6.56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 1.16 TOTAL AREA(ACRES) = 0.29 PEAK FLOW RATE(CFS) = 1.16 **************************************************************************** FLOW PROCESS FROM NODE 111.00 TO NODE 112.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 866.53 DOWNSTREAM(FEET) = 864.86 FLOW LENGTH(FEET) = 559.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 2.70 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.16 PIPE TRAVEL TIME(MIN.) = 3.45 Tc(MIN.) = 10.01 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 112.00 = 775.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 10.01 * 12 YEAR RAINFALL INTENSITY(INCH/HR) = 3.515 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.66 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) = 0.66 SUBAREA RUNOFF(CFS) = 2.04 EFFECTIVE AREA(ACRES) = 0.95 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.0 PEAK FLOW RATE(CFS) = 2.94 **************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 113.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 864.86 DOWNSTREAM(FEET) = 864.45 FLOW LENGTH(FEET) = 135.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.39 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.94 PIPE TRAVEL TIME(MIN.) = 0.66 Tc(MIN.) = 10.67 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 113.00 = 910.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 113.00 TO NODE 113.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 10.67 * 12 YEAR RAINFALL INTENSITY(INCH/HR) = 3.382 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.10 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) = 0.10 SUBAREA RUNOFF(CFS) = 0.30 EFFECTIVE AREA(ACRES) = 1.05 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.1 PEAK FLOW RATE(CFS) = 3.13 **************************************************************************** FLOW PROCESS FROM NODE 113.00 TO NODE 114.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 864.45 DOWNSTREAM(FEET) = 864.44 FLOW LENGTH(FEET) = 4.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 15.0 INCH PIPE IS 11.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.15 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.13 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 10.69 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 114.00 = 914.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE 114.00 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.) = 10.69 RAINFALL INTENSITY(INCH/HR) = 3.38 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 1.05 TOTAL STREAM AREA(ACRES) = 1.05 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.13 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 14.29 10.54 3.407 0.74( 0.07) 0.10 4.5 100.00 2 3.13 10.69 3.378 0.74( 0.07) 0.10 1.1 110.00 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 17.40 10.54 3.407 0.74( 0.07) 0.10 5.6 100.00 2 17.29 10.69 3.378 0.74( 0.07) 0.10 5.6 110.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 17.40 Tc(MIN.) = 10.54 EFFECTIVE AREA(ACRES) = 5.56 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.6 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 114.00 = 929.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE 115.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 864.19 DOWNSTREAM(FEET) = 864.00 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.27 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.40 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 10.73 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 115.00 = 989.