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HomeMy WebLinkAboutItem 5-TTM 38378 DRAINAGE REPORT 18-ACRE SITE AT MISSION TRAIL CITY OF LAKE ELSINORE PRELIMINARY HYDROLOGY REPORT Prepared for: Coastal Commercial Properties 1020 2nd Street Encinitas, CA 92024 March, 2022 Prepared by: WILSON•MIKAMI•CORPORATION 9 CORPORATE PARK•SUITE 100•IRVINE•CA•92606 Phone: (949) 679-0090 Fax: (949) 679-0091 TABLE OF CONTENTS I. Introduction Project Description 1 Purpose 1 Methodology 1 Conclusion 2 Project Location Map Fig. 1 Project Soils Map Fig. 2 East Lake Land Use Plan Fig. 3 Sedco Master Drainage Plan Exhibit Fig. 4 II. References III. Appendices  Existing Condition Rational Method Q10 and Q100 Hydrology  Existing Condition Hydrology Map  Proposed Condition Rational Method Q10 and Q100 Hydrology  Proposed Condition Hydrology Map  Unit Hydrograph and Flood Storage  Underground Detention System Specifications  Riverside County Flood Control District As-Built Plans I. INTRODUCTION A. PROJECT DESCRIPTION: Coastal Commercial Properties is proposing the development of a 18 acre site within the City of Lake Elsinore at Mission Trail Drive and Lemon, (Refer to Project Location Map, Figure 1). The proposed development is within the westerly portion of the East Lake District Specific Plan. The site will consist of 191 detached condominium residential units, and various parks. The existing project site is currently undeveloped and surface drains from the southwest corner to the northeast corner of the property. There are currently no drainage improvements within the site. The drainage from the proposed development will surface drain to several catch basin locations and be collected within a proposed Line ‘A’ which runs within the entry drive through the park within the center of the project. The western half of the site will be drained to Line ‘A’ through Line ‘B’ and Line ‘D’ and the eastern portion of the site will be drained through Line ‘C’ and Line ‘E’. All project runoff will be conveyed to a proposed storm drain within Mission Trial. This pipe ultimately will connect to an existing Riverside County Flood Control District Sedco 84” RCP Line “D” located in Vine Ave (see Figure 4). B. PURPOSE: This drainage report is intended to analyze the proposed drainage facilities associated with the project improvements and determine that the receiving facilities are not overburdened. C. METHODOLOGY: The proposed condition was analyzed utilizing the Advanced Engineering Software (AES) package for Riverside County (RATSCX) (ref. 2). A rational method hydrology analysis was performed on the proposed conditions for the 10 and 100-year storm events. The results are included in the Appendix of this report. Per the conditions of approval, the drainage system shall be designed to ensure that runoff from a 10-year storm of 6 hours or 24 hours duration under the developed condition is equal or less than the runoff under the existing condition of the same storm frequency. Any additional storm volume must be retained on site. A unit hydrograph analysis was performed and the results are summarized in the table below. Existing Condition-Rational Method Storm Event Total Peak Flow (cfs) 10-Year 10.2 cfs 100-Year 19.1 cfs Proposed Condition-Rational Method Storm Event Peak Flow (cfs) 10-Year 33.3 cfs 100-Year 52.3 cfs Existing Condition-Unit Hydrograph Storm Event Storm Duration Total Storm Volume (ac-ft) 10-Year 24 Hour 2.78 ac-ft 10-Year 6 Hour 1.74 ac-ft Proposed Condition-Unit Hydrograph Storm Event Storm Duration Storm Volume (ac-ft) 10-Year 24 Hour 3.43 ac-ft 10-Year 6 Hour 1.73 ac-ft Therefore, the additional 0.65 acre-feet (28,314 CF) from the 10-year 24 hour storm must be detained prior to outleting the proposed development. The project proposes an underground detention system. ADS Model MC- 3500 measuring 139.24’ in length and 64.35’ in width has a storage capacity of 29,034 cf (0.67 ac-ft). D. CONCLUSION: These analyses and calculations confirm that the proposed storm drain system is adequate to transport the drainage to the underground detention basins and the required storage is provided. Additionally, protection of onsite structures will be maintained for the 100-year storm event. II. REFERENCES 1. Hydrology Manual, Riverside County Flood Control and Water Conservation District, April 1978. 2. Advanced Engineering Software (AES) RATSCX, 2003 3. Water Surface Pressure Gradient for Windows (WSPGW), 2005. III. APPENDICES East Lake Specific Plan 2-16 Figure 2-1 Land Use Plan EXISTING CONDITION RATIONAL METHOD 10-YEAR HYDROLOGY ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2012 Advanced Engineering Software (aes) (Rational Tabling Version 19.0) Release Date: 06/01/2012 License ID 1557 Analysis prepared by: Wilson Mikami Corporation 3 Peters Canyon, Suite 10 Irvine CA 92606 949 679-0090 ************************** DESCRIPTION OF STUDY ************************** * COASTAL COMMUNITIES PROP. 18 AC SITE AT MISSION TRAIL * * EXISTING CONDITION 10-YEAR HYDROLOGY * * BY KAM 030622 * ************************************************************************** FILE NAME: EX-CC18.DAT TIME/DATE OF STUDY: 16:29 03/06/2022 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.320 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.980 100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.540 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.500 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.4809628 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.4792280 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1-HOUR INTENSITY(INCH/HOUR) = 0.990 SLOPE OF INTENSITY DURATION CURVE = 0.4810 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *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.* **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 280.00 UPSTREAM ELEVATION(FEET) = 1280.00 DOWNSTREAM ELEVATION(FEET) = 1274.00 ELEVATION DIFFERENCE(FEET) = 6.00 TC = 0.709*[( 280.00**3)/( 6.00)]**.2 = 14.573 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.955 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5860 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.41 TOTAL AREA(ACRES) = 2.10 TOTAL RUNOFF(CFS) = 2.41 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1274.00 DOWNSTREAM(FEET) = 1266.40 CHANNEL LENGTH THRU SUBAREA(FEET) = 1570.00 CHANNEL SLOPE = 0.0048 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 99.000 MANNING'S FACTOR = 0.032 MAXIMUM DEPTH(FEET) = 2.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.136 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4682 SOIL CLASSIFICATION IS "B" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.54 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 0.86 AVERAGE FLOW DEPTH(FEET) = 0.28 TRAVEL TIME(MIN.) = 30.50 Tc(MIN.) = 45.07 SUBAREA AREA(ACRES) = 14.60 SUBAREA RUNOFF(CFS) = 7.76 TOTAL AREA(ACRES) = 16.7 PEAK FLOW RATE(CFS) = 10.17 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.33 FLOW VELOCITY(FEET/SEC.) = 0.97 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 1850.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 16.7 TC(MIN.) = 45.07 PEAK FLOW RATE(CFS) = 10.17 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS EXISTING CONDITION RATIONAL METHOD 100-YEAR HYDROLOGY ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2012 Advanced Engineering Software (aes) (Rational Tabling Version 19.0) Release Date: 06/01/2012 License ID 1557 Analysis prepared by: Wilson Mikami Corporation 3 Peters Canyon, Suite 10 Irvine CA 92606 949 679-0090 ************************** DESCRIPTION OF STUDY ************************** * COASTAL COMMUNITIES PROP. 18 AC SITE AT MISSION TRAIL * * EXISTING CONDITION 100-YEAR HYDROLOGY * * BY KAM 030622 * ************************************************************************** FILE NAME: EX-CC18.DAT TIME/DATE OF STUDY: 19:53 03/06/2022 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.320 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.980 100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.540 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.500 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.4809628 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.4792280 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.500 SLOPE OF INTENSITY DURATION CURVE = 0.4792 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *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.* **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 280.00 UPSTREAM ELEVATION(FEET) = 1280.00 DOWNSTREAM ELEVATION(FEET) = 1274.00 ELEVATION DIFFERENCE(FEET) = 6.00 TC = 0.709*[( 280.00**3)/( 6.00)]**.2 = 14.573 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.955 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6645 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 4.12 TOTAL AREA(ACRES) = 2.10 TOTAL RUNOFF(CFS) = 4.12 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1274.00 DOWNSTREAM(FEET) = 1266.40 CHANNEL LENGTH THRU SUBAREA(FEET) = 1570.00 CHANNEL SLOPE = 0.0048 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 99.000 MANNING'S FACTOR = 0.032 MAXIMUM DEPTH(FEET) = 2.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.806 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5696 SOIL CLASSIFICATION IS "B" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.00 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.00 AVERAGE FLOW DEPTH(FEET) = 0.35 TRAVEL TIME(MIN.) = 26.15 Tc(MIN.) = 40.72 SUBAREA AREA(ACRES) = 14.60 SUBAREA RUNOFF(CFS) = 15.02 TOTAL AREA(ACRES) = 16.7 PEAK FLOW RATE(CFS) = 19.14 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.41 FLOW VELOCITY(FEET/SEC.) = 1.12 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 1850.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 16.7 TC(MIN.) = 40.72 PEAK FLOW RATE(CFS) = 19.14 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS EXISTING CONDITION HYDROLOGY MAP WILSON MIKAMI CORPORATION PROPOSED CONDITION RATIONAL METHOD 10-YEAR HYDROLOGY ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2012 Advanced Engineering Software (aes) (Rational Tabling Version 19.0) Release Date: 06/01/2012 License ID 1557 Analysis prepared by: Wilson Mikami Corporation 3 Peters Canyon, Suite 10 Irvine CA 92606 949 679-0090 ************************** DESCRIPTION OF STUDY ************************** * COASTAL COMMUNITIES 18 AC SITE AT MISSION TRAIL * * PROPOSED HYDROLOGY - RATIONAL METHOD 10-YEAR * * BY KAM 030622 * ************************************************************************** FILE NAME: PR-CC18.DAT TIME/DATE OF STUDY: 12:23 03/06/2022 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.320 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.980 100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.540 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.500 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.4809628 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.4792280 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1-HOUR INTENSITY(INCH/HOUR) = 0.990 SLOPE OF INTENSITY DURATION CURVE = 0.4810 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *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.* **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 223.00 UPSTREAM ELEVATION(FEET) = 1273.30 DOWNSTREAM ELEVATION(FEET) = 1271.40 ELEVATION DIFFERENCE(FEET) = 1.90 TC = 0.359*[( 223.00**3)/( 1.90)]**.2 = 8.102 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.593 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8094 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.84 TOTAL AREA(ACRES) = 0.40 TOTAL RUNOFF(CFS) = 0.84 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.593 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8094 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.05 TOTAL AREA(ACRES) = 0.9 TOTAL RUNOFF(CFS) = 1.89 TC(MIN.) = 8.10 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1268.50 DOWNSTREAM(FEET) = 1267.90 FLOW LENGTH(FEET) = 129.00 MANNING'S N = 0.010 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.05 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.89 PIPE TRAVEL TIME(MIN.) = 0.53 Tc(MIN.) = 8.63 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 352.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.515 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8074 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.81 TOTAL AREA(ACRES) = 1.3 TOTAL RUNOFF(CFS) = 2.70 TC(MIN.) = 8.63 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1267.90 DOWNSTREAM(FEET) = 1267.10 FLOW LENGTH(FEET) = 152.00 MANNING'S N = 0.010 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.69 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.70 PIPE TRAVEL TIME(MIN.) = 0.54 Tc(MIN.) = 9.17 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 504.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.443 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8054 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.59 TOTAL AREA(ACRES) = 1.6 TOTAL RUNOFF(CFS) = 3.29 TC(MIN.) = 9.17 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.443 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8054 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.79 TOTAL AREA(ACRES) = 2.0 TOTAL RUNOFF(CFS) = 4.08 TC(MIN.) = 9.17 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1267.10 DOWNSTREAM(FEET) = 1266.80 FLOW LENGTH(FEET) = 52.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.46 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.08 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 9.37 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 556.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.418 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8728 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.63 TOTAL AREA(ACRES) = 2.3 TOTAL RUNOFF(CFS) = 4.71 TC(MIN.) = 9.37 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.418 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8728 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.63 TOTAL AREA(ACRES) = 2.6 TOTAL RUNOFF(CFS) = 5.34 TC(MIN.) = 9.37 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1266.80 DOWNSTREAM(FEET) = 1266.20 FLOW LENGTH(FEET) = 62.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.79 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.34 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 9.55 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 15.00 = 618.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.396 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8042 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.58 TOTAL AREA(ACRES) = 2.9 TOTAL RUNOFF(CFS) = 5.92 TC(MIN.) = 9.55 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.396 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8042 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.77 TOTAL AREA(ACRES) = 3.3 TOTAL RUNOFF(CFS) = 6.69 TC(MIN.) = 9.55 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1266.20 DOWNSTREAM(FEET) = 1265.60 FLOW LENGTH(FEET) = 122.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.61 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.69 PIPE TRAVEL TIME(MIN.) = 0.44 Tc(MIN.) = 9.99 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 16.00 = 740.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.345 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8027 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.38 TOTAL AREA(ACRES) = 3.5 TOTAL RUNOFF(CFS) = 7.07 TC(MIN.) = 9.99 **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.345 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8027 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.75 TOTAL AREA(ACRES) = 3.9 TOTAL RUNOFF(CFS) = 7.82 TC(MIN.) = 9.99 **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1265.60 DOWNSTREAM(FEET) = 1265.10 FLOW LENGTH(FEET) = 99.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.96 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.82 PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 10.32 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 17.00 = 839.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.308 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8017 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.74 TOTAL AREA(ACRES) = 4.3 TOTAL RUNOFF(CFS) = 8.56 TC(MIN.) = 10.32 **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 1.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1265.10 DOWNSTREAM(FEET) = 1264.60 FLOW LENGTH(FEET) = 121.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.64 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.56 PIPE TRAVEL TIME(MIN.) = 0.43 Tc(MIN.) = 10.75 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 1.00 = 960.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.263 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8003 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.72 TOTAL AREA(ACRES) = 4.7 TOTAL RUNOFF(CFS) = 9.29 TC(MIN.) = 10.75 **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 18.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1264.60 DOWNSTREAM(FEET) = 1264.50 FLOW LENGTH(FEET) = 43.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.81 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.29 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 10.94 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 18.00 = 1003.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 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.) = 10.94 RAINFALL INTENSITY(INCH/HR) = 2.24 TOTAL STREAM AREA(ACRES) = 4.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.29 **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 198.00 UPSTREAM ELEVATION(FEET) = 1271.10 DOWNSTREAM ELEVATION(FEET) = 1269.90 ELEVATION DIFFERENCE(FEET) = 1.20 TC = 0.359*[( 198.00**3)/( 1.20)]**.2 = 8.270 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.567 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8087 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.83 TOTAL AREA(ACRES) = 0.40 TOTAL RUNOFF(CFS) = 0.83 **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1265.50 DOWNSTREAM(FEET) = 1265.30 FLOW LENGTH(FEET) = 28.00 MANNING'S N = 0.010 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.72 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.83 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 8.40 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 23.00 = 226.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.549 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8082 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.82 TOTAL AREA(ACRES) = 0.8 TOTAL RUNOFF(CFS) = 1.65 TC(MIN.) = 8.40 **************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1265.30 DOWNSTREAM(FEET) = 1264.70 FLOW LENGTH(FEET) = 117.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.35 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.65 PIPE TRAVEL TIME(MIN.) = 0.58 Tc(MIN.) = 8.98 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 24.00 = 343.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.468 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8061 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.80 TOTAL AREA(ACRES) = 1.2 TOTAL RUNOFF(CFS) = 2.45 TC(MIN.) = 8.98 **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.468 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8061 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.60 TOTAL AREA(ACRES) = 1.5 TOTAL RUNOFF(CFS) = 3.05 TC(MIN.) = 8.98 **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 18.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1264.70 DOWNSTREAM(FEET) = 1264.50 FLOW LENGTH(FEET) = 44.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.78 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.05 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 9.17 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 18.00 = 387.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.17 RAINFALL INTENSITY(INCH/HR) = 2.44 TOTAL STREAM AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.05 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 9.29 10.94 2.244 4.70 2 3.05 9.17 2.443 1.50 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 10.83 9.17 2.443 2 12.09 10.94 2.244 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.09 Tc(MIN.) = 10.94 TOTAL AREA(ACRES) = 6.2 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 18.00 = 1003.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.244 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8714 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.78 TOTAL AREA(ACRES) = 6.6 TOTAL RUNOFF(CFS) = 12.87 TC(MIN.) = 10.94 **************************************************************************** FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1264.50 DOWNSTREAM(FEET) = 1264.40 FLOW LENGTH(FEET) = 10.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.18 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.87 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 10.97 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 19.00 = 1013.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.242 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8713 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.78 TOTAL AREA(ACRES) = 7.0 TOTAL RUNOFF(CFS) = 13.65 TC(MIN.) = 10.97 **************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.242 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6134 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 1.24 TOTAL AREA(ACRES) = 7.9 TOTAL RUNOFF(CFS) = 14.89 TC(MIN.) = 10.97 **************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1264.40 DOWNSTREAM(FEET) = 1263.60 FLOW LENGTH(FEET) = 162.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.62 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.89 PIPE TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 11.45 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 20.00 = 1175.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.196 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8709 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.76 TOTAL AREA(ACRES) = 8.3 TOTAL RUNOFF(CFS) = 15.65 TC(MIN.) = 11.45 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1263.60 DOWNSTREAM(FEET) = 1263.50 FLOW LENGTH(FEET) = 33.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.75 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.65 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 11.56 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 1208.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.56 RAINFALL INTENSITY(INCH/HR) = 2.19 TOTAL STREAM AREA(ACRES) = 8.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.65 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 218.00 UPSTREAM ELEVATION(FEET) = 1274.80 DOWNSTREAM ELEVATION(FEET) = 1272.90 ELEVATION DIFFERENCE(FEET) = 1.90 TC = 0.359*[( 218.00**3)/( 1.90)]**.2 = 7.992 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.610 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8098 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.06 TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 1.06 **************************************************************************** FLOW PROCESS FROM NODE 41.00 TO NODE 42.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1267.40 DOWNSTREAM(FEET) = 1266.50 FLOW LENGTH(FEET) = 152.00 MANNING'S N = 0.010 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.74 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.06 PIPE TRAVEL TIME(MIN.) = 0.68 Tc(MIN.) = 8.67 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 42.00 = 370.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 42.00 TO NODE 42.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.510 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8072 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.01 TOTAL AREA(ACRES) = 1.0 TOTAL RUNOFF(CFS) = 2.07 TC(MIN.) = 8.67 **************************************************************************** FLOW PROCESS FROM NODE 42.00 TO NODE 43.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1266.50 DOWNSTREAM(FEET) = 1266.00 FLOW LENGTH(FEET) = 110.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.41 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.07 PIPE TRAVEL TIME(MIN.) = 0.54 Tc(MIN.) = 9.21 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 43.00 = 480.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 43.00 TO NODE 43.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.438 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8730 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.64 TOTAL AREA(ACRES) = 1.3 TOTAL RUNOFF(CFS) = 2.71 TC(MIN.) = 9.21 **************************************************************************** FLOW PROCESS FROM NODE 43.00 TO NODE 43.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.438 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8053 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 0.98 TOTAL AREA(ACRES) = 1.8 TOTAL RUNOFF(CFS) = 3.69 TC(MIN.) = 9.21 **************************************************************************** FLOW PROCESS FROM NODE 43.00 TO NODE 44.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1266.00 DOWNSTREAM(FEET) = 1265.90 FLOW LENGTH(FEET) = 15.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.58 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.69 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 9.26 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 44.00 = 495.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 44.00 TO NODE 44.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.431 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8051 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.17 TOTAL AREA(ACRES) = 2.4 TOTAL RUNOFF(CFS) = 4.86 TC(MIN.) = 9.26 **************************************************************************** FLOW PROCESS FROM NODE 44.00 TO NODE 45.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1265.90 DOWNSTREAM(FEET) = 1265.60 FLOW LENGTH(FEET) = 65.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.26 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.86 PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 9.51 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 45.00 = 560.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.400 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8043 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.77 TOTAL AREA(ACRES) = 2.8 TOTAL RUNOFF(CFS) = 5.64 TC(MIN.) = 9.51 **************************************************************************** FLOW PROCESS FROM NODE 45.00 TO NODE 46.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1265.60 DOWNSTREAM(FEET) = 1265.30 FLOW LENGTH(FEET) = 61.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.50 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.64 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 9.74 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 46.00 = 621.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 46.00 TO NODE 46.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.373 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8035 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 0.95 TOTAL AREA(ACRES) = 3.3 TOTAL RUNOFF(CFS) = 6.59 TC(MIN.) = 9.74 **************************************************************************** FLOW PROCESS FROM NODE 46.00 TO NODE 47.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1265.30 DOWNSTREAM(FEET) = 1265.00 FLOW LENGTH(FEET) = 61.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.61 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.59 PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 9.96 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 47.00 = 682.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 47.00 TO NODE 47.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.348 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8028 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.75 TOTAL AREA(ACRES) = 3.7 TOTAL RUNOFF(CFS) = 7.34 TC(MIN.) = 9.96 **************************************************************************** FLOW PROCESS FROM NODE 47.00 TO NODE 48.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1265.00 DOWNSTREAM(FEET) = 1264.70 FLOW LENGTH(FEET) = 66.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.69 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.34 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 10.20 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 48.00 = 748.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 48.00 TO NODE 48.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.321 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8021 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 0.93 TOTAL AREA(ACRES) = 4.2 TOTAL RUNOFF(CFS) = 8.28 TC(MIN.) = 10.20 **************************************************************************** FLOW PROCESS FROM NODE 48.00 TO NODE 49.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1264.70 DOWNSTREAM(FEET) = 1264.40 FLOW LENGTH(FEET) = 56.