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 5.6 TC(MIN.) = 10.73 EFFECTIVE AREA(ACRES) = 5.56 AREA-AVERAGED Fm(INCH/HR)= 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 17.40 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 17.40 10.73 3.371 0.74( 0.07) 0.10 5.6 100.00 2 17.29 10.88 3.342 0.74( 0.07) 0.10 5.6 110.00 ============================================================================ ============================================================================ 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 4092 * * PROPOSED CONDITION FRONTAGE * * 100-YEAR STORM * ************************************************************************** FILE NAME: W:\4092\P200.DAT TIME/DATE OF STUDY: 13:39 11/09/2022 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 12.00 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) = 1.2000 *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) = 300.00 ELEVATION DATA: UPSTREAM(FEET) = 870.00 DOWNSTREAM(FEET) = 866.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 21.711 * 12 YEAR RAINFALL INTENSITY(INCH/HR) = 2.208 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.) NATURAL GOOD COVER "GRASS" A 0.20 0.66 1.000 58 21.71 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.66 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA RUNOFF(CFS) = 0.28 TOTAL AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS) = 0.28 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.2 TC(MIN.) = 21.71 EFFECTIVE AREA(ACRES) = 0.20 AREA-AVERAGED Fm(INCH/HR)= 0.66 AREA-AVERAGED Fp(INCH/HR) = 0.66 AREA-AVERAGED Ap = 1.000 PEAK FLOW RATE(CFS) = 0.28 ============================================================================ ============================================================================ 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: THIENES ENGINEERING, INC. 14349 FIRESTONE BLVD LA MIRIADA, CA 90638 714-521-4811 ************************** DESCRIPTION OF STUDY ************************** * TEI JOB NUMBER 4092 * * EXISTING CONDITIONS * * 100-YEAR STORM EVENT * ************************************************************************** FILE NAME: W:\4092\X100.DAT TIME/DATE OF STUDY: 15:36 05/06/2022 ============================================================================ 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) = 1.2000 *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 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *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) = 604.00 ELEVATION DATA: UPSTREAM(FEET) = 872.09 DOWNSTREAM(FEET) = 868.80 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.170 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.290 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 1.65 0.74 0.100 52 11.17 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 4.78 TOTAL AREA(ACRES) = 1.65 PEAK FLOW RATE(CFS) = 4.78 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.6 TC(MIN.) = 11.17 EFFECTIVE AREA(ACRES) = 1.65 AREA-AVERAGED Fm(INCH/HR)= 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 4.78 ============================================================================ ============================================================================ 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: THIENES ENGINEERING, INC. 14349 FIRESTONE BLVD LA MIRIADA, CA 90638 714-521-4811 ************************** DESCRIPTION OF STUDY ************************** * TEI JOB NUMBER 4092 * * EXISTING CONDITIONS * * 100-YEAR STORM EVENT * ************************************************************************** FILE NAME: W:\4092\X110.DAT TIME/DATE OF STUDY: 15:38 05/06/2022 ============================================================================ 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) = 1.2000 *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 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 111.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 651.00 ELEVATION DATA: UPSTREAM(FEET) = 872.62 DOWNSTREAM(FEET) = 865.79 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.096 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.496 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 3.42 0.74 0.100 52 10.10 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 10.53 TOTAL AREA(ACRES) = 3.42 PEAK FLOW RATE(CFS) = 10.53 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 3.4 TC(MIN.) = 10.10 EFFECTIVE AREA(ACRES) = 3.42 AREA-AVERAGED Fm(INCH/HR)= 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 10.53 ============================================================================ ============================================================================ 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: THIENES ENGINEERING, INC. 14349 FIRESTONE BLVD LA MIRIADA, CA 90638 714-521-4811 ************************** DESCRIPTION OF STUDY ************************** * TEI JOB NUMBER 4092 * * EXISTING CONDITIONS * * 100-YEAR STORM EVENT * ************************************************************************** FILE NAME: W:\4092\X200.DAT TIME/DATE OF STUDY: 15:40 05/06/2022 ============================================================================ 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) = 1.2000 *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 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *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) = 115.00 ELEVATION DATA: UPSTREAM(FEET) = 872.51 DOWNSTREAM(FEET) = 871.83 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.660 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.948 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 0.33 0.74 0.100 52 5.66 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 1.45 TOTAL AREA(ACRES) = 0.33 PEAK FLOW RATE(CFS) = 1.45 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.3 TC(MIN.) = 5.66 EFFECTIVE AREA(ACRES) = 0.33 AREA-AVERAGED Fm(INCH/HR)= 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 1.45 ============================================================================ ============================================================================ 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: THIENES ENGINEERING, INC. 14349 FIRESTONE BLVD LA MIRIADA, CA 90638 714-521-4811 ************************** DESCRIPTION OF STUDY ************************** * TEI JOB NUMBER 4092 * * EXISTING CONDITIONS * * 100-YEAR STORM EVENT * ************************************************************************** FILE NAME: W:\4092\X210.DAT TIME/DATE OF STUDY: 15:42 05/06/2022 ============================================================================ 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) = 1.2000 *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 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 211.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 90.00 ELEVATION DATA: UPSTREAM(FEET) = 872.65 DOWNSTREAM(FEET) = 871.85 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.330 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 0.38 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) = 1.80 TOTAL AREA(ACRES) = 0.38 PEAK FLOW RATE(CFS) = 1.80 **************************************************************************** FLOW PROCESS FROM NODE 211.00 TO NODE 211.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 5.00 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.330 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) = 1.04 EFFECTIVE AREA(ACRES) = 0.60 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.6 PEAK FLOW RATE(CFS) = 2.84 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.6 TC(MIN.) = 5.00 EFFECTIVE AREA(ACRES) = 0.60 AREA-AVERAGED Fm(INCH/HR)= 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 2.84 ============================================================================ ============================================================================ 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: THIENES ENGINEERING, INC. 14349 FIRESTONE BLVD LA MIRADA, CA 