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.13 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.28 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 10.38 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 49.00 = 804.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 49.00 TO NODE 49.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.302 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8015 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.74 TOTAL AREA(ACRES) = 4.6 TOTAL RUNOFF(CFS) = 9.01 TC(MIN.) = 10.38 **************************************************************************** FLOW PROCESS FROM NODE 49.00 TO NODE 50.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1264.40 DOWNSTREAM(FEET) = 1264.10 FLOW LENGTH(FEET) = 71.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.72 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.01 PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 10.63 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 50.00 = 875.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.276 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8007 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 0.91 TOTAL AREA(ACRES) = 5.1 TOTAL RUNOFF(CFS) = 9.92 TC(MIN.) = 10.63 **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 30.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1264.10 DOWNSTREAM(FEET) = 1263.50 FLOW LENGTH(FEET) = 111.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.32 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.92 PIPE TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) = 10.98 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 30.00 = 986.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.98 RAINFALL INTENSITY(INCH/HR) = 2.24 TOTAL STREAM AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.92 **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 61.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 206.00 UPSTREAM ELEVATION(FEET) = 1270.80 DOWNSTREAM ELEVATION(FEET) = 1269.30 ELEVATION DIFFERENCE(FEET) = 1.50 TC = 0.359*[( 206.00**3)/( 1.50)]**.2 = 8.099 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.593 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8094 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.63 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 0.63 **************************************************************************** FLOW PROCESS FROM NODE 61.00 TO NODE 61.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.593 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8094 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.05 TOTAL AREA(ACRES) = 0.8 TOTAL RUNOFF(CFS) = 1.68 TC(MIN.) = 8.10 **************************************************************************** FLOW PROCESS FROM NODE 61.00 TO NODE 62.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1266.30 DOWNSTREAM(FEET) = 1265.50 FLOW LENGTH(FEET) = 142.00 MANNING'S N = 0.010 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.19 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.68 PIPE TRAVEL TIME(MIN.) = 0.56 Tc(MIN.) = 8.66 LONGEST FLOWPATH FROM NODE 60.00 TO NODE 62.00 = 348.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 62.00 TO NODE 62.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.511 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8073 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.01 TOTAL AREA(ACRES) = 1.3 TOTAL RUNOFF(CFS) = 2.69 TC(MIN.) = 8.66 **************************************************************************** FLOW PROCESS FROM NODE 62.00 TO NODE 63.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1265.50 DOWNSTREAM(FEET) = 1265.40 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.79 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.69 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 8.75 LONGEST FLOWPATH FROM NODE 60.00 TO NODE 63.00 = 368.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 63.00 TO NODE 63.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.498 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8069 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 1.41 TOTAL AREA(ACRES) = 2.0 TOTAL RUNOFF(CFS) = 4.10 TC(MIN.) = 8.75 **************************************************************************** FLOW PROCESS FROM NODE 63.00 TO NODE 64.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1265.40 DOWNSTREAM(FEET) = 1265.10 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.22 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.10 PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 8.99 LONGEST FLOWPATH FROM NODE 60.00 TO NODE 64.00 = 428.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 64.00 TO NODE 64.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.467 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8732 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.43 TOTAL AREA(ACRES) = 2.2 TOTAL RUNOFF(CFS) = 4.53 TC(MIN.) = 8.99 **************************************************************************** FLOW PROCESS FROM NODE 64.00 TO NODE 64.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.467 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8732 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.43 TOTAL AREA(ACRES) = 2.4 TOTAL RUNOFF(CFS) = 4.97 TC(MIN.) = 8.99 **************************************************************************** FLOW PROCESS FROM NODE 64.00 TO NODE 65.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1265.10 DOWNSTREAM(FEET) = 1264.70 FLOW LENGTH(FEET) = 32.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.25 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.97 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 9.07 LONGEST FLOWPATH FROM NODE 60.00 TO NODE 65.00 = 460.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 65.00 TO NODE 65.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.455 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8058 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 0.99 TOTAL AREA(ACRES) = 2.9 TOTAL RUNOFF(CFS) = 5.95 TC(MIN.) = 9.07 **************************************************************************** FLOW PROCESS FROM NODE 65.00 TO NODE 66.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1264.70 DOWNSTREAM(FEET) = 1264.00 FLOW LENGTH(FEET) = 148.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.47 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.95 PIPE TRAVEL TIME(MIN.) = 0.55 Tc(MIN.) = 9.63 LONGEST FLOWPATH FROM NODE 60.00 TO NODE 66.00 = 608.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 66.00 TO NODE 66.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.387 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8039 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 0.96 TOTAL AREA(ACRES) = 3.4 TOTAL RUNOFF(CFS) = 6.91 TC(MIN.) = 9.63 **************************************************************************** FLOW PROCESS FROM NODE 66.00 TO NODE 30.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1264.00 DOWNSTREAM(FEET) = 1263.50 FLOW LENGTH(FEET) = 87.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.96 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.91 PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 9.92 LONGEST FLOWPATH FROM NODE 60.00 TO NODE 30.00 = 695.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 9.92 RAINFALL INTENSITY(INCH/HR) = 2.35 TOTAL STREAM AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.91 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 15.65 11.56 2.185 8.30 2 9.92 10.98 2.241 5.10 3 6.91 9.92 2.353 3.40 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 29.31 9.92 2.353 2 31.37 10.98 2.241 3 31.75 11.56 2.185 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 31.75 Tc(MIN.) = 11.56 TOTAL AREA(ACRES) = 16.8 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 1208.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1263.50 DOWNSTREAM(FEET) = 1263.30 FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.57 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 31.75 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 11.68 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 31.00 = 1253.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.175 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8707 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 0.95 TOTAL AREA(ACRES) = 17.3 TOTAL RUNOFF(CFS) = 32.70 TC(MIN.) = 11.68 **************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.175 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8707 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.57 TOTAL AREA(ACRES) = 17.6 TOTAL RUNOFF(CFS) = 33.27 TC(MIN.) = 11.68 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 17.6 TC(MIN.) = 11.68 PEAK FLOW RATE(CFS) = 33.27 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS PROPOSED CONDITION RATIONAL METHOD 100-YEAR HYDROLOGY ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2012 Advanced Engineering Software (aes) (Rational Tabling Version 19.0) Release Date: 06/01/2012 License ID 1557 Analysis prepared by: Wilson Mikami Corporation 3 Peters Canyon, Suite 10 Irvine CA 92606 949 679-0090 ************************** DESCRIPTION OF STUDY ************************** * COASTAL COMMUNITIES 18 AC SITE AT MISSION TRAIL * * PROPOSED HYDROLOGY - RATIONAL METHOD 100-YEAR * * BY KAM 030622 * ************************************************************************** FILE NAME: PR-CC18.DAT TIME/DATE OF STUDY: 12:39 03/06/2022 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.320 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.980 100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.540 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.500 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.4809628 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.4792280 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.500 SLOPE OF INTENSITY DURATION CURVE = 0.4792 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *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.* **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 223.00 UPSTREAM ELEVATION(FEET) = 1273.30 DOWNSTREAM ELEVATION(FEET) = 1271.40 ELEVATION DIFFERENCE(FEET) = 1.90 TC = 0.359*[( 223.00**3)/( 1.90)]**.2 = 8.102 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.916 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8335 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.31 TOTAL AREA(ACRES) = 0.40 TOTAL RUNOFF(CFS) = 1.31 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.916 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8335 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.63 TOTAL AREA(ACRES) = 0.9 TOTAL RUNOFF(CFS) = 2.94 TC(MIN.) = 8.10 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1268.50 DOWNSTREAM(FEET) = 1267.90 FLOW LENGTH(FEET) = 129.00 MANNING'S N = 0.010 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.59 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.94 PIPE TRAVEL TIME(MIN.) = 0.47 Tc(MIN.) = 8.57 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 352.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.812 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8321 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.27 TOTAL AREA(ACRES) = 1.3 TOTAL RUNOFF(CFS) = 4.21 TC(MIN.) = 8.57 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1267.90 DOWNSTREAM(FEET) = 1267.10 FLOW LENGTH(FEET) = 152.00 MANNING'S N = 0.010 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.28 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.21 PIPE TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 9.05 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 504.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.713 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8307 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.93 TOTAL AREA(ACRES) = 1.6 TOTAL RUNOFF(CFS) = 5.13 TC(MIN.) = 9.05 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.713 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8307 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.23 TOTAL AREA(ACRES) = 2.0 TOTAL RUNOFF(CFS) = 6.37 TC(MIN.) = 9.05 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1267.10 DOWNSTREAM(FEET) = 1266.80 FLOW LENGTH(FEET) = 52.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.91 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.37 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 9.23 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 556.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.679 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8801 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.97 TOTAL AREA(ACRES) = 2.3 TOTAL RUNOFF(CFS) = 7.34 TC(MIN.) = 9.23 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.679 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8801 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.97 TOTAL AREA(ACRES) = 2.6 TOTAL RUNOFF(CFS) = 8.31 TC(MIN.) = 9.23 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1266.80 DOWNSTREAM(FEET) = 1266.20 FLOW LENGTH(FEET) = 62.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.37 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.31 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 9.39 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 15.00 = 618.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.649 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8297 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.91 TOTAL AREA(ACRES) = 2.9 TOTAL RUNOFF(CFS) = 9.22 TC(MIN.) = 9.39 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.649 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8297 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.21 TOTAL AREA(ACRES) = 3.3 TOTAL RUNOFF(CFS) = 10.43 TC(MIN.) = 9.39 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1266.20 DOWNSTREAM(FEET) = 1265.60 FLOW LENGTH(FEET) = 122.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.13 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.43 PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 9.79 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 16.00 = 740.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.577 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8286 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.59 TOTAL AREA(ACRES) = 3.5 TOTAL RUNOFF(CFS) = 11.02 TC(MIN.) = 9.79 **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.577 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8286 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.19 TOTAL AREA(ACRES) = 3.9 TOTAL RUNOFF(CFS) = 12.21 TC(MIN.) = 9.79 **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1265.60 DOWNSTREAM(FEET) = 1265.10 FLOW LENGTH(FEET) = 99.