90638 714-521-4811 ************************** DESCRIPTION OF STUDY ************************** * TEI JOB NO 4092 * * EXISTING CONDITION * * 25 YEAR STORM EVENT * ************************************************************************** FILE NAME: W:\4092\X100-25.DAT TIME/DATE OF STUDY: 13:16 10/26/2022 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 25.00 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) = 0.9800 *ANTECEDENT MOISTURE CONDITION (AMC) II 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 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *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) = 604.00 ELEVATION DATA: UPSTREAM(FEET) = 872.09 DOWNSTREAM(FEET) = 868.80 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.170 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.687 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 1.65 0.98 0.100 32 11.17 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 3.85 TOTAL AREA(ACRES) = 1.65 PEAK FLOW RATE(CFS) = 3.85 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.6 TC(MIN.) = 11.17 EFFECTIVE AREA(ACRES) = 1.65 AREA-AVERAGED Fm(INCH/HR)= 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.98 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 3.85 ============================================================================ ============================================================================ 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: THIENES ENGINEERING, INC. 14349 FIRESTONE BLVD LA MIRADA, CA 90638 714-521-4811 ************************** DESCRIPTION OF STUDY ************************** * TEI JOB NO 4092 * * EXISTING CONDITION * * 25 YEAR STORM EVENT * ************************************************************************** FILE NAME: W:\4092\X110-25.DAT TIME/DATE OF STUDY: 13:17 10/26/2022 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 25.00 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) = 0.9800 *ANTECEDENT MOISTURE CONDITION (AMC) II 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 110.00 TO NODE 111.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 651.00 ELEVATION DATA: UPSTREAM(FEET) = 872.62 DOWNSTREAM(FEET) = 865.60 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.040 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.865 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 3.42 0.98 0.100 32 10.04 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 8.52 TOTAL AREA(ACRES) = 3.42 PEAK FLOW RATE(CFS) = 8.52 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 3.4 TC(MIN.) = 10.04 EFFECTIVE AREA(ACRES) = 3.42 AREA-AVERAGED Fm(INCH/HR)= 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.98 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 8.52 ============================================================================ ============================================================================ 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 4092 * * EXISTING CONDITION * * 25-YEAR STORM EVENT * ************************************************************************** FILE NAME: W:\4092\X200-25.DAT TIME/DATE OF STUDY: 12:56 11/09/2022 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 25.00 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) = 0.9800 *ANTECEDENT MOISTURE CONDITION (AMC) II 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) = 115.00 ELEVATION DATA: UPSTREAM(FEET) = 872.51 DOWNSTREAM(FEET) = 871.83 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.660 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.041 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.33 0.98 0.100 32 5.66 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 1.17 TOTAL AREA(ACRES) = 0.33 PEAK FLOW RATE(CFS) = 1.17 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.3 TC(MIN.) = 5.66 EFFECTIVE AREA(ACRES) = 0.33 AREA-AVERAGED