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.52 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.21 PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 10.08 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 17.00 = 839.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.526 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8278 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.17 TOTAL AREA(ACRES) = 4.3 TOTAL RUNOFF(CFS) = 13.37 TC(MIN.) = 10.08 **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 1.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1265.10 DOWNSTREAM(FEET) = 1264.60 FLOW LENGTH(FEET) = 121.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.13 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.37 PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 10.48 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 1.00 = 960.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.462 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8268 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.14 TOTAL AREA(ACRES) = 4.7 TOTAL RUNOFF(CFS) = 14.52 TC(MIN.) = 10.48 **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 18.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1264.60 DOWNSTREAM(FEET) = 1264.50 FLOW LENGTH(FEET) = 43.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 22.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.17 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.52 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 10.65 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 18.00 = 1003.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 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.) = 10.65 RAINFALL INTENSITY(INCH/HR) = 3.43 TOTAL STREAM AREA(ACRES) = 4.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.52 **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 198.00 UPSTREAM ELEVATION(FEET) = 1271.10 DOWNSTREAM ELEVATION(FEET) = 1269.90 ELEVATION DIFFERENCE(FEET) = 1.20 TC = 0.359*[( 198.00**3)/( 1.20)]**.2 = 8.270 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.877 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8330 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.29 TOTAL AREA(ACRES) = 0.40 TOTAL RUNOFF(CFS) = 1.29 **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1265.50 DOWNSTREAM(FEET) = 1265.30 FLOW LENGTH(FEET) = 28.00 MANNING'S N = 0.010 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.24 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.29 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 8.38 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 23.00 = 226.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.853 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8327 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.28 TOTAL AREA(ACRES) = 0.8 TOTAL RUNOFF(CFS) = 2.58 TC(MIN.) = 8.38 **************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1265.30 DOWNSTREAM(FEET) = 1264.70 FLOW LENGTH(FEET) = 117.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.78 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.58 PIPE TRAVEL TIME(MIN.) = 0.52 Tc(MIN.) = 8.90 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 24.00 = 343.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.744 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8311 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.24 TOTAL AREA(ACRES) = 1.2 TOTAL RUNOFF(CFS) = 3.82 TC(MIN.) = 8.90 **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.744 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8311 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.93 TOTAL AREA(ACRES) = 1.5 TOTAL RUNOFF(CFS) = 4.75 TC(MIN.) = 8.90 **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 18.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1264.70 DOWNSTREAM(FEET) = 1264.50 FLOW LENGTH(FEET) = 44.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.21 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.75 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 9.07 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 18.00 = 387.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.07 RAINFALL INTENSITY(INCH/HR) = 3.71 TOTAL STREAM AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.75 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 14.52 10.65 3.435 4.70 2 4.75 9.07 3.710 1.50 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 17.12 9.07 3.710 2 18.92 10.65 3.435 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 18.92 Tc(MIN.) = 10.65 TOTAL AREA(ACRES) = 6.2 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 18.00 = 1003.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.435 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8790 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.21 TOTAL AREA(ACRES) = 6.6 TOTAL RUNOFF(CFS) = 20.13 TC(MIN.) = 10.65 **************************************************************************** FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1264.50 DOWNSTREAM(FEET) = 1264.40 FLOW LENGTH(FEET) = 10.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.95 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.13 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 10.67 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 19.00 = 1013.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.432 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8790 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.21 TOTAL AREA(ACRES) = 7.0 TOTAL RUNOFF(CFS) = 21.33 TC(MIN.) = 10.67 **************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.432 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6895 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 2.13 TOTAL AREA(ACRES) = 7.9 TOTAL RUNOFF(CFS) = 23.46 TC(MIN.) = 10.67 **************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1264.40 DOWNSTREAM(FEET) = 1263.60 FLOW LENGTH(FEET) = 162.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.41 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 23.46 PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 11.09 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 20.00 = 1175.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.369 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8786 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.18 TOTAL AREA(ACRES) = 8.3 TOTAL RUNOFF(CFS) = 24.65 TC(MIN.) = 11.09 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1263.60 DOWNSTREAM(FEET) = 1263.50 FLOW LENGTH(FEET) = 33.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.38 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 24.65 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 11.19 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 1208.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.19 RAINFALL INTENSITY(INCH/HR) = 3.35 TOTAL STREAM AREA(ACRES) = 8.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 24.65 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 218.00 UPSTREAM ELEVATION(FEET) = 1274.80 DOWNSTREAM ELEVATION(FEET) = 1272.90 ELEVATION DIFFERENCE(FEET) = 1.90 TC = 0.359*[( 218.00**3)/( 1.90)]**.2 = 7.992 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.941 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8339 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.64 TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 1.64 **************************************************************************** FLOW PROCESS FROM NODE 41.00 TO NODE 42.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1267.40 DOWNSTREAM(FEET) = 1266.50 FLOW LENGTH(FEET) = 152.00 MANNING'S N = 0.010 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.25 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.64 PIPE TRAVEL TIME(MIN.) = 0.60 Tc(MIN.) = 8.59 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 42.00 = 370.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 42.00 TO NODE 42.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.808 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8320 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.58 TOTAL AREA(ACRES) = 1.0 TOTAL RUNOFF(CFS) = 3.23 TC(MIN.) = 8.59 **************************************************************************** FLOW PROCESS FROM NODE 42.00 TO NODE 43.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1266.50 DOWNSTREAM(FEET) = 1266.00 FLOW LENGTH(FEET) = 110.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.84 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.23 PIPE TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 9.07 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 43.00 = 480.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 43.00 TO NODE 43.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.710 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8802 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.98 TOTAL AREA(ACRES) = 1.3 TOTAL RUNOFF(CFS) = 4.21 TC(MIN.) = 9.07 **************************************************************************** FLOW PROCESS FROM NODE 43.00 TO NODE 43.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.710 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8306 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.54 TOTAL AREA(ACRES) = 1.8 TOTAL RUNOFF(CFS) = 5.75 TC(MIN.) = 9.07 **************************************************************************** FLOW PROCESS FROM NODE 43.00 TO NODE 44.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1266.00 DOWNSTREAM(FEET) = 1265.90 FLOW LENGTH(FEET) = 15.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.10 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.75 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 9.11 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 44.00 = 495.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 44.00 TO NODE 44.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.701 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8305 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.84 TOTAL AREA(ACRES) = 2.4 TOTAL RUNOFF(CFS) = 7.59 TC(MIN.) = 9.11 **************************************************************************** FLOW PROCESS FROM NODE 44.00 TO NODE 45.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1265.90 DOWNSTREAM(FEET) = 1265.60 FLOW LENGTH(FEET) = 65.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.75 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.59 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 9.34 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 45.00 = 560.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.657 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8299 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.21 TOTAL AREA(ACRES) = 2.8 TOTAL RUNOFF(CFS) = 8.81 TC(MIN.) = 9.34 **************************************************************************** FLOW PROCESS FROM NODE 45.00 TO NODE 46.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1265.60 DOWNSTREAM(FEET) = 1265.30 FLOW LENGTH(FEET) = 61.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.02 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.81 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 9.54 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 46.00 = 621.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 46.00 TO NODE 46.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.620 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8293 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.50 TOTAL AREA(ACRES) = 3.3 TOTAL RUNOFF(CFS) = 10.31 TC(MIN.) = 9.54 **************************************************************************** FLOW PROCESS FROM NODE 46.00 TO NODE 47.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1265.30 DOWNSTREAM(FEET) = 1265.00 FLOW LENGTH(FEET) = 61.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.13 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.31 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 9.74 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 47.00 = 682.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 47.00 TO NODE 47.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.584 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8288 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.19 TOTAL AREA(ACRES) = 3.7 TOTAL RUNOFF(CFS) = 11.50 TC(MIN.) = 9.74 **************************************************************************** FLOW PROCESS FROM NODE 47.00 TO NODE 48.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1265.00 DOWNSTREAM(FEET) = 1264.70 FLOW LENGTH(FEET) = 66.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.22 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.50 PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 9.95 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 48.00 = 748.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 48.00 TO NODE 48.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.548 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8282 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.47 TOTAL AREA(ACRES) = 4.2 TOTAL RUNOFF(CFS) = 12.96 TC(MIN.) = 9.95 **************************************************************************** FLOW PROCESS FROM NODE 48.00 TO NODE 49.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1264.70 DOWNSTREAM(FEET) = 1264.40 FLOW LENGTH(FEET) = 56.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.71 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.96 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 10.12 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 49.00 = 804.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 49.00 TO NODE 49.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.520 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8278 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.17 TOTAL AREA(ACRES) = 4.6 TOTAL RUNOFF(CFS) = 14.13 TC(MIN.) = 10.12 **************************************************************************** FLOW PROCESS FROM NODE 49.00 TO NODE 50.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1264.40 DOWNSTREAM(FEET) = 1264.10 FLOW LENGTH(FEET) = 71.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 19.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.20 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.13 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 10.34 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 50.00 = 875.