Fm(INCH/HR)= 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.97 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 1.17 ============================================================================ ============================================================================ 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 4092 * * EXISTING CONDITION * * 25-YEAR STORM EVENT * ************************************************************************** FILE NAME: W:\4092\X210-25.DAT TIME/DATE OF STUDY: 12:57 11/09/2022 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 25.00 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) = 0.9800 *ANTECEDENT MOISTURE CONDITION (AMC) II 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 210.00 TO NODE 211.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 90.00 ELEVATION DATA: UPSTREAM(FEET) = 872.65 DOWNSTREAM(FEET) = 871.85 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.352 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.38 0.98 0.100 32 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 1.46 TOTAL AREA(ACRES) = 0.38 PEAK FLOW RATE(CFS) = 1.46 **************************************************************************** FLOW PROCESS FROM NODE 211.00 TO NODE 211.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 5.00 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.352 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.22 0.98 0.100 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.22 SUBAREA RUNOFF(CFS) = 0.84 EFFECTIVE AREA(ACRES) = 0.60 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.98 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.6 PEAK FLOW RATE(CFS) = 2.30 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.6 TC(MIN.) = 5.00 EFFECTIVE AREA(ACRES) = 0.60 AREA-AVERAGED Fm(INCH/HR)= 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.98 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 2.30 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS APPENDIX C DETENTION CALCULATIONS Elevation Depth Volume S Volume S Volume Discharge (feet) (c.f.) (c.f.) (ac-ft) (c.f.s.) 868.73 TG 0.00 53 53 0.00 5.90 868.83 0.10 354 407 0.01 6.20 868.93 0.20 939 1,346 0.03 6.50 869.03 0.30 1640 2,986 0.07 6.80 869.13 0.40 2325 5,311 0.12 7.00 869.23 0.50 2975 8,286 0.19 7.30 869.33 0.60 3403 11,689 0.27 7.50 869.43 0.70 3744 15,433 0.35 7.70 869.53 0.80 INDUSTRIAL BUILDING PONDING AT SOUTHERLY TRUCK YARD Q=CA(2gh).5 1.2 1.3 1.4 1.5 *Assumption of backwater effect in catch basin, H measured from ponding elevation to one foot below TG Orifice Equation for Preliminary Detention Modeling h (ft) 1 1.1 15" Pipe (cfs) 5.9 6.2 6.5 6.8 1.6 1.7 1.8 1.9 2 8.4 7.0 7.3 7.5 7.7 7.9 8.2 ____________________________________________________________________________ **************************************************************************** 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 4092 LOSS RATES ============================================================================ *** NON-HOMOGENEOUS WATERSHED AREA-AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24-HOUR DURATION RAINFALL DEPTH = 6.20 (inches) SOIL-COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr.) YIELD 1 4.52 10.00 32.(AMC II) 0.742 0.888 TOTAL AREA (Acres) = 4.52 _ AREA-AVERAGED LOSS RATE, Fm (in./hr.) = 0.074 _ AREA-AVERAGED LOW LOSS FRACTION, Y = 0.112 ============================================================================ 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 4092 FLOW THROUGH HYDROGRAPH 100-YEAR STORM ---------------------------------------------------------------------------- RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 4.52 SOIL-LOSS RATE, Fm,(INCH/HR) = 0.074 LOW LOSS FRACTION = 0.112 TIME OF CONCENTRATION(MIN.) = 9.70 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) = 0.53 30-MINUTE POINT RAINFALL VALUE(INCHES) = 0.95 1-HOUR POINT RAINFALL VALUE(INCHES) = 1.20 3-HOUR POINT RAINFALL VALUE(INCHES) = 2.10 6-HOUR POINT RAINFALL VALUE(INCHES) = 3.00 24-HOUR POINT RAINFALL VALUE(INCHES) = 6.50 ---------------------------------------------------------------------------- TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) = 1.97 TOTAL CATCHMENT SOIL-LOSS VOLUME(ACRE-FEET) = 0.48 **************************************************************************** TIME VOLUME Q 0. 