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.483 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8272 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.44 TOTAL AREA(ACRES) = 5.1 TOTAL RUNOFF(CFS) = 15.57 TC(MIN.) = 10.34 **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 30.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1264.10 DOWNSTREAM(FEET) = 1263.50 FLOW LENGTH(FEET) = 111.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.88 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.57 PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 10.66 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 30.00 = 986.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.66 RAINFALL INTENSITY(INCH/HR) = 3.43 TOTAL STREAM AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.57 **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 61.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 206.00 UPSTREAM ELEVATION(FEET) = 1270.80 DOWNSTREAM ELEVATION(FEET) = 1269.30 ELEVATION DIFFERENCE(FEET) = 1.50 TC = 0.359*[( 206.00**3)/( 1.50)]**.2 = 8.099 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.916 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8335 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.98 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 0.98 **************************************************************************** FLOW PROCESS FROM NODE 61.00 TO NODE 61.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.916 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8335 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.63 TOTAL AREA(ACRES) = 0.8 TOTAL RUNOFF(CFS) = 2.61 TC(MIN.) = 8.10 **************************************************************************** FLOW PROCESS FROM NODE 61.00 TO NODE 62.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1266.30 DOWNSTREAM(FEET) = 1265.50 FLOW LENGTH(FEET) = 142.00 MANNING'S N = 0.010 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.76 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.61 PIPE TRAVEL TIME(MIN.) = 0.50 Tc(MIN.) = 8.60 LONGEST FLOWPATH FROM NODE 60.00 TO NODE 62.00 = 348.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 62.00 TO NODE 62.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.806 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8320 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.58 TOTAL AREA(ACRES) = 1.3 TOTAL RUNOFF(CFS) = 4.19 TC(MIN.) = 8.60 **************************************************************************** FLOW PROCESS FROM NODE 62.00 TO NODE 63.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1265.50 DOWNSTREAM(FEET) = 1265.40 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.25 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.19 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 8.68 LONGEST FLOWPATH FROM NODE 60.00 TO NODE 63.00 = 368.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 63.00 TO NODE 63.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.790 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8318 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 2.21 TOTAL AREA(ACRES) = 2.0 TOTAL RUNOFF(CFS) = 6.40 TC(MIN.) = 8.68 **************************************************************************** FLOW PROCESS FROM NODE 63.00 TO NODE 64.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1265.40 DOWNSTREAM(FEET) = 1265.10 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.63 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.40 PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 8.89 LONGEST FLOWPATH FROM NODE 60.00 TO NODE 64.00 = 428.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 64.00 TO NODE 64.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.745 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8803 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.66 TOTAL AREA(ACRES) = 2.2 TOTAL RUNOFF(CFS) = 7.06 TC(MIN.) = 8.89 **************************************************************************** FLOW PROCESS FROM NODE 64.00 TO NODE 64.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.745 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8803 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.66 TOTAL AREA(ACRES) = 2.4 TOTAL RUNOFF(CFS) = 7.72 TC(MIN.) = 8.89 **************************************************************************** FLOW PROCESS FROM NODE 64.00 TO NODE 65.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1265.10 DOWNSTREAM(FEET) = 1264.70 FLOW LENGTH(FEET) = 32.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.95 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.72 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 8.97 LONGEST FLOWPATH FROM NODE 60.00 TO NODE 65.00 = 460.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 65.00 TO NODE 65.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.730 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8309 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.55 TOTAL AREA(ACRES) = 2.9 TOTAL RUNOFF(CFS) = 9.27 TC(MIN.) = 8.97 **************************************************************************** FLOW PROCESS FROM NODE 65.00 TO NODE 66.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1264.70 DOWNSTREAM(FEET) = 1264.00 FLOW LENGTH(FEET) = 148.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.98 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.27 PIPE TRAVEL TIME(MIN.) = 0.50 Tc(MIN.) = 9.46 LONGEST FLOWPATH FROM NODE 60.00 TO NODE 66.00 = 608.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 66.00 TO NODE 66.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.635 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8295 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.51 TOTAL AREA(ACRES) = 3.4 TOTAL RUNOFF(CFS) = 10.78 TC(MIN.) = 9.46 **************************************************************************** FLOW PROCESS FROM NODE 66.00 TO NODE 30.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1264.00 DOWNSTREAM(FEET) = 1263.50 FLOW LENGTH(FEET) = 87.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.52 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.78 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 9.73 LONGEST FLOWPATH FROM NODE 60.00 TO NODE 30.00 = 695.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 9.73 RAINFALL INTENSITY(INCH/HR) = 3.59 TOTAL STREAM AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.78 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 24.65 11.19 3.354 8.30 2 15.57 10.66 3.433 5.10 3 10.78 9.73 3.587 3.40 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 46.40 9.73 3.587 2 49.36 10.66 3.433 3 49.93 11.19 3.354 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 49.93 Tc(MIN.) = 11.19 TOTAL AREA(ACRES) = 16.8 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 1208.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1263.50 DOWNSTREAM(FEET) = 1263.30 FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 29.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.35 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 49.93 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 11.30 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 31.00 = 1253.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.339 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8785 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.47 TOTAL AREA(ACRES) = 17.3 TOTAL RUNOFF(CFS) = 51.40 TC(MIN.) = 11.30 **************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.339 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8785 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.88 TOTAL AREA(ACRES) = 17.6 TOTAL RUNOFF(CFS) = 52.28 TC(MIN.) = 11.30 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 17.6 TC(MIN.) = 11.30 PEAK FLOW RATE(CFS) = 52.28 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS PROPOSED CONDITION HYDROLOGY MAP PARK WILSON MIKAMI CORPORATION UNIT HYDROGRAPH EXISTING CONDITION U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 03/07/22 File: ex18mt610.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4002 --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- 18 AC SITE AT MISSION TRAIL EXISTING CONDITION 10-YEAR 6 HOUR STORM EVENT UNIT HYDROGRAPH -------------------------------------------------------------------- Drainage Area = 16.70(Ac.) = 0.026 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 16.70(Ac.) = 0.026 Sq. Mi. USER Entry of lag time in hours Lag time = 0.450 Hr. Lag time = 27.00 Min. 25% of lag time = 6.75 Min. 40% of lag time = 10.80 Min. Unit time = 5.00 Min. Duration of storm = 6 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 16.70 1.40 23.38 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 16.70 3.50 58.45 STORM EVENT (YEAR) = 10.00 Area Averaged 2-Year Rainfall = 1.400(In) Area Averaged 100-Year Rainfall = 3.500(In) Point rain (area averaged) = 2.264(In) Areal adjustment factor = 99.99 % Adjusted average point rain = 2.264(In) Sub-Area Data: Area(Ac.) Runoff Index Impervious % 16.700 86.00 0.000 Total Area Entered = 16.70(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 86.0 86.0 0.176 0.000 0.176 1.000 0.176 Sum (F) = 0.176 Area averaged mean soil loss (F) (In/Hr) = 0.176 Minimum soil loss rate ((In/Hr)) = 0.088 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.900 --------------------------------------------------------------------- U n i t H y d r o g r a p h VALLEY S-Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 18.519 1.627 0.274 2 0.167 37.037 4.520 0.761 3 0.250 55.556 7.793 1.312 4 0.333 74.074 11.090 1.867 5 0.417 92.593 12.970 2.183 6 0.500 111.111 12.688 2.136 7 0.583 129.630 9.313 1.567 8 0.667 148.148 6.353 1.069 9 0.750 166.667 4.667 0.786 10 0.833 185.185 3.374 0.568 11 0.917 203.704 2.772 0.466 12 1.000 222.222 2.388 0.402 13 1.083 240.741 2.088 0.351 14 1.167 259.259 1.828 0.308 15 1.250 277.778 1.654 0.278 16 1.333 296.296 1.440 0.242 17 1.417 314.815 1.262 0.212 18 1.500 333.333 1.116 0.188 19 1.583 351.852 1.110 0.187 20 1.667 370.370 0.935 0.157 21 1.750 388.889 0.815 0.137 22 1.833 407.407 0.797 0.134 23 1.917 425.926 0.633 0.106 24 2.000 444.444 0.593 0.100 25 2.083 462.963 0.584 0.098 26 2.167 481.481 0.557 0.094 27 2.250 500.000 0.556 0.094 28 2.333 518.519 0.481 0.081 29 2.417 537.037 0.407 0.069 30 2.500 555.556 0.404 0.068 31 2.583 574.074 0.351 0.059 32 2.667 592.593 0.333 0.056 33 2.750 611.111 0.320 0.054 34 2.833 629.630 0.265 0.045 35 2.917 648.148 0.259 0.044 36 3.000 666.667 0.229 0.039 37 3.083 685.185 0.186 0.031 38 3.167 703.704 0.185 0.031 39 3.250 722.222 0.185 0.031 40 3.333 740.741 0.185 0.031 41 3.417 759.259 0.185 0.031 42 3.500 777.778 0.185 0.031 43 3.583 796.296 0.185 0.031 44 3.667 814.815 0.130 0.022 Sum = 100.000 Sum= 16.830 ----------------------------------------------------------------------- Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr) 1 0.08 0.50 0.136 0.176 0.122 0.01 2 0.17 0.60 0.163 0.176 0.147 0.02 3 0.25 0.60 0.163 0.176 0.147 0.02 4 0.33 0.60 0.163 0.176 0.147 0.02 5 0.42 0.60 0.163 0.176 0.147 0.02 6 0.50 0.70 0.190 0.176 --- 0.01 7 0.58 0.70 0.190 0.176 --- 0.01 8 0.67 0.70 0.190 0.176 --- 0.01 9 0.75 0.70 0.190 0.176 --- 0.01 10 0.83 0.70 0.190 0.176 --- 0.01 11 0.92 0.70 0.190 0.176 --- 0.01 12 1.00 0.80 0.217 0.176 --- 0.04 13 1.08 0.80 0.217 0.176 --- 0.04 14 1.17 0.80 0.217 0.176 --- 0.04 15 1.25 0.80 0.217 0.176 --- 0.04 16 1.33 0.80 0.217 0.176 --- 0.04 17 1.42 0.80 0.217 0.176 --- 0.04 18 1.50 0.80 0.217 0.176 --- 0.04 19 1.58 0.80 0.217 0.176 --- 0.04 20 1.67 0.80 0.217 0.176 --- 0.04 21 1.75 0.80 0.217 0.176 --- 0.04 22 1.83 0.80 0.217 0.176 --- 0.04 23 1.92 0.80 0.217 0.176 --- 0.04 24 2.00 0.90 0.244 0.176 --- 0.07 25 2.08 0.80 0.217 0.176 --- 0.04 26 2.17 0.90 0.244 0.176 --- 0.07 27 2.25 0.90 0.244 0.176 --- 0.07 28 2.33 0.90 0.244 0.176 --- 0.07 29 2.42 0.90 0.244 0.176 --- 0.07 30 2.50 0.90 0.244 0.176 --- 0.07 31 2.58 0.90 0.244 0.176 --- 0.07 32 2.67 0.90 0.244 0.176 --- 0.07 33 2.75 1.00 0.272 0.176 --- 0.10 34 2.83 1.00 0.272 0.176 --- 0.10 35 2.92 1.00 0.272 0.176 --- 0.10 36 3.00 1.00 0.272 0.176 --- 0.10 37 3.08 1.00 0.272 0.176 --- 0.10 38 3.17 1.10 0.299 0.176 --- 0.12 39 3.25 1.10 0.299 0.176 --- 0.12 40 3.33 1.10 0.299 0.176 --- 0.12 41 3.42 1.20 0.326 0.176 --- 0.15 42 3.50 1.30 0.353 0.176 --- 0.18 43 3.58 1.40 0.380 0.176 --- 0.20 44 3.67 1.40 0.380 0.176 --- 0.20 45 3.75 1.50 0.407 0.176 --- 0.23 46 3.83 1.50 0.407 0.176 --- 0.23 47 3.92 1.60 0.435 0.176 --- 0.26 48 4.00 1.60 0.435 0.176 --- 0.26 49 4.08 1.70 0.462 0.176 --- 0.29 50 4.17 1.80 0.489 0.176 --- 0.31 51 4.25 1.90 0.516 0.176 --- 0.34 52 4.33 2.00 0.543 0.176 --- 0.37 53 4.42 2.10 0.570 0.176 --- 0.39 54 4.50 2.10 0.570 0.176 --- 0.39 55 4.58 2.20 0.598 0.176 --- 0.42 56 4.67 2.30 0.625 0.176 --- 0.45 57 4.75 2.40 0.652 0.176 --- 0.48 58 4.83 2.40 0.652 0.176 --- 0.48 59 4.92 2.50 0.679 0.176 --- 0.50 60 5.00 2.60 0.706 0.176 --- 0.53 61 5.08 3.10 0.842 0.176 --- 0.67 62 5.17 3.60 0.978 0.176 --- 0.80 63 5.25 3.90 1.059 0.176 --- 0.88 64 5.33 4.20 1.141 0.176 --- 0.97 65 5.42 4.70 1.277 0.176 --- 1.10 66 5.50 5.60 1.521 0.176 --- 1.35 67 5.58 1.90 0.516 0.176 --- 0.34 68 5.67 0.90 0.244 0.176 --- 0.07 69 5.75 0.60 0.163 0.176 0.147 0.02 70 5.83 0.50 0.136 0.176 0.122 0.01 71 5.92 0.30 0.081 0.176 0.073 0.01 72 6.00 0.20 0.054 0.176 0.049 0.01 Sum = 100.0 Sum = 15.0 Flood volume = Effective rainfall 1.25(In) times area 16.7(Ac.)/[(In)/(Ft.)] = 1.7(Ac.Ft) Total soil loss = 1.01(In) Total soil loss = 1.411(Ac.Ft) Total rainfall = 2.26(In) Flood volume = 75790.9 Cubic Feet Total soil loss = 61444.5 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 12.174(CFS) -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 6 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 5.0 10.0 15.0 20.0 ----------------------------------------------------------------------- 0+ 5 0.0000 0.00 Q | | | | 0+10 0.0001 0.01 Q | | | | 0+15 0.0004 0.03 Q | | | | 0+20 0.0008 0.06 Q | | | | 0+25 0.0015 0.10 Q | | | | 0+30 0.0024 0.13 Q | | | | 0+35 0.0035 0.16 Q | | | | 0+40 0.0047 0.18 Q | | | | 0+45 0.0060 0.19 Q | | | | 0+50 0.0073 0.19 Q | | | | 0+55 0.0086 0.20 Q | | | | 1+ 0 0.0101 0.21 Q | | | | 1+ 5 0.0117 0.23 Q | | | | 1+10 0.0135 0.27 Q | | | | 1+15 0.0158 0.33 Q | | | | 1+20 0.0184 0.39 Q | | | | 1+25 0.0215 0.45 Q | | | | 1+30 0.0249 0.49 Q | | | | 1+35 0.0286 0.53 VQ | | | | 1+40 0.0323 0.55 VQ | | | | 1+45 0.0363 0.57 VQ | | | | 1+50 0.0403 0.58 VQ | | | | 1+55 0.0443 0.59 |Q | | | | 2+ 0 0.0486 0.61 |Q | | | | 2+ 5 0.0529 0.63 |Q | | | | 2+10 0.0575 0.67 |Q | | | | 2+15 0.0624 0.71 |Q | | | | 2+20 0.0676 0.76 |Q | | | | 2+25 0.0733 0.82 |Q | | | | 2+30 0.0792 0.87 |Q | | | | 2+35 0.0855 0.92 |Q | | | | 2+40 0.0921 0.96 |QV | | | | 2+45 0.0989 0.99 |QV | | | | 2+50 0.1061 1.03 | Q | | | | 2+55 0.1135 1.09 | Q | | | | 3+ 0 0.1215 1.15 | Q | | | | 3+ 5 0.1299 1.22 | Q | | | | 3+10 0.1388 1.30 | QV | | | | 3+15 0.1483 1.37 | QV | | | | 3+20 0.1583 1.45 | QV | | | | 3+25 0.1688 1.53 | Q | | | | 3+30 0.1802 1.65 | QV | | | | 3+35 0.1925 1.79 | QV | | | | 3+40 0.2059 1.95 | QV | | | | 3+45 0.2207 2.15 | QV | | | | 3+50 0.2371 2.37 | QV | | | | 3+55 0.2550 2.60 | Q | | | | 4+ 0 0.2745 2.83 | QV | | | | 4+ 5 0.2954 3.04 | Q | | | | 4+10 0.3179 3.26 | QV | | | | 4+15 0.3420 3.50 | QV | | | | 4+20 0.3678 3.75 | QV | | | | 4+25 0.3956 4.04 | QV| | | | 4+30 0.4256 4.35 | QV| | | | 4+35 0.4577 4.67 | QV | | | 4+40 0.4921 5.00 | Q|V | | | 4+45 0.5287 5.32 | Q V | | | 4+50 0.5676 5.64 | |Q V | | | 4+55 0.6086 5.95 | |Q V | | | 5+ 0 0.6518 6.27 | | Q V | | | 5+ 5 0.6974 6.63 | | Q V | | | 5+10 0.7461 7.07 | | Q V | | | 5+15 0.7988 7.65 | | Q V | | | 5+20 0.8568 8.42 | | Q V| | | 5+25 0.9215 9.39 | | Q |V | | 5+30 0.9942 10.57 | | |QV | | 5+35 1.0743 11.62 | | | QV | | 5+40 1.1581 12.17 | | | Q V | | 5+45 1.2410 12.03 | | | Q V | | 5+50 1.3172 11.06 | | | Q V | 5+55 1.3818 9.39 | | Q | |V | 6+ 0 1.4326 7.36 | | Q | | V | 6+ 5 1.4717 5.69 | |Q | | V | 6+10 1.5030 4.53 | Q| | | V | 6+15 1.5287 3.73 | Q | | | V | 6+20 1.5507 3.20 | Q | | | V | 6+25 1.5699 2.80 | Q | | | V | 6+30 1.5870 2.47 | Q | | | V | 6+35 1.6022 2.20 | Q | | | V | 6+40 1.6158 1.97 | Q | | | V | 6+45 1.6279 1.77 | Q | | | V | 6+50 1.6389 1.59 | Q | | | V | 6+55 1.6489 1.44 | Q | | | V | 7+ 0 1.6579 1.32 | Q | | | V | 7+ 5 1.6661 1.19 | Q | | | V | 7+10 1.6735 1.07 | Q | | | V | 7+15 1.6803 0.98 |Q | | | V | 7+20 1.6864 0.89 |Q | | | V | 7+25 1.6921 0.83 |Q | | | V | 7+30 1.6974 0.77 |Q | | | V| 7+35 1.7023 0.71 |Q | | | V| 7+40 1.7068 0.65 |Q | | | V| 7+45 1.7108 0.59 |Q | | | V| 7+50 1.7145 0.53 |Q | | | V| 7+55 1.7178 0.48 Q | | | V| 8+ 0 1.7208 0.44 Q | | | V| 8+ 5 1.7235 0.39 Q | | | V| 8+10 1.7259 0.36 Q | | | V| 8+15 1.7281 0.32 Q | | | V| 8+20 1.7301 0.28 Q | | | V| 8+25 1.7318 0.25 Q | | | V| 8+30 1.7334 0.23 Q | | | V| 8+35 1.7348 0.21 Q | | | V| 8+40 1.7361 0.19 Q | | | V| 8+45 1.7372 0.17 Q | | | V| 8+50 1.7382 0.14 Q | | | V| 8+55 1.7390 0.11 Q | | | V| 9+ 0 1.7395 0.08 Q | | | V| 9+ 5 1.7398 0.04 Q | | | V| 9+10 1.7399 0.01 Q | | | V| 9+15 1.7399 0.00 Q | | | V| 9+20 1.7399 0.00 Q | | | V| 9+25 1.7399 0.00 Q | | | V| 9+30 1.7399 0.00 Q | | | V| 9+35 1.7399 0.00 Q | | | V ----------------------------------------------------------------------- U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 03/07/22 File: EXMT242410.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4002 --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- 18 AC SITE AT MISSION TRAIL EXISTING CONDITION 10 YEAR 24-HOUR STORM EVENT UNIT HYDROGRAPH -------------------------------------------------------------------- Drainage Area = 16.70(Ac.) = 0.026 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 16.70(Ac.) = 0.026 Sq. Mi. USER Entry of lag time in hours Lag time = 0.450 Hr. Lag time = 27.00 Min. 25% of lag time = 6.75 Min. 40% of lag time = 10.80 Min. Unit time = 5.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 16.70 2.50 41.75 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 16.70 7.50 125.25 STORM EVENT (YEAR) = 10.00 Area Averaged 2-Year Rainfall = 2.500(In) Area Averaged 100-Year Rainfall = 7.500(In) Point rain (area averaged) = 4.557(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 4.557(In) Sub-Area Data: Area(Ac.) Runoff Index Impervious % 16.700 86.00 0.000 Total Area Entered = 16.70(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 86.0 86.0 0.176 0.000 0.176 1.000 0.176 Sum (F) = 0.176 Area averaged mean soil loss (F) (In/Hr) = 0.176 Minimum soil loss rate ((In/Hr)) = 0.088 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.900 --------------------------------------------------------------------- U n i t H y d r o g r a p h VALLEY S-Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 18.519 1.627 0.274 2 0.167 37.037 4.520 0.761 3 0.250 55.556 7.793 1.312 4 0.333 74.074 11.090 1.867 5 0.417 92.593 12.970 2.183 6 0.500 111.111 12.688 2.136 7 0.583 129.630 9.313 1.567 8 0.667 148.148 6.353 1.069 9 0.750 166.667 4.667 0.786 10 0.833 185.185 3.374 0.568 11 0.917 203.704 2.772 0.466 12 1.000 222.222 2.388 0.402 13 1.083 240.741 2.088 0.351 14 1.167 259.259 1.828 0.308 15 1.250 277.778 1.654 0.278 16 1.333 296.296 1.440 0.242 17 1.417 314.815 1.262 0.212 18 1.500 333.333 1.116 0.188 19 1.583 351.852 1.110 0.187 20 1.667 370.370 0.935 0.157 21 1.750 388.889 0.815 0.137 22 1.833 407.407 0.797 0.134 23 1.917 425.926 0.633 0.106 24 2.000 444.444 0.593 0.100 25 2.083 462.963 0.584 0.098 26 2.167 481.481 0.557 0.094 27 2.250 500.000 0.556 0.094 28 2.333 518.519 0.481 0.081 29 2.417 537.037 0.407 0.069 30 2.500 555.556 0.404 0.068 31 2.583 574.074 0.351 0.059 32 2.667 592.593 0.333 0.056 33 2.750 611.111 0.320 0.054 34 2.833 629.630 0.265 0.045 35 2.917 648.148 0.259 0.044 36 3.000 666.667 0.229 0.039 37 3.083 685.185 0.186 0.031 38 3.167 703.704 0.185 0.031 39 3.250 722.222 0.185 0.031 40 3.333 740.741 0.185 0.031 41 3.417 759.259 0.185 0.031 42 3.500 777.778 0.185 0.031 43 3.583 796.296 0.185 0.031 44 3.667 814.815 0.130 0.022 Sum = 100.000 Sum= 16.830 ----------------------------------------------------------------------- Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr) 1 0.08 0.07 0.036 0.311 0.033 0.00 2 0.17 0.07 0.036 0.310 0.033 0.00 3 0.25 0.07 0.036 0.309 0.033 0.00 4 0.33 0.10 0.055 0.308 0.049 0.01 5 0.42 0.10 0.055 0.306 0.049 0.01 6 0.50 0.10 0.055 0.305 0.049 0.01 7 0.58 0.10 0.055 0.304 0.049 0.01 8 0.67 0.10 0.055 0.303 0.049 0.01 9 0.75 0.10 0.055 0.302 0.049 0.01 10 0.83 0.13 0.073 0.301 0.066 0.01 11 0.92 0.13 0.073 0.299 0.066 0.01 12 1.00 0.13 0.073 0.298 0.066 0.01 13 1.08 0.10 0.055 0.297 0.049 0.01 14 1.17 0.10 0.055 0.296 0.049 0.01 15 1.25 0.10 0.055 0.295 0.049 0.01 16 1.33 0.10 0.055 0.293 0.049 0.01 17 1.42 0.10 0.055 0.292 0.049 0.01 18 1.50 0.10 0.055 0.291 0.049 0.01 19 1.58 0.10 0.055 0.290 0.049 0.01 20 1.67 0.10 0.055 0.289 0.049 0.01 21 1.75 0.10 0.055 0.288 0.049 0.01 22 1.83 0.13 0.073 0.287 0.066 0.01 23 1.92 0.13 0.073 0.285 0.066 0.01 24 2.00 0.13 0.073 0.284 0.066 0.01 25 2.08 0.13 0.073 0.283 0.066 0.01 26 2.17 0.13 0.073 0.282 0.066 0.01 27 2.25 0.13 0.073 0.281 0.066 0.01 28 2.33 0.13 0.073 0.280 0.066 0.01 29 2.42 0.13 0.073 0.278 0.066 0.01 30 2.50 0.13 0.073 0.277 0.066 0.01 31 2.58 0.17 0.091 0.276 0.082 0.01 32 2.67 0.17 0.091 0.275 0.082 0.01 33 2.75 0.17 0.091 0.274 0.082 0.01 34 2.83 0.17 0.091 0.273 0.082 0.01 35 2.92 0.17 0.091 0.272 0.082 0.01 36 3.00 0.17 0.091 0.271 0.082 0.01 37 3.08 0.17 0.091 0.269 0.082 0.01 38 3.17 0.17 0.091 0.268 0.082 0.01 39 3.25 0.17 0.091 0.267 0.082 0.01 40 3.33 0.17 0.091 0.266 0.082 0.01 41 3.42 0.17 0.091 0.265 0.082 0.01 42 3.50 0.17 0.091 0.264 0.082 0.01 43 3.58 0.17 0.091 0.263 0.082 0.01 44 3.67 0.17 0.091 0.262 0.082 0.01 45 3.75 0.17 0.091 0.261 0.082 0.01 46 3.83 0.20 0.109 0.259 0.098 0.01 47 3.92 0.20 0.109 0.258 0.098 0.01 48 4.00 0.20 0.109 0.257 0.098 0.01 49 4.08 0.20 0.109 0.256 0.098 0.01 50 4.17 0.20 0.109 0.255 0.098 0.01 51 4.25 0.20 0.109 0.254 0.098 0.01 52 4.33 0.23 0.128 0.253 0.115 0.01 53 4.42 0.23 0.128 0.252 0.115 0.01 54 4.50 0.23 0.128 0.251 0.115 0.01 55 4.58 0.23 0.128 0.250 0.115 0.01 56 4.67 0.23 0.128 0.249 0.115 0.01 57 4.75 0.23 0.128 0.248 0.115 0.01 58 4.83 0.27 0.146 0.246 0.131 0.01 59 4.92 0.27 0.146 0.245 0.131 0.01 60 5.00 0.27 0.146 0.244 0.131 0.01 61 5.08 0.20 0.109 0.243 0.098 0.01 62 5.17 0.20 0.109 0.242 0.098 0.01 63 5.25 0.20 0.109 0.241 0.098 0.01 64 5.33 0.23 0.128 0.240 0.115 0.01 65 5.42 0.23 0.128 0.239 0.115 0.01 66 5.50 0.23 0.128 0.238 0.115 0.01 67 5.58 0.27 0.146 0.237 0.131 0.01 68 5.67 0.27 0.146 0.236 0.131 0.01 69 5.75 0.27 0.146 0.235 0.131 0.01 70 5.83 0.27 0.146 0.234 0.131 0.01 71 5.92 0.27 0.146 0.233 0.131 0.01 72 6.00 0.27 0.146 0.232 0.131 0.01 73 6.08 0.30 0.164 0.231 0.148 0.02 74 6.17 0.30 0.164 0.230 0.148 0.02 75 6.25 0.30 0.164 0.229 0.148 0.02 76 6.33 0.30 0.164 0.228 0.148 0.02 77 6.42 0.30 0.164 0.227 0.148 0.02 78 6.50 0.30 0.164 0.226 0.148 0.02 79 6.58 0.33 0.182 0.225 0.164 0.02 80 6.67 0.33 0.182 0.224 0.164 0.02 81 6.75 0.33 0.182 0.223 0.164 0.02 82 6.83 0.33 0.182 0.222 0.164 0.02 83 6.92 0.33 0.182 0.221 0.164 0.02 84 7.00 0.33 0.182 0.220 0.164 0.02 85 7.08 0.33 0.182 0.219 0.164 0.02 86 7.17 0.33 0.182 0.218 0.164 0.02 87 7.25 0.33 0.182 0.217 0.164 0.02 88 7.33 0.37 0.201 0.216 0.180 0.02 89 7.42 0.37 0.201 0.215 0.180 0.02 90 7.50 0.37 0.201 0.214 0.180 0.02 91 7.58 0.40 0.219 0.213 --- 0.01 92 7.67 0.40 0.219 0.212 --- 0.01 93 7.75 0.40 0.219 0.211 --- 0.01 94 7.83 0.43 0.237 0.210 --- 0.03 95 7.92 0.43 0.237 0.209 --- 0.03 96 8.00 0.43 0.237 0.208 --- 0.03 97 8.08 0.50 0.273 0.207 --- 0.07 98 8.17 0.50 0.273 0.206 --- 0.07 99 8.25 0.50 0.273 0.205 --- 0.07 100 8.33 0.50 0.273 0.204 --- 0.07 101 8.42 0.50 0.273 0.203 --- 0.07 102 8.50 0.50 0.273 0.202 --- 0.07 103 8.58 0.53 0.292 0.201 --- 0.09 104 8.67 0.53 0.292 0.200 --- 0.09 105 8.75 0.53 0.292 0.199 --- 0.09 106 8.83 0.57 0.310 0.198 --- 0.11 107 8.92 0.57 0.310 0.197 --- 0.11 108 9.00 0.57 0.310 0.196 --- 0.11 109 9.08 0.63 0.346 0.195 --- 0.15 110 9.17 0.63 0.346 0.195 --- 0.15 111 9.25 0.63 0.346 0.194 --- 0.15 112 9.33 0.67 0.365 0.193 --- 0.17 113 9.42 0.67 0.365 0.192 --- 0.17 114 9.50 0.67 0.365 0.191 --- 0.17 115 9.58 0.70 0.383 0.190 --- 0.19 116 9.67 0.70 0.383 0.189 --- 0.19 117 9.75 0.70 0.383 0.188 --- 0.19 118 9.83 0.73 0.401 0.187 --- 0.21 119 9.92 0.73 0.401 0.186 --- 0.21 120 10.00 0.73 0.401 0.185 --- 0.22 121 10.08 0.50 0.273 0.185 --- 0.09 122 10.17 0.50 0.273 0.184 --- 0.09 123 10.25 0.50 0.273 0.183 --- 0.09 124 10.33 0.50 0.273 0.182 --- 0.09 125 10.42 0.50 0.273 0.181 --- 0.09 126 10.50 0.50 0.273 0.180 --- 0.09 127 10.58 0.67 0.365 0.179 --- 0.19 128 10.67 0.67 0.365 0.178 --- 0.19 129 10.75 0.67 0.365 0.177 --- 0.19 130 10.83 0.67 0.365 0.177 --- 0.19 131 10.92 0.67 0.365 0.176 --- 0.19 132 11.00 0.67 0.365 0.175 --- 0.19 133 11.08 0.63 0.346 0.174 --- 0.17 134 11.17 0.63 0.346 0.173 --- 0.17 135 11.25 0.63 0.346 0.172 --- 0.17 136 11.33 0.63 0.346 0.171 --- 0.17 137 11.42 0.63 0.346 0.171 --- 0.18 138 11.50 0.63 0.346 0.170 --- 0.18 139 11.58 0.57 0.310 0.169 --- 0.14 140 11.67 0.57 0.310 0.168 --- 0.14 141 11.75 0.57 0.310 0.167 --- 0.14 142 11.83 0.60 0.328 0.166 --- 0.16 143 11.92 0.60 0.328 0.166 --- 0.16 144 12.00 0.60 0.328 0.165 --- 0.16 145 12.08 0.83 0.456 0.164 --- 0.29 146 12.17 0.83 0.456 0.163 --- 0.29 147 12.25 0.83 0.456 0.162 --- 0.29 148 12.33 0.87 0.474 0.161 --- 0.31 149 12.42 0.87 0.474 0.161 --- 0.31 150 12.50 0.87 0.474 0.160 --- 0.31 151 12.58 0.93 0.510 0.159 --- 0.35 152 12.67 0.93 0.510 0.158 --- 0.35 153 12.75 0.93 0.510 0.157 --- 0.35 154 12.83 0.97 0.529 0.157 --- 0.37 155 12.92 0.97 0.529 0.156 --- 0.37 156 13.00 0.97 0.529 0.155 --- 0.37 157 13.08 1.13 0.620 0.154 --- 0.47 158 13.17 1.13 0.620 0.154 --- 0.47 159 13.25 1.13 0.620 0.153 --- 0.47 160 13.33 1.13 0.620 0.152 --- 0.47 161 13.42 1.13 0.620 0.151 --- 0.47 162 13.50 1.13 0.620 0.150 --- 0.47 163 13.58 0.77 0.419 0.150 --- 0.27 164 13.67 0.77 0.419 0.149 --- 0.27 165 13.75 0.77 0.419 0.148 --- 0.27 166 13.83 0.77 0.419 0.147 --- 0.27 167 13.92 0.77 0.419 0.147 --- 0.27 168 14.00 0.77 0.419 0.146 --- 0.27 169 14.08 0.90 0.492 0.145 --- 0.35 170 14.17 0.90 0.492 0.144 --- 0.35 171 14.25 0.90 0.492 0.144 --- 0.35 172 14.33 0.87 0.474 0.143 --- 0.33 173 14.42 0.87 0.474 0.142 --- 0.33 174 14.50 0.87 0.474 0.141 --- 0.33 175 14.58 0.87 0.474 0.141 --- 0.33 176 14.67 0.87 0.474 0.140 --- 0.33 177 14.75 0.87 0.474 0.139 --- 0.33 178 14.83 0.83 0.456 0.139 --- 0.32 179 14.92 0.83 0.456 0.138 --- 0.32 180 15.00 0.83 0.456 0.137 --- 0.32 181 15.08 0.80 0.437 0.136 --- 0.30 182 15.17 0.80 0.437 0.136 --- 0.30 183 15.25 0.80 0.437 0.135 --- 0.30 184 15.33 0.77 0.419 0.134 --- 0.28 185 15.42 0.77 0.419 0.134 --- 0.29 186 15.50 0.77 0.419 0.133 --- 0.29 187 15.58 0.63 0.346 0.132 --- 0.21 188 15.67 0.63 0.346 0.132 --- 0.21 189 15.75 0.63 0.346 0.131 --- 0.22 190 15.83 0.63 0.346 0.130 --- 0.22 191 15.92 0.63 0.346 0.130 --- 0.22 192 16.00 0.63 0.346 0.129 --- 0.22 193 16.08 0.13 0.073 0.128 0.066 0.01 194 16.17 0.13 0.073 0.128 0.066 0.01 195 16.25 0.13 0.073 0.127 0.066 0.01 196 16.33 0.13 0.073 0.126 0.066 0.01 197 16.42 0.13 0.073 0.126 0.066 0.01 198 16.50 0.13 0.073 0.125 0.066 0.01 199 16.58 0.10 0.055 0.124 0.049 0.01 200 16.67 0.10 0.055 0.124 0.049 0.01 201 16.75 0.10 0.055 0.123 0.049 0.01 202 16.83 0.10 0.055 0.123 0.049 0.01 203 16.92 0.10 0.055 0.122 0.049 0.01 204 17.00 0.10 0.055 0.121 0.049 0.01 205 17.08 0.17 0.091 0.121 0.082 0.01 206 17.17 0.17 0.091 0.120 0.082 0.01 207 17.25 0.17 0.091 0.119 0.082 0.01 208 17.33 0.17 0.091 0.119 0.082 0.01 209 17.42 0.17 0.091 0.118 0.082 0.01 210 17.50 0.17 0.091 0.118 0.082 0.01 211 17.58 0.17 0.091 0.117 0.082 0.01 212 17.67 0.17 0.091 0.117 0.082 0.01 213 17.75 0.17 0.091 0.116 0.082 0.01 214 17.83 0.13 0.073 0.115 0.066 0.01 215 17.92 0.13 0.073 0.115 0.066 0.01 216 18.00 0.13 0.073 0.114 0.066 0.01 217 18.08 0.13 0.073 0.114 0.066 0.01 218 18.17 0.13 0.073 0.113 0.066 0.01 219 18.25 0.13 0.073 0.113 0.066 0.01 220 18.33 0.13 0.073 0.112 0.066 0.01 221 18.42 0.13 0.073 0.111 0.066 0.01 222 18.50 0.13 0.073 0.111 0.066 0.01 223 18.58 0.10 0.055 0.110 0.049 0.01 224 18.67 0.10 0.055 0.110 0.049 0.01 225 18.75 0.10 0.055 0.109 0.049 0.01 226 18.83 0.07 0.036 0.109 0.033 0.00 227 18.92 0.07 0.036 0.108 0.033 0.00 228 19.00 0.07 0.036 0.108 0.033 0.00 229 19.08 0.10 0.055 0.107 0.049 0.01 230 19.17 0.10 0.055 0.107 0.049 0.01 231 19.25 0.10 0.055 0.106 0.049 0.01 232 19.33 0.13 0.073 0.106 0.066 0.01 233 19.42 0.13 0.073 0.105 0.066 0.01 234 19.50 0.13 0.073 0.105 0.066 0.01 235 19.58 0.10 0.055 0.104 0.049 0.01 236 19.67 0.10 0.055 0.104 0.049 0.01 237 19.75 0.10 0.055 0.103 0.049 0.01 238 19.83 0.07 0.036 0.103 0.033 0.00 239 19.92 0.07 0.036 0.102 0.033 0.00 240 20.00 0.07 0.036 0.102 0.033 0.00 241 20.08 0.10 0.055 0.102 0.049 0.01 242 20.17 0.10 0.055 0.101 0.049 0.01 243 20.25 0.10 0.055 0.101 0.049 0.01 244 20.33 0.10 0.055 0.100 0.049 0.01 245 20.42 0.10 0.055 0.100 0.049 0.01 246 20.50 0.10 0.055 0.099 0.049 0.01 247 20.58 0.10 0.055 0.099 0.049 0.01 248 20.67 0.10 0.055 0.099 0.049 0.01 249 20.75 0.10 0.055 0.098 0.049 0.01 250 20.83 0.07 0.036 0.098 0.033 0.00 251 20.92 0.07 0.036 0.097 0.033 0.00 252 21.00 0.07 0.036 0.097 0.033 0.00 253 21.08 0.10 0.055 0.097 0.049 0.01 254 21.17 0.10 0.055 0.096 0.049 0.01 255 21.25 0.10 0.055 0.096 0.049 0.01 256 21.33 0.07 0.036 0.095 0.033 0.00 257 21.42 0.07 0.036 0.095 0.033 0.00 258 21.50 0.07 0.036 0.095 0.033 0.00 259 21.58 0.10 0.055 0.094 0.049 0.01 260 21.67 0.10 0.055 0.094 0.049 0.01 261 21.75 0.10 0.055 0.094 0.049 0.01 262 21.83 0.07 0.036 0.093 0.033 0.00 263 21.92 0.07 0.036 0.093 0.033 0.00 264 22.00 0.07 0.036 0.093 0.033 0.00 265 22.08 0.10 0.055 0.092 0.049 0.01 266 22.17 0.10 0.055 0.092 0.049 0.01 267 22.25 0.10 0.055 0.092 0.049 0.01 268 22.33 0.07 0.036 0.092 0.033 0.00 269 22.42 0.07 0.036 0.091 0.033 0.00 270 22.50 0.07 0.036 0.091 0.033 0.00 271 22.58 0.07 0.036 0.091 0.033 0.00 272 22.67 0.07 0.036 0.090 0.033 0.00 273 22.75 0.07 0.036 0.090 0.033 0.00 274 22.83 0.07 0.036 0.090 0.033 0.00 275 22.92 0.07 0.036 0.090 0.033 0.00 276 23.00 0.07 0.036 0.090 0.033 0.00 277 23.08 0.07 0.036 0.089 0.033 0.00 278 23.17 0.07 0.036 0.089 0.033 0.00 279 23.25 0.07 0.036 0.089 0.033 0.00 280 23.33 0.07 0.036 0.089 0.033 0.00 281 23.42 0.07 0.036 0.089 0.033 0.00 282 23.50 0.07 0.036 0.088 0.033 0.00 283 23.58 0.07 0.036 0.088 0.033 0.00 284 23.67 0.07 0.036 0.088 0.033 0.00 285 23.75 0.07 0.036 0.088 0.033 0.00 286 23.83 0.07 0.036 0.088 0.033 0.00 287 23.92 0.07 0.036 0.088 0.033 0.00 288 24.00 0.07 0.036 0.088 0.033 0.00 Sum = 100.0 Sum = 23.9 Flood volume = Effective rainfall 2.00(In) times area 16.7(Ac.)