5.0 10.0 15.0 20.0 (HOURS) (AF) (CFS) ---------------------------------------------------------------------------- 0.16 0.0036 0.55 .Q . . . . 0.32 0.0110 0.55 .Q . . . . 0.48 0.0183 0.55 .Q . . . . 0.64 0.0257 0.55 .Q . . . . 0.80 0.0331 0.56 .Q . . . . 0.97 0.0405 0.56 .Q . . . . 1.13 0.0480 0.56 .Q . . . . 1.29 0.0555 0.56 .Q . . . . 1.45 0.0631 0.57 .Q . . . . 1.61 0.0707 0.57 .Q . . . . 1.77 0.0783 0.57 .Q . . . . 1.94 0.0860 0.58 .Q . . . . 2.10 0.0937 0.58 .Q . . . . 2.26 0.1014 0.58 .Q . . . . 2.42 0.1092 0.58 .Q . . . . 2.58 0.1170 0.59 .Q . . . . 2.74 0.1249 0.59 .Q . . . . 2.91 0.1328 0.59 .Q . . . . 3.07 0.1408 0.60 .Q . . . . 3.23 0.1488 0.60 .Q . . . . 3.39 0.1568 0.60 .Q . . . . 3.55 0.1649 0.61 .Q . . . . 3.71 0.1730 0.61 .Q . . . . 3.88 0.1812 0.61 .Q . . . . 4.04 0.1894 0.62 .Q . . . . 4.20 0.1977 0.62 .Q . . . . 4.36 0.2060 0.62 .Q . . . . 4.52 0.2144 0.63 .Q . . . . 4.68 0.2228 0.63 .Q . . . . 4.85 0.2313 0.64 .Q . . . . 5.01 0.2398 0.64 .Q . . . . 5.17 0.2484 0.65 .Q . . . . 5.33 0.2571 0.65 .Q . . . . 5.49 0.2658 0.65 .Q . . . . 5.65 0.2745 0.66 .Q . . . . 5.82 0.2834 0.66 .Q . . . . 1 5.98 0.2922 0.67 .Q . . . . 6.14 0.3012 0.67 .Q . . . . 6.30 0.3102 0.68 .Q . . . . 6.46 0.3193 0.68 .Q . . . . 6.62 0.3284 0.69 .Q . . . . 6.79 0.3376 0.69 .Q . . . . 6.95 0.3469 0.70 .Q . . . . 7.11 0.3563 0.70 .Q . . . . 7.27 0.3657 0.71 .Q . . . . 7.43 0.3752 0.72 .Q . . . . 7.59 0.3848 0.72 .Q . . . . 7.76 0.3944 0.73 .Q . . . . 7.92 0.4042 0.73 .Q . . . . 8.08 0.4140 0.74 .Q . . . . 8.24 0.4239 0.74 .Q . . . . 8.40 0.4339 0.75 .Q . . . . 8.56 0.4441 0.76 .Q . . . . 8.73 0.4543 0.77 .Q . . . . 8.89 0.4645 0.77 .Q . . . . 9.05 0.4749 0.78 .Q . . . . 9.21 0.4855 0.79 .Q . . . . 9.37 0.4961 0.80 .Q . . . . 9.53 0.5068 0.81 .Q . . . . 9.70 0.5176 0.82 .Q . . . . 9.86 0.5286 0.82 .Q . . . . 10.02 0.5397 0.84 .Q . . . . 10.18 0.5509 0.84 .Q . . . . 10.34 0.5623 0.86 .Q . . . . 10.50 0.5738 0.86 .Q . . . . 10.66 0.5854 0.88 .Q . . . . 10.83 0.5972 0.89 .Q . . . . 10.99 0.6092 0.90 .Q . . . . 11.15 0.6213 0.91 .Q . . . . 11.31 0.6336 0.93 .Q . . . . 11.47 0.6461 0.94 .Q . . . . 11.63 0.6588 0.96 .Q . . . . 11.80 0.6716 0.97 .Q . . . . 11.96 0.6847 0.99 .Q . . . . 12.12 0.6980 0.99 .Q . . . . 12.28 0.7110 0.95 .Q . . . . 12.44 0.7238 0.96 .Q . . . . 12.60 0.7368 0.99 .Q . . . . 12.77 0.7502 1.01 . Q . . . . 12.93 0.7638 1.04 . Q . . . . 13.09 0.7778 1.06 . Q . . . . 13.25 0.7922 1.09 . Q . . . . 13.41 0.8070 1.12 . Q . . . . 13.57 0.8222 1.16 . Q . . . . 13.74 0.8378 1.19 . Q . . . . 13.90 0.8540 1.24 . Q . . . . 14.06 0.8708 1.27 . Q . . . . 14.22 0.8881 1.33 . Q . . . . 14.38 0.9061 1.36 . Q . . . . 14.55 0.9249 1.45 . Q . . . . 14.71 0.9447 1.51 . Q . . . . 14.87 0.9657 1.63 . Q . . . . 15.03 0.9879 1.70 . Q . . . . 15.19 1.0119 1.89 . Q . . . . 15.35 1.0380 2.01 . Q . . . . 15.52 1.0620 1.58 . Q . . . . 15.68 1.0846 1.81 . Q . . . . 15.84 1.1143 2.63 . Q . . . . 16.00 1.1578 3.89 . Q . . . . 16.16 1.2923 16.25 . . . . Q . 16.32 1.4151 2.13 . Q . . . . 16.48 1.4428 2.02 . Q . . . . 16.65 1.4683 1.79 . Q . . . . 16.81 1.4907 1.56 . Q . . . . 16.97 1.5105 1.41 . Q . . . . 17.13 1.5286 1.30 . Q . . . . 17.29 1.5453 1.21 . Q . . . . 17.45 1.5610 1.14 . Q . . . . 17.62 1.5758 1.08 . Q . . . . 17.78 1.5898 1.02 . Q . . . . 17.94 1.6032 0.98 .Q . . . . 18.10 1.6160 0.94 .Q . . . . 18.26 1.6288 0.98 .Q . . . . 18.42 1.6417 0.95 .Q . . . . 18.59 1.6541 0.92 .Q . . . . 18.75 1.6663 0.89 .Q . . . . 18.91 1.6781 0.87 .Q . . . . 19.07 1.6896 0.85 .Q . . . . 19.23 1.7008 0.83 .Q . . . . 19.39 1.7118 0.81 .Q . . . . 2 19.56 1.7225 0.79 .Q . . . . 19.72 1.7330 0.78 .Q . . . . 19.88 1.7433 0.76 .Q . . . . 20.04 1.7534 0.75 .Q . . . . 20.20 1.7633 0.74 .Q . . . . 20.36 1.7731 0.72 .Q . . . . 20.53 1.7827 0.71 .Q . . . . 20.69 1.7921 0.70 .Q . . . . 20.85 1.8014 0.69 .Q . . . . 21.01 1.8105 0.68 .Q . . . . 21.17 1.8195 0.67 .Q . . . . 21.33 1.8284 0.66 .Q . . . . 21.50 1.8372 0.65 .Q . . . . 21.66 1.8458 0.64 .Q . . . . 21.82 1.8543 0.63 .Q . . . . 21.98 1.8628 0.63 .Q . . . . 22.14 1.8711 0.62 .Q . . . . 22.31 1.8793 0.61 .Q . . . . 22.47 1.8874 0.61 .Q . . . . 22.63 1.8955 0.60 .Q . . . . 22.79 1.9034 0.59 .Q . . . . 22.95 1.9113 0.59 .Q . . . . 23.11 1.9191 0.58 .Q . . . . 23.27 1.9268 0.57 .Q . . . . 23.44 1.9344 0.57 .Q . . . . 23.60 1.9420 0.56 .Q . . . . 23.76 1.9495 0.56 .Q . . . . 23.92 1.9569 0.55 .Q . . . . 24.08 1.9642 0.55 .Q . . . . 24.24 1.9679 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) ======================= ========= 0% 1445.3 10% 106.7 20% 19.4 30% 9.7 40% 9.7 50% 9.7 60% 9.7 70% 9.7 80% 9.7 90% 9.7 Problem Descriptions: TEI JOB 4092 FLOW THROUGH HYDROGRAPH 100-YEAR STORM ============================================================================ FLOW-THROUGH DETENTION BASIN MODEL SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 9.700 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: 3 TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES = 10 *BASIN-DEPTH STORAGE OUTFLOW **BASIN-DEPTH STORAGE OUTFLOW * * (FEET) (ACRE-FEET) (CFS) ** (FEET) (ACRE-FEET) (CFS) * * 0.000 0.000 0.000** 0.100 0.010 5.900* * 0.200 0.010 6.200** 0.300 0.030 6.500* * 0.400 0.070 6.800** 0.500 0.120 7.000* * 0.600 0.190 7.300** 0.700 0.270 7.500* * 0.800 0.350 7.700** 0.900 0.450 7.900* ---------------------------------------------------------------------------- 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 0.10 -0.02941 0.04941 3 0.20 -0.03142 0.05142 4 0.30 -0.01342 0.07342 5 0.40 0.02457 0.11543 6 0.50 0.07324 0.16676 7 0.60 0.14123 0.23877 8 0.70 0.21990 0.32010 9 0.80 0.29856 0.40144 10 0.90 0.39722 0.50278 WHERE S=STORAGE(AF);O=OUTFLOW(AF/MIN.);DT=UNIT INTERVAL(MIN.) ---------------------------------------------------------------------------- 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) ---------------------------------------------------------------------------- 0.157 0.000 0.55 0.01 0.44 0.001 0.318 0.000 0.55 0.01 0.87 0.001 0.480 0.000 0.55 0.01 0.88 0.001 0.642 0.000 0.55 0.01 0.88 0.001 0.803 0.000 0.56 0.02 0.89 0.002 0.965 0.000 0.56 0.02 0.89 0.002 1.127 0.000 0.56 0.02 0.89 0.002 1.288 0.000 0.56 0.02 0.90 0.002 1.450 0.000 0.57 0.02 0.90 0.002 1.612 0.000 0.57 0.02 0.91 0.002 1.773 0.000 0.57 0.02 0.91 0.002 1.935 0.000 0.58 0.02 0.92 0.002 2.097 0.000 0.58 0.02 0.92 0.002 2.258 0.000 0.58 0.02 0.92 0.002 2.420 0.000 0.58 0.02 0.93 0.002 2.582 0.000 0.59 0.02 0.93 0.002 2.743 0.000 0.59 0.02 0.94 0.002 2.905 0.000 0.59 0.02 0.94 0.002 3.067 0.000 0.60 0.02 0.95 0.002 3.228 0.000 0.60 0.02 0.95 0.002 3.390 0.000 0.60 0.02 0.96 0.002 3.552 0.000 0.61 0.02 0.97 0.002 3.713 0.000 0.61 0.02 0.97 0.002 3.875 0.000 0.61 0.02 0.98 0.002 4.037 0.000 0.62 0.02 0.98 0.002 4.198 0.000 0.62 0.02 0.99 0.002 4.360 0.000 0.62 0.02 0.99 0.002 4.522 0.000 0.63 0.02 1.00 0.002 4.683 0.000 0.63 0.02 1.01 0.002 4.845 0.000 0.64 0.02 1.01 0.002 5.007 0.000 0.64 0.02 1.02 0.002 5.168 0.000 0.65 0.02 1.03 0.002 5.330 0.000 0.65 0.02 1.03 0.002 5.492 0.000 0.65 0.02 1.04 0.002 5.653 0.000 0.66 0.02 1.05 0.002 5.815 0.000 0.66 0.02 1.05 0.002 5.977 0.000 0.67 0.02 1.06 0.002 6.138 0.000 0.67 0.02 1.07 0.002 6.300 0.000 0.68 0.02 1.08 0.002 6.462 0.000 0.68 0.02 1.08 0.002 6.623 0.000 0.69 0.02 1.09 