/[(In)/(Ft.)] = 2.8(Ac.Ft) Total soil loss = 2.56(In) Total soil loss = 3.565(Ac.Ft) Total rainfall = 4.56(In) Flood volume = 120969.1 Cubic Feet Total soil loss = 155274.3 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 6.697(CFS) -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0000 0.00 Q | | | | 0+10 0.0000 0.00 Q | | | | 0+15 0.0001 0.01 Q | | | | 0+20 0.0002 0.02 Q | | | | 0+25 0.0004 0.03 Q | | | | 0+30 0.0006 0.04 Q | | | | 0+35 0.0009 0.04 Q | | | | 0+40 0.0013 0.05 Q | | | | 0+45 0.0017 0.06 Q | | | | 0+50 0.0021 0.06 Q | | | | 0+55 0.0026 0.07 Q | | | | 1+ 0 0.0031 0.07 Q | | | | 1+ 5 0.0037 0.08 Q | | | | 1+10 0.0043 0.08 Q | | | | 1+15 0.0049 0.09 Q | | | | 1+20 0.0055 0.09 Q | | | | 1+25 0.0061 0.09 Q | | | | 1+30 0.0067 0.09 Q | | | | 1+35 0.0073 0.09 Q | | | | 1+40 0.0079 0.09 Q | | | | 1+45 0.0085 0.09 Q | | | | 1+50 0.0091 0.09 Q | | | | 1+55 0.0097 0.09 Q | | | | 2+ 0 0.0103 0.09 Q | | | | 2+ 5 0.0110 0.10 Q | | | | 2+10 0.0117 0.10 Q | | | | 2+15 0.0124 0.10 Q | | | | 2+20 0.0131 0.11 Q | | | | 2+25 0.0139 0.11 Q | | | | 2+30 0.0146 0.11 Q | | | | 2+35 0.0154 0.11 Q | | | | 2+40 0.0162 0.12 Q | | | | 2+45 0.0170 0.12 Q | | | | 2+50 0.0179 0.12 Q | | | | 2+55 0.0188 0.13 Q | | | | 3+ 0 0.0197 0.13 Q | | | | 3+ 5 0.0206 0.14 Q | | | | 3+10 0.0216 0.14 Q | | | | 3+15 0.0226 0.14 Q | | | | 3+20 0.0235 0.14 Q | | | | 3+25 0.0245 0.14 Q | | | | 3+30 0.0255 0.14 Q | | | | 3+35 0.0265 0.15 Q | | | | 3+40 0.0275 0.15 Q | | | | 3+45 0.0285 0.15 Q | | | | 3+50 0.0296 0.15 Q | | | | 3+55 0.0306 0.15 Q | | | | 4+ 0 0.0316 0.15 Q | | | | 4+ 5 0.0327 0.16 Q | | | | 4+10 0.0338 0.16 Q | | | | 4+15 0.0350 0.17 Q | | | | 4+20 0.0361 0.17 Q | | | | 4+25 0.0373 0.17 Q | | | | 4+30 0.0386 0.18 Q | | | | 4+35 0.0398 0.18 Q | | | | 4+40 0.0411 0.19 Q | | | | 4+45 0.0424 0.19 Q | | | | 4+50 0.0438 0.20 Q | | | | 4+55 0.0451 0.20 Q | | | | 5+ 0 0.0466 0.20 Q | | | | 5+ 5 0.0480 0.21 Q | | | | 5+10 0.0494 0.21 Q | | | | 5+15 0.0509 0.21 Q | | | | 5+20 0.0523 0.21 Q | | | | 5+25 0.0538 0.21 Q | | | | 5+30 0.0551 0.20 Q | | | | 5+35 0.0565 0.20 Q | | | | 5+40 0.0580 0.21 Q | | | | 5+45 0.0594 0.21 Q | | | | 5+50 0.0609 0.22 Q | | | | 5+55 0.0624 0.22 Q | | | | 6+ 0 0.0640 0.23 Q | | | | 6+ 5 0.0655 0.23 Q | | | | 6+10 0.0671 0.23 Q | | | | 6+15 0.0688 0.24 Q | | | | 6+20 0.0704 0.24 QV | | | | 6+25 0.0722 0.25 QV | | | | 6+30 0.0739 0.25 |Q | | | | 6+35 0.0757 0.26 |Q | | | | 6+40 0.0775 0.26 |Q | | | | 6+45 0.0793 0.27 |Q | | | | 6+50 0.0811 0.27 |Q | | | | 6+55 0.0830 0.28 |Q | | | | 7+ 0 0.0850 0.28 |Q | | | | 7+ 5 0.0869 0.29 |Q | | | | 7+10 0.0889 0.29 |Q | | | | 7+15 0.0909 0.29 |Q | | | | 7+20 0.0929 0.29 |Q | | | | 7+25 0.0950 0.30 |Q | | | | 7+30 0.0970 0.30 |Q | | | | 7+35 0.0991 0.30 |Q | | | | 7+40 0.1011 0.29 |Q | | | | 7+45 0.1031 0.28 |Q | | | | 7+50 0.1049 0.27 |Q | | | | 7+55 0.1067 0.26 |Q | | | | 8+ 0 0.1085 0.26 |Q | | | | 8+ 5 0.1105 0.29 |Q | | | | 8+10 0.1129 0.36 |Q | | | | 8+15 0.1160 0.44 |Q | | | | 8+20 0.1197 0.54 |VQ | | | | 8+25 0.1242 0.65 |VQ | | | | 8+30 0.1294 0.75 |V Q | | | | 8+35 0.1351 0.83 |V Q | | | | 8+40 0.1413 0.90 | VQ | | | | 8+45 0.1480 0.97 | VQ | | | | 8+50 0.1553 1.05 | V Q | | | | 8+55 0.1631 1.14 | V Q | | | | 9+ 0 0.1716 1.23 | V Q | | | | 9+ 5 0.1808 1.33 | V Q | | | | 9+10 0.1908 1.45 | V Q | | | | 9+15 0.2016 1.58 | V Q | | | | 9+20 0.2134 1.71 | V Q | | | | 9+25 0.2262 1.86 | V Q | | | | 9+30 0.2400 2.01 | V Q | | | | 9+35 0.2548 2.14 | V Q | | | | 9+40 0.2704 2.27 | V Q| | | | 9+45 0.2869 2.39 | V Q| | | | 9+50 0.3042 2.51 | V Q | | | 9+55 0.3223 2.63 | V Q | | | 10+ 0 0.3413 2.75 | V |Q | | | 10+ 5 0.3608 2.83 | V |Q | | | 10+10 0.3804 2.84 | V |Q | | | 10+15 0.3994 2.77 | V |Q | | | 10+20 0.4174 2.61 | V Q | | | 10+25 0.4338 2.39 | V Q| | | | 10+30 0.4488 2.18 | V Q | | | | 10+35 0.4629 2.05 | V Q | | | | 10+40 0.4769 2.03 | V Q | | | | 10+45 0.4913 2.09 | VQ | | | | 10+50 0.5066 2.23 | VQ | | | | 10+55 0.5232 2.40 | V Q| | | | 11+ 0 0.5409 2.58 | V Q | | | 11+ 5 0.5596 2.70 | V Q | | | 11+10 0.5787 2.78 | V |Q | | | 11+15 0.5981 2.82 | V |Q | | | 11+20 0.6177 2.84 | V |Q | | | 11+25 0.6372 2.84 | V|Q | | | 11+30 0.6568 2.84 | V|Q | | | 11+35 0.6763 2.83 | V|Q | | | 11+40 0.6957 2.82 | VQ | | | 11+45 0.7149 2.79 | VQ | | | 11+50 0.7338 2.74 | Q | | | 11+55 0.7523 2.69 | Q | | | 12+ 0 0.7706 2.66 | QV | | | 12+ 5 0.7891 2.69 | QV | | | 12+10 0.8084 2.80 | |Q | | | 12+15 0.8290 2.99 | |Q | | | 12+20 0.8514 3.26 | | VQ | | | 12+25 0.8760 3.57 | | V Q | | | 12+30 0.9027 3.88 | | V Q | | | 12+35 0.9312 4.14 | | V Q | | | 12+40 0.9612 4.35 | | V Q | | | 12+45 0.9926 4.55 | | V Q | | | 12+50 1.0252 4.74 | | V Q | | | 12+55 1.0591 4.92 | | V Q| | | 13+ 0 1.0942 5.10 | | V Q | | 13+ 5 1.1306 5.29 | | V |Q | | 13+10 1.1685 5.49 | | V |Q | | 13+15 1.2080 5.74 | | V | Q | | 13+20 1.2494 6.00 | | V | Q | | 13+25 1.2926 6.28 | | V | Q | | 13+30 1.3377 6.55 | | V| Q | | 13+35 1.3839 6.70 | | V| Q | | 13+40 1.4300 6.70 | | V Q | | 13+45 1.4751 6.56 | | |V Q | | 13+50 1.5184 6.28 | | |V Q | | 13+55 1.5593 5.93 | | | VQ | | 14+ 0 1.5977 5.58 | | | QV | | 14+ 5 1.6346 5.36 | | |Q V | | 14+10 1.6709 5.27 | | |Q V | | 14+15 1.7072 5.26 | | |Q V | | 14+20 1.7439 5.34 | | |Q V | | 14+25 1.7814 5.44 | | |Q V | | 14+30 1.8195 5.53 | | | Q V | | 14+35 1.8579 5.59 | | | Q V | | 14+40 1.8965 5.60 | | | Q V | | 14+45 1.9351 5.60 | | | Q V | | 14+50 1.9737 5.60 | | | Q V | | 14+55 2.0122 5.59 | | | Q V | | 15+ 0 2.0505 5.57 | | | Q V| | 15+ 5 2.0887 5.54 | | | Q V | 15+10 2.1266 5.50 | | |Q V | 15+15 2.1641 5.45 | | |Q |V | 15+20 2.2013 5.39 | | |Q |V | 15+25 2.2380 5.34 | | |Q | V | 15+30 2.2743 5.27 | | |Q | V | 15+35 2.3101 5.19 | | Q | V | 15+40 2.3451 5.08 | | Q | V | 15+45 2.3790 4.93 | | Q| | V | 15+50 2.4118 4.76 | | Q| | V | 15+55 2.4433 4.57 | | Q | | V | 16+ 0 2.4736 4.40 | | Q | | V | 16+ 5 2.5026 4.21 | | Q | | V | 16+10 2.5299 3.97 | | Q | | V | 16+15 2.5549 3.63 | | Q | | V | 16+20 2.5768 3.19 | | Q | | V | 16+25 2.5953 2.69 | Q | | V | 16+30 2.6105 2.20 | Q | | | V | 16+35 2.6232 1.84 | Q | | | V | 16+40 2.6341 1.58 | Q | | | V | 16+45 2.6436 1.39 | Q | | | V | 16+50 2.6522 1.24 | Q | | | V | 16+55 2.6598 1.11 | Q | | | V | 17+ 0 2.6667 1.00 | Q | | | V | 17+ 5 2.6730 0.91 | Q | | | V | 17+10 2.6786 0.82 | Q | | | V | 17+15 2.6839 0.76 | Q | | | V | 17+20 2.6887 0.70 | Q | | | V | 17+25 2.6932 0.66 | Q | | | V | 17+30 2.6974 0.61 | Q | | | V | 17+35 2.7014 0.57 | Q | | | V | 17+40 2.7051 0.54 | Q | | | V | 17+45 2.7085 0.50 |Q | | | V| 17+50 2.7117 0.46 |Q | | | V| 17+55 2.7147 0.44 |Q | | | V| 18+ 0 2.7175 0.41 |Q | | | V| 18+ 5 2.7201 0.38 |Q | | | V| 18+10 2.7225 0.35 |Q | | | V| 18+15 2.7247 0.32 |Q | | | V| 18+20 2.7268 0.30 |Q | | | V| 18+25 2.7287 0.28 |Q | | | V| 18+30 2.7305 0.26 |Q | | | V| 18+35 2.7321 0.24 Q | | | V| 18+40 2.7337 0.23 Q | | | V| 18+45 2.7351 0.21 Q | | | V| 18+50 2.7365 0.19 Q | | | V| 18+55 2.7377 0.18 Q | | | V| 19+ 0 2.7388 0.16 Q | | | V| 19+ 5 2.7397 0.14 Q | | | V| 19+10 2.7407 0.13 Q | | | V| 19+15 2.7415 0.12 Q | | | V| 19+20 2.7423 0.12 Q | | | V| 19+25 2.7430 0.11 Q | | | V| 19+30 2.7438 0.11 Q | | | V| 19+35 2.7445 0.11 Q | | | V| 19+40 2.7452 0.10 Q | | | V| 19+45 2.7460 0.11 Q | | | V| 19+50 2.7467 0.10 Q | | | V| 19+55 2.7474 0.10 Q | | | V| 20+ 0 2.7481 0.10 Q | | | V| 20+ 5 2.7487 0.09 Q | | | V| 20+10 2.7493 0.09 Q | | | V| 20+15 2.7499 0.09 Q | | | V| 20+20 2.7505 0.09 Q | | | V| 20+25 2.7511 0.09 Q | | | V| 20+30 2.7517 0.09 Q | | | V| 20+35 2.7523 0.09 Q | | | V| 20+40 2.7529 0.09 Q | | | V| 20+45 2.7536 0.09 Q | | | V| 20+50 2.7542 0.09 Q | | | V| 20+55 2.7548 0.09 Q | | | V| 21+ 0 2.7554 0.09 Q | | | V| 21+ 5 2.7560 0.08 Q | | | V| 21+10 2.7566 0.08 Q | | | V| 21+15 2.7571 0.08 Q | | | V| 21+20 2.7577 0.08 Q | | | V| 21+25 2.7582 0.08 Q | | | V| 21+30 2.7588 0.08 Q | | | V| 21+35 2.7593 0.08 Q | | | V| 21+40 2.7599 0.08 Q | | | V| 21+45 2.7604 0.08 Q | | | V| 21+50 2.7610 0.08 Q | | | V| 21+55 2.7615 0.08 Q | | | V| 22+ 0 2.7621 0.08 Q | | | V| 22+ 5 2.7626 0.08 Q | | | V| 22+10 2.7631 0.08 Q | | | V| 22+15 2.7637 0.08 Q | | | V| 22+20 2.7642 0.08 Q | | | V| 22+25 2.7647 0.08 Q | | | V| 22+30 2.7653 0.08 Q | | | V| 22+35 2.7658 0.08 Q | | | V| 22+40 2.7663 0.07 Q | | | V| 22+45 2.7668 0.07 Q | | | V| 22+50 2.7673 0.07 Q | | | V| 22+55 2.7678 0.07 Q | | | V| 23+ 0 2.7682 0.07 Q | | | V| 23+ 5 2.7687 0.07 Q | | | V| 23+10 2.7691 0.07 Q | | | V| 23+15 2.7696 0.07 Q | | | V| 23+20 2.7700 0.06 Q | | | V| 23+25 2.7705 0.06 Q | | | V| 23+30 2.7709 0.06 Q | | | V| 23+35 2.7714 0.06 Q | | | V| 23+40 2.7718 0.06 Q | | | V| 23+45 2.7722 0.06 Q | | | V| 23+50 2.7727 0.06 Q | | | V| 23+55 2.7731 0.06 Q | | | V| 24+ 0 2.7735 0.06 Q | | | V| 24+ 5 2.7740 0.06 Q | | | V| 24+10 2.7744 0.06 Q | | | V| 24+15 2.7748 0.05 Q | | | V| 24+20 2.7751 0.05 Q | | | V| 24+25 2.7753 0.04 Q | | | V| 24+30 2.7756 0.03 Q | | | V| 24+35 2.7757 0.03 Q | | | V| 24+40 2.7759 0.02 Q | | | V| 24+45 2.7760 0.02 Q | | | V| 24+50 2.7761 0.02 Q | | | V| 24+55 2.7762 0.01 Q | | | V| 25+ 0 2.7763 0.01 Q | | | V| 25+ 5 2.7764 0.01 Q | | | V| 25+10 2.7765 0.01 Q | | | V| 25+15 2.7765 0.01 Q | | | V| 25+20 2.7766 0.01 Q | | | V| 25+25 2.7766 0.01 Q | | | V| 25+30 2.7767 0.01 Q | | | V| 25+35 2.7767 0.01 Q | | | V| 25+40 2.7768 0.01 Q | | | V| 25+45 2.7768 0.01 Q | | | V| 25+50 2.7768 0.00 Q | | | V| 25+55 2.7769 0.00 Q | | | V| 26+ 0 2.7769 0.00 Q | | | V| 26+ 5 2.7769 0.00 Q | | | V| 26+10 2.7769 0.00 Q | | | V| 26+15 2.7769 0.00 Q | | | V| 26+20 2.7770 0.00 Q | | | V| 26+25 2.7770 0.00 Q | | | V| 26+30 2.7770 0.00 Q | | | V| 26+35 2.7770 0.00 Q | | | V| 26+40 2.7770 0.00 Q | | | V| 26+45 2.7770 0.00 Q | | | V| 26+50 2.7770 0.00 Q | | | V| 26+55 2.7770 0.00 Q | | | V| 27+ 0 2.7770 0.00 Q | | | V| 27+ 5 2.7771 0.00 Q | | | V| 27+10 2.7771 0.00 Q | | | V| 27+15 2.7771 0.00 Q | | | V| 27+20 2.7771 0.00 Q | | | V| 27+25 2.7771 0.00 Q | | | V| 27+30 2.7771 0.00 Q | | | V| 27+35 2.7771 0.00 Q | | | V| ----------------------------------------------------------------------- UNIT HYDROGRAPH PROPOSED CONDITION U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 03/07/22 File: prmt18610.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4002 --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- 18 AC AT MISSION TRAIL PROPOSED 10 YEAR 6 HOUR STORM EVENT UNIT HYDROLOGY -------------------------------------------------------------------- Drainage Area = 17.60(Ac.) = 0.028 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 17.60(Ac.) = 0.028 Sq. Mi. USER Entry of lag time in hours Lag time = 0.117 Hr. Lag time = 7.02 Min. 25% of lag time = 1.76 Min. 40% of lag time = 2.81 Min. Unit time = 5.00 Min. Duration of storm = 6 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 17.60 1.40 24.64 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 17.60 3.50 61.60 STORM EVENT (YEAR) = 10.00 Area Averaged 2-Year Rainfall = 1.400(In) Area Averaged 100-Year Rainfall = 3.500(In) Point rain (area averaged) = 2.264(In) Areal adjustment factor = 99.99 % Adjusted average point rain = 2.264(In) Sub-Area Data: Area(Ac.) Runoff Index Impervious % 17.600 56.00 0.650 Total Area Entered = 17.60(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 56.0 56.0 0.511 0.650 0.212 1.000 0.212 Sum (F) = 0.212 Area averaged mean soil loss (F) (In/Hr) = 0.212 Minimum soil loss rate ((In/Hr)) = 0.106 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.380 --------------------------------------------------------------------- U n i t H y d r o g r a p h VALLEY S-Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 71.225 10.940 1.940 2 0.167 142.450 40.728 7.224 3 0.250 213.675 22.729 4.032 4 0.333 284.900 8.900 1.579 5 0.417 356.125 5.410 0.960 6 0.500 427.350 3.566 0.633 7 0.583 498.575 2.408 0.427 8 0.667 569.801 1.859 0.330 9 0.750 641.026 1.309 0.232 10 0.833 712.251 0.914 0.162 11 0.917 783.476 0.715 0.127 12 1.000 854.701 0.521 0.092 Sum = 100.000 Sum= 17.738 ----------------------------------------------------------------------- Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr) 1 0.08 0.50 0.136 0.212 0.052 0.08 2 0.17 0.60 0.163 0.212 0.062 0.10 3 0.25 0.60 0.163 0.212 0.062 0.10 4 0.33 0.60 0.163 0.212 0.062 0.10 5 0.42 0.60 0.163 0.212 0.062 0.10 6 0.50 0.70 0.190 0.212 0.072 0.12 7 0.58 0.70 0.190 0.212 0.072 0.12 8 0.67 0.70 0.190 0.212 0.072 0.12 9 0.75 0.70 0.190 0.212 0.072 0.12 10 0.83 0.70 0.190 0.212 0.072 0.12 11 0.92 0.70 0.190 0.212 0.072 0.12 12 1.00 0.80 0.217 0.212 --- 0.01 13 1.08 0.80 0.217 0.212 --- 0.01 14 1.17 0.80 0.217 0.212 --- 0.01 15 1.25 0.80 0.217 0.212 --- 0.01 16 1.33 0.80 0.217 0.212 --- 0.01 17 1.42 0.80 0.217 0.212 --- 0.01 18 1.50 0.80 0.217 0.212 --- 0.01 19 1.58 0.80 0.217 0.212 --- 0.01 20 1.67 0.80 0.217 0.212 --- 0.01 21 1.75 0.80 0.217 0.212 --- 0.01 22 1.83 0.80 0.217 0.212 --- 0.01 23 1.92 0.80 0.217 0.212 --- 0.01 24 2.00 0.90 0.244 0.212 --- 0.03 25 2.08 0.80 0.217 0.212 --- 0.01 26 2.17 0.90 0.244 0.212 --- 0.03 27 2.25 0.90 0.244 0.212 --- 0.03 28 2.33 0.90 0.244 0.212 --- 0.03 29 2.42 0.90 0.244 0.212 --- 0.03 30 2.50 0.90 0.244 0.212 --- 0.03 31 2.58 0.90 0.244 0.212 --- 0.03 32 2.67 0.90 0.244 0.212 --- 0.03 33 2.75 1.00 0.272 0.212 --- 0.06 34 2.83 1.00 0.272 0.212 --- 0.06 35 2.92 1.00 0.272 0.212 --- 0.06 36 3.00 1.00 0.272 0.212 --- 0.06 37 3.08 1.00 0.272 0.212 --- 0.06 38 3.17 1.10 0.299 0.212 --- 0.09 39 3.25 1.10 0.299 0.212 --- 0.09 40 3.33 1.10 0.299 0.212 --- 0.09 41 3.42 1.20 0.326 0.212 --- 0.11 42 3.50 1.30 0.353 0.212 --- 0.14 43 3.58 1.40 0.380 0.212 --- 0.17 44 3.67 1.40 0.380 0.212 --- 0.17 45 3.75 1.50 0.407 0.212 --- 0.20 46 3.83 1.50 0.407 0.212 --- 0.20 47 3.92 1.60 0.435 0.212 --- 0.22 48 4.00 1.60 0.435 0.212 --- 0.22 49 4.08 1.70 0.462 0.212 --- 0.25 50 4.17 1.80 0.489 0.212 --- 0.28 51 4.25 1.90 0.516 0.212 --- 0.30 52 4.33 2.00 0.543 0.212 --- 0.33 53 4.42 2.10 0.570 0.212 --- 0.36 54 4.50 2.10 0.570 0.212 --- 0.36 55 4.58 2.20 0.598 0.212 --- 0.39 56 4.67 2.30 0.625 0.212 --- 0.41 57 4.75 2.40 0.652 0.212 --- 0.44 58 4.83 2.40 0.652 0.212 --- 0.44 59 4.92 2.50 0.679 0.212 --- 0.47 60 5.00 2.60 0.706 0.212 --- 0.49 61 5.08 3.10 0.842 0.212 --- 0.63 62 5.17 3.60 0.978 0.212 --- 0.77 63 5.25 3.90 1.059 0.212 --- 0.85 64 5.33 4.20 1.141 0.212 --- 0.93 65 5.42 4.70 1.277 0.212 --- 1.06 66 5.50 5.60 1.521 0.212 --- 1.31 67 5.58 1.90 0.516 0.212 --- 0.30 68 5.67 0.90 0.244 0.212 --- 0.03 69 5.75 0.60 0.163 0.212 0.062 0.10 70 5.83 0.50 0.136 0.212 0.052 0.08 71 5.92 0.30 0.081 0.212 0.031 0.05 72 6.00 0.20 0.054 0.212 0.021 0.03 Sum = 100.0 Sum = 14.2 Flood volume = Effective rainfall 1.18(In) times area 17.6(Ac.)