0.002 6.785 0.000 0.69 0.02 1.10 0.002 6.947 0.000 0.70 0.02 1.11 0.002 7.108 0.000 0.70 0.02 1.12 0.002 7.270 0.000 0.71 0.02 1.13 0.002 7.432 0.000 0.72 0.02 1.13 0.002 7.593 0.000 0.72 0.02 1.14 0.002 7.755 0.000 0.73 0.02 1.15 0.002 7.917 0.000 0.73 0.02 1.16 0.002 8.078 0.000 0.74 0.02 1.17 0.002 8.240 0.000 0.74 0.02 1.18 0.002 8.402 0.000 0.75 0.02 1.20 0.002 4 8.563 0.000 0.76 0.02 1.21 0.002 8.725 0.000 0.77 0.02 1.22 0.002 8.887 0.000 0.77 0.02 1.23 0.002 9.048 0.000 0.78 0.02 1.24 0.002 9.210 0.000 0.79 0.02 1.25 0.002 9.372 0.000 0.80 0.02 1.27 0.002 9.533 0.000 0.81 0.02 1.28 0.002 9.695 0.000 0.82 0.02 1.29 0.002 9.857 0.000 0.82 0.02 1.31 0.002 10.018 0.000 0.84 0.02 1.32 0.002 10.180 0.000 0.84 0.02 1.34 0.002 10.342 0.000 0.86 0.02 1.36 0.002 10.503 0.000 0.86 0.02 1.37 0.002 10.665 0.000 0.88 0.02 1.39 0.002 10.827 0.000 0.89 0.02 1.41 0.002 10.988 0.000 0.90 0.02 1.43 0.002 11.150 0.000 0.91 0.02 1.45 0.002 11.312 0.000 0.93 0.03 1.47 0.003 11.473 0.000 0.94 0.03 1.49 0.003 11.635 0.000 0.96 0.03 1.51 0.003 11.797 0.000 0.97 0.03 1.54 0.003 11.958 0.000 0.99 0.03 1.56 0.003 12.120 0.000 0.99 0.03 1.58 0.003 12.282 0.000 0.95 0.03 1.55 0.003 12.443 0.000 0.96 0.03 1.53 0.003 12.605 0.000 0.99 0.03 1.56 0.003 12.767 0.000 1.01 0.03 1.59 0.003 12.928 0.000 1.04 0.03 1.63 0.003 13.090 0.000 1.06 0.03 1.67 0.003 13.252 0.000 1.09 0.03 1.72 0.003 13.413 0.000 1.12 0.03 1.76 0.003 13.575 0.000 1.16 0.03 1.82 0.003 13.737 0.000 1.19 0.03 1.87 0.003 13.898 0.000 1.24 0.03 1.93 0.003 14.060 0.000 1.27 0.03 2.00 0.003 14.222 0.000 1.33 0.04 2.07 0.004 14.383 0.000 1.36 0.04 2.15 0.004 14.545 0.000 1.45 0.04 2.25 0.004 14.707 0.000 1.51 0.04 2.36 0.004 14.868 0.000 1.63 0.04 2.50 0.004 15.030 0.000 1.70 0.05 2.66 0.005 15.192 0.000 1.89 0.05 2.87 0.005 15.353 0.000 2.01 0.05 3.11 0.005 15.515 0.000 1.58 0.04 2.86 0.004 15.677 0.000 1.81 0.05 2.70 0.005 15.838 0.000 2.63 0.07 3.54 0.007 16.000 0.000 3.89 0.20 5.20 0.011 16.162 0.000 16.25 0.57 6.71 0.169 16.323 0.000 2.13 0.47 7.07 0.103 16.485 0.000 2.02 0.32 6.75 0.040 16.647 0.000 1.79 0.05 4.71 0.005 16.808 0.000 1.56 0.04 2.67 0.004 16.970 0.000 1.41 0.04 2.37 0.004 17.132 0.000 1.30 0.04 2.16 0.004 17.293 0.000 1.21 0.03 2.00 0.003 17.455 0.000 1.14 0.03 1.87 0.003 17.617 0.000 1.08 0.03 1.76 0.003 17.778 0.000 1.02 0.03 1.67 0.003 17.940 0.000 0.98 0.03 1.59 0.003 18.102 0.000 0.94 0.03 1.53 0.003 18.263 0.000 0.98 0.03 1.53 0.003 18.425 0.000 0.95 0.03 1.54 0.003 18.587 0.000 0.92 0.02 1.49 0.002 18.748 0.000 0.89 0.02 1.45 0.002 18.910 0.000 0.87 0.02 1.41 0.002 19.072 0.000 0.85 0.02 1.37 0.002 19.233 0.000 0.83 0.02 1.34 0.002 19.395 0.000 0.81 0.02 1.31 0.002 19.557 0.000 0.79 0.02 1.28 0.002 19.718 0.000 0.78 0.02 1.25 0.002 19.880 0.000 0.76 0.02 1.23 0.002 20.042 0.000 0.75 0.02 1.21 0.002 20.203 0.000 0.74 0.02 1.18 0.002 20.365 0.000 0.72 0.02 1.16 0.002 20.527 0.000 0.71 0.02 1.14 0.002 20.688 0.000 0.70 0.02 1.13 0.002 20.850 0.000 0.69 0.02 1.11 0.002 21.012 0.000 0.68 0.02 1.09 0.002 21.173 0.000 0.67 0.02 1.08 0.002 21.335 0.000 0.66 0.02 1.06 0.002 21.497 0.000 0.65 0.02 1.05 0.002 21.658 0.000 0.64 0.02 1.03 0.002 21.820 0.000 0.63 0.02 1.02 0.002 21.982 0.000 0.63 0.02 1.01 0.002 5 D=0.57 ft Q=7.1 cfs V=0.169 ac-ft 22.143 0.000 0.62 0.02 0.99 0.002 22.305 0.000 0.61 0.02 0.98 0.002 22.467 0.000 0.61 0.02 0.97 0.002 22.628 0.000 0.60 0.02 0.96 0.002 22.790 0.000 0.59 0.02 0.95 0.002 22.952 0.000 0.59 0.02 0.94 0.002 23.113 0.000 0.58 0.02 0.93 0.002 23.275 0.000 0.57 0.02 0.92 0.002 23.437 0.000 0.57 0.02 0.91 0.002 23.598 0.000 0.56 0.02 0.90 0.002 23.760 0.000 0.56 0.02 0.89 0.002 23.922 0.000 0.55 0.01 0.89 0.001 24.083 0.000 0.55 0.01 0.88 0.001 24.245 0.000 0.00 0.00 0.44 0.000 24.407 0.000 0.00 0.00 0.00 0.000 ---------------------------------------------------------------------------- 6 APPENDIX D HYDROLOGY MAPS