/[(In)/(Ft.)] = 1.7(Ac.Ft) Total soil loss = 1.08(In) Total soil loss = 1.587(Ac.Ft) Total rainfall = 2.26(In) Flood volume = 75519.7 Cubic Feet Total soil loss = 69111.3 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 17.821(CFS) -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 6 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 5.0 10.0 15.0 20.0 ----------------------------------------------------------------------- 0+ 5 0.0011 0.16 Q | | | | 0+10 0.0067 0.80 VQ | | | | 0+15 0.0154 1.27 V Q | | | | 0+20 0.0255 1.47 V Q | | | | 0+25 0.0363 1.57 V Q | | | | 0+30 0.0479 1.68 |V Q | | | | 0+35 0.0606 1.85 |V Q | | | | 0+40 0.0740 1.95 |V Q | | | | 0+45 0.0878 2.00 | VQ | | | | 0+50 0.1018 2.03 | V Q | | | | 0+55 0.1160 2.06 | V Q | | | | 1+ 0 0.1288 1.86 | VQ | | | | 1+ 5 0.1360 1.05 | QV | | | | 1+10 0.1401 0.60 |Q V | | | | 1+15 0.1430 0.42 Q V | | | | 1+20 0.1452 0.32 Q V | | | | 1+25 0.1470 0.25 Q V | | | | 1+30 0.1483 0.20 Q V | | | | 1+35 0.1495 0.16 Q V | | | | 1+40 0.1504 0.14 Q V | | | | 1+45 0.1512 0.12 Q V | | | | 1+50 0.1520 0.11 Q V | | | | 1+55 0.1526 0.09 Q V | | | | 2+ 0 0.1536 0.15 Q V | | | | 2+ 5 0.1556 0.29 Q V | | | | 2+10 0.1574 0.26 Q V | | | | 2+15 0.1601 0.39 Q V | | | | 2+20 0.1634 0.48 Q V | | | | 2+25 0.1669 0.51 |Q V | | | | 2+30 0.1706 0.53 |Q V | | | | 2+35 0.1744 0.55 |Q V | | | | 2+40 0.1782 0.56 |Q V | | | | 2+45 0.1825 0.62 |Q V | | | | 2+50 0.1881 0.82 |Q V | | | | 2+55 0.1945 0.93 |Q V | | | | 3+ 0 0.2012 0.98 |Q V | | | | 3+ 5 0.2082 1.00 | Q V | | | | 3+10 0.2156 1.07 | Q V | | | | 3+15 0.2244 1.28 | Q V | | | | 3+20 0.2340 1.40 | Q V | | | | 3+25 0.2444 1.50 | Q V | | | | 3+30 0.2567 1.78 | Q V | | | | 3+35 0.2716 2.16 | Q V | | | | 3+40 0.2890 2.52 | QV | | | | 3+45 0.3080 2.77 | Q V | | | | 3+50 0.3290 3.05 | QV | | | | 3+55 0.3516 3.28 | Q V | | | | 4+ 0 0.3761 3.56 | QV | | | | 4+ 5 0.4021 3.77 | Q V| | | | 4+10 0.4303 4.10 | QV| | | | 4+15 0.4614 4.51 | QV | | | 4+20 0.4955 4.95 | Q|V | | | 4+25 0.5327 5.40 | Q V | | | 4+30 0.5727 5.81 | |Q V | | | 4+35 0.6146 6.08 | | Q V | | | 4+40 0.6590 6.44 | | Q V | | | 4+45 0.7064 6.88 | | Q V | | | 4+50 0.7565 7.28 | | Q V | | | 4+55 0.8084 7.54 | | Q V | | | 5+ 0 0.8628 7.90 | | Q V| | | 5+ 5 0.9217 8.54 | | Q |V | | 5+10 0.9905 9.99 | | Q| V | | 5+15 1.0716 11.78 | | | QV | | 5+20 1.1636 13.35 | | | Q | | 5+25 1.2664 14.92 | | | Q| | 5+30 1.3840 17.09 | | | |V Q | 5+35 1.5068 17.82 | | | | VQ | 5+40 1.5858 11.48 | | | Q | V | 5+45 1.6290 6.28 | | Q | | V | 5+50 1.6600 4.50 | Q | | | V | 5+55 1.6841 3.49 | Q | | | V | 6+ 0 1.7018 2.57 | Q | | | V| 6+ 5 1.7144 1.84 | Q | | | V| 6+10 1.7224 1.15 | Q | | | V| 6+15 1.7273 0.71 |Q | | | V| 6+20 1.7304 0.46 Q | | | V| 6+25 1.7322 0.26 Q | | | V| 6+30 1.7329 0.10 Q | | | V| 6+35 1.7332 0.05 Q | | | V| 6+40 1.7335 0.04 Q | | | V| 6+45 1.7336 0.02 Q | | | V| 6+50 1.7337 0.01 Q | | | V| 6+55 1.7337 0.00 Q | | | V ----------------------------------------------------------------------- U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 03/07/22 File: PRMT242410.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4002 --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- 18 AC AT MISSION TRAIL PROPOSED 10-YEAR 24-HOUR STORM EVENT UNIT HYDROGRAPH -------------------------------------------------------------------- Drainage Area = 17.60(Ac.) = 0.028 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 17.60(Ac.) = 0.028 Sq. Mi. USER Entry of lag time in hours Lag time = 0.117 Hr. Lag time = 7.02 Min. 25% of lag time = 1.76 Min. 40% of lag time = 2.81 Min. Unit time = 5.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 17.60 2.50 44.00 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 17.60 7.50 132.00 STORM EVENT (YEAR) = 10.00 Area Averaged 2-Year Rainfall = 2.500(In) Area Averaged 100-Year Rainfall = 7.500(In) Point rain (area averaged) = 4.557(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 4.557(In) Sub-Area Data: Area(Ac.) Runoff Index Impervious % 17.600 56.00 0.650 Total Area Entered = 17.60(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 56.0 56.0 0.511 0.650 0.212 1.000 0.212 Sum (F) = 0.212 Area averaged mean soil loss (F) (In/Hr) = 0.212 Minimum soil loss rate ((In/Hr)) = 0.106 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.450 --------------------------------------------------------------------- U n i t H y d r o g r a p h VALLEY S-Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 71.225 10.940 1.940 2 0.167 142.450 40.728 7.224 3 0.250 213.675 22.729 4.032 4 0.333 284.900 8.900 1.579 5 0.417 356.125 5.410 0.960 6 0.500 427.350 3.566 0.633 7 0.583 498.575 2.408 0.427 8 0.667 569.801 1.859 0.330 9 0.750 641.026 1.309 0.232 10 0.833 712.251 0.914 0.162 11 0.917 783.476 0.715 0.127 12 1.000 854.701 0.521 0.092 Sum = 100.000 Sum= 17.738 ----------------------------------------------------------------------- Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr) 1 0.08 0.07 0.036 0.376 0.016 0.02 2 0.17 0.07 0.036 0.374 0.016 0.02 3 0.25 0.07 0.036 0.373 0.016 0.02 4 0.33 0.10 0.055 0.371 0.025 0.03 5 0.42 0.10 0.055 0.370 0.025 0.03 6 0.50 0.10 0.055 0.369 0.025 0.03 7 0.58 0.10 0.055 0.367 0.025 0.03 8 0.67 0.10 0.055 0.366 0.025 0.03 9 0.75 0.10 0.055 0.364 0.025 0.03 10 0.83 0.13 0.073 0.363 0.033 0.04 11 0.92 0.13 0.073 0.361 0.033 0.04 12 1.00 0.13 0.073 0.360 0.033 0.04 13 1.08 0.10 0.055 0.359 0.025 0.03 14 1.17 0.10 0.055 0.357 0.025 0.03 15 1.25 0.10 0.055 0.356 0.025 0.03 16 1.33 0.10 0.055 0.354 0.025 0.03 17 1.42 0.10 0.055 0.353 0.025 0.03 18 1.50 0.10 0.055 0.351 0.025 0.03 19 1.58 0.10 0.055 0.350 0.025 0.03 20 1.67 0.10 0.055 0.349 0.025 0.03 21 1.75 0.10 0.055 0.347 0.025 0.03 22 1.83 0.13 0.073 0.346 0.033 0.04 23 1.92 0.13 0.073 0.344 0.033 0.04 24 2.00 0.13 0.073 0.343 0.033 0.04 25 2.08 0.13 0.073 0.342 0.033 0.04 26 2.17 0.13 0.073 0.340 0.033 0.04 27 2.25 0.13 0.073 0.339 0.033 0.04 28 2.33 0.13 0.073 0.338 0.033 0.04 29 2.42 0.13 0.073 0.336 0.033 0.04 30 2.50 0.13 0.073 0.335 0.033 0.04 31 2.58 0.17 0.091 0.333 0.041 0.05 32 2.67 0.17 0.091 0.332 0.041 0.05 33 2.75 0.17 0.091 0.331 0.041 0.05 34 2.83 0.17 0.091 0.329 0.041 0.05 35 2.92 0.17 0.091 0.328 0.041 0.05 36 3.00 0.17 0.091 0.327 0.041 0.05 37 3.08 0.17 0.091 0.325 0.041 0.05 38 3.17 0.17 0.091 0.324 0.041 0.05 39 3.25 0.17 0.091 0.323 0.041 0.05 40 3.33 0.17 0.091 0.321 0.041 0.05 41 3.42 0.17 0.091 0.320 0.041 0.05 42 3.50 0.17 0.091 0.319 0.041 0.05 43 3.58 0.17 0.091 0.317 0.041 0.05 44 3.67 0.17 0.091 0.316 0.041 0.05 45 3.75 0.17 0.091 0.315 0.041 0.05 46 3.83 0.20 0.109 0.313 0.049 0.06 47 3.92 0.20 0.109 0.312 0.049 0.06 48 4.00 0.20 0.109 0.311 0.049 0.06 49 4.08 0.20 0.109 0.309 0.049 0.06 50 4.17 0.20 0.109 0.308 0.049 0.06 51 4.25 0.20 0.109 0.307 0.049 0.06 52 4.33 0.23 0.128 0.305 0.057 0.07 53 4.42 0.23 0.128 0.304 0.057 0.07 54 4.50 0.23 0.128 0.303 0.057 0.07 55 4.58 0.23 0.128 0.301 0.057 0.07 56 4.67 0.23 0.128 0.300 0.057 0.07 57 4.75 0.23 0.128 0.299 0.057 0.07 58 4.83 0.27 0.146 0.298 0.066 0.08 59 4.92 0.27 0.146 0.296 0.066 0.08 60 5.00 0.27 0.146 0.295 0.066 0.08 61 5.08 0.20 0.109 0.294 0.049 0.06 62 5.17 0.20 0.109 0.292 0.049 0.06 63 5.25 0.20 0.109 0.291 0.049 0.06 64 5.33 0.23 0.128 0.290 0.057 0.07 65 5.42 0.23 0.128 0.289 0.057 0.07 66 5.50 0.23 0.128 0.287 0.057 0.07 67 5.58 0.27 0.146 0.286 0.066 0.08 68 5.67 0.27 0.146 0.285 0.066 0.08 69 5.75 0.27 0.146 0.284 0.066 0.08 70 5.83 0.27 0.146 0.282 0.066 0.08 71 5.92 0.27 0.146 0.281 0.066 0.08 72 6.00 0.27 0.146 0.280 0.066 0.08 73 6.08 0.30 0.164 0.279 0.074 0.09 74 6.17 0.30 0.164 0.277 0.074 0.09 75 6.25 0.30 0.164 0.276 0.074 0.09 76 6.33 0.30 0.164 0.275 0.074 0.09 77 6.42 0.30 0.164 0.274 0.074 0.09 78 6.50 0.30 0.164 0.272 0.074 0.09 79 6.58 0.33 0.182 0.271 0.082 0.10 80 6.67 0.33 0.182 0.270 0.082 0.10 81 6.75 0.33 0.182 0.269 0.082 0.10 82 6.83 0.33 0.182 0.268 0.082 0.10 83 6.92 0.33 0.182 0.266 0.082 0.10 84 7.00 0.33 0.182 0.265 0.082 0.10 85 7.08 0.33 0.182 0.264 0.082 0.10 86 7.17 0.33 0.182 0.263 0.082 0.10 87 7.25 0.33 0.182 0.262 0.082 0.10 88 7.33 0.37 0.201 0.260 0.090 0.11 89 7.42 0.37 0.201 0.259 0.090 0.11 90 7.50 0.37 0.201 0.258 0.090 0.11 91 7.58 0.40 0.219 0.257 0.098 0.12 92 7.67 0.40 0.219 0.256 0.098 0.12 93 7.75 0.40 0.219 0.254 0.098 0.12 94 7.83 0.43 0.237 0.253 0.107 0.13 95 7.92 0.43 0.237 0.252 0.107 0.13 96 8.00 0.43 0.237 0.251 0.107 0.13 97 8.08 0.50 0.273 0.250 --- 0.02 98 8.17 0.50 0.273 0.249 --- 0.02 99 8.25 0.50 0.273 0.247 --- 0.03 100 8.33 0.50 0.273 0.246 --- 0.03 101 8.42 0.50 0.273 0.245 --- 0.03 102 8.50 0.50 0.273 0.244 --- 0.03 103 8.58 0.53 0.292 0.243 --- 0.05 104 8.67 0.53 0.292 0.242 --- 0.05 105 8.75 0.53 0.292 0.241 --- 0.05 106 8.83 0.57 0.310 0.239 --- 0.07 107 8.92 0.57 0.310 0.238 --- 0.07 108 9.00 0.57 0.310 0.237 --- 0.07 109 9.08 0.63 0.346 0.236 --- 0.11 110 9.17 0.63 0.346 0.235 --- 0.11 111 9.25 0.63 0.346 0.234 --- 0.11 112 9.33 0.67 0.365 0.233 --- 0.13 113 9.42 0.67 0.365 0.232 --- 0.13 114 9.50 0.67 0.365 0.230 --- 0.13 115 9.58 0.70 0.383 0.229 --- 0.15 116 9.67 0.70 0.383 0.228 --- 0.15 117 9.75 0.70 0.383 0.227 --- 0.16 118 9.83 0.73 0.401 0.226 --- 0.17 119 9.92 0.73 0.401 0.225 --- 0.18 120 10.00 0.73 0.401 0.224 --- 0.18 121 10.08 0.50 0.273 0.223 --- 0.05 122 10.17 0.50 0.273 0.222 --- 0.05 123 10.25 0.50 0.273 0.221 --- 0.05 124 10.33 0.50 0.273 0.220 --- 0.05 125 10.42 0.50 0.273 0.218 --- 0.05 126 10.50 0.50 0.273 0.217 --- 0.06 127 10.58 0.67 0.365 0.216 --- 0.15 128 10.67 0.67 0.365 0.215 --- 0.15 129 10.75 0.67 0.365 0.214 --- 0.15 130 10.83 0.67 0.365 0.213 --- 0.15 131 10.92 0.67 0.365 0.212 --- 0.15 132 11.00 0.67 0.365 0.211 --- 0.15 133 11.08 0.63 0.346 0.210 --- 0.14 134 11.17 0.63 0.346 0.209 --- 0.14 135 11.25 0.63 0.346 0.208 --- 0.14 136 11.33 0.63 0.346 0.207 --- 0.14 137 11.42 0.63 0.346 0.206 --- 0.14 138 11.50 0.63 0.346 0.205 --- 0.14 139 11.58 0.57 0.310 0.204 --- 0.11 140 11.67 0.57 0.310 0.203 --- 0.11 141 11.75 0.57 0.310 0.202 --- 0.11 142 11.83 0.60 0.328 0.201 --- 0.13 143 11.92 0.60 0.328 0.200 --- 0.13 144 12.00 0.60 0.328 0.199 --- 0.13 145 12.08 0.83 0.456 0.198 --- 0.26 146 12.17 0.83 0.456 0.197 --- 0.26 147 12.25 0.83 0.456 0.196 --- 0.26 148 12.33 0.87 0.474 0.195 --- 0.28 149 12.42 0.87 0.474 0.194 --- 0.28 150 12.50 0.87 0.474 0.193 --- 0.28 151 12.58 0.93 0.510 0.192 --- 0.32 152 12.67 0.93 0.510 0.191 --- 0.32 153 12.75 0.93 0.510 0.190 --- 0.32 154 12.83 0.97 0.529 0.189 --- 0.34 155 12.92 0.97 0.529 0.188 --- 0.34 156 13.00 0.97 0.529 0.187 --- 0.34 157 13.08 1.13 0.620 0.186 --- 0.43 158 13.17 1.13 0.620 0.185 --- 0.43 159 13.25 1.13 0.620 0.184 --- 0.44 160 13.33 1.13 0.620 0.183 --- 0.44 161 13.42 1.13 0.620 0.182 --- 0.44 162 13.50 1.13 0.620 0.182 --- 0.44 163 13.58 0.77 0.419 0.181 --- 0.24 164 13.67 0.77 0.419 0.180 --- 0.24 165 13.75 0.77 0.419 0.179 --- 0.24 166 13.83 0.77 0.419 0.178 --- 0.24 167 13.92 0.77 0.419 0.177 --- 0.24 168 14.00 0.77 0.419 0.176 --- 0.24 169 14.08 0.90 0.492 0.175 --- 0.32 170 14.17 0.90 0.492 0.174 --- 0.32 171 14.25 0.90 0.492 0.173 --- 0.32 172 14.33 0.87 0.474 0.173 --- 0.30 173 14.42 0.87 0.474 0.172 --- 0.30 174 14.50 0.87 0.474 0.171 --- 0.30 175 14.58 0.87 0.474 0.170 --- 0.30 176 14.67 0.87 0.474 0.169 --- 0.30 177 14.75 0.87 0.474 0.168 --- 0.31 178 14.83 0.83 0.456 0.167 --- 0.29 179 14.92 0.83 0.456 0.166 --- 0.29 180 15.00 0.83 0.456 0.166 --- 0.29 181 15.08 0.80 0.437 0.165 --- 0.27 182 15.17 0.80 0.437 0.164 --- 0.27 183 15.25 0.80 0.437 0.163 --- 0.27 184 15.33 0.77 0.419 0.162 --- 0.26 185 15.42 0.77 0.419 0.161 --- 0.26 186 15.50 0.77 0.419 0.161 --- 0.26 187 15.58 0.63 0.346 0.160 --- 0.19 188 15.67 0.63 0.346 0.159 --- 0.19 189 15.75 0.63 0.346 0.158 --- 0.19 190 15.83 0.63 0.346 0.157 --- 0.19 191 15.92 0.63 0.346 0.156 --- 0.19 192 16.00 0.63 0.346 0.156 --- 0.19 193 16.08 0.13 0.073 0.155 0.033 0.04 194 16.17 0.13 0.073 0.154 0.033 0.04 195 16.25 0.13 0.073 0.153 0.033 0.04 196 16.33 0.13 0.073 0.153 0.033 0.04 197 16.42 0.13 0.073 0.152 0.033 0.04 198 16.50 0.13 0.073 0.151 0.033 0.04 199 16.58 0.10 0.055 0.150 0.025 0.03 200 16.67 0.10 0.055 0.149 0.025 0.03 201 16.75 0.10 0.055 0.149 0.025 0.03 202 16.83 0.10 0.055 0.148 0.025 0.03 203 16.92 0.10 0.055 0.147 0.025 0.03 204 17.00 0.10 0.055 0.146 0.025 0.03 205 17.08 0.17 0.091 0.146 0.041 0.05 206 17.17 0.17 0.091 0.145 0.041 0.05 207 17.25 0.17 0.091 0.144 0.041 0.05 208 17.33 0.17 0.091 0.143 0.041 0.05 209 17.42 0.17 0.091 0.143 0.041 0.05 210 17.50 0.17 0.091 0.142 0.041 0.05 211 17.58 0.17 0.091 0.141 0.041 0.05 212 17.67 0.17 0.091 0.141 0.041 0.05 213 17.75 0.17 0.091 0.140 0.041 0.05 214 17.83 0.13 0.073 0.139 0.033 0.04 215 17.92 0.13 0.073 0.139 0.033 0.04 216 18.00 0.13 0.073 0.138 0.033 0.04 217 18.08 0.13 0.073 0.137 0.033 0.04 218 18.17 0.13 0.073 0.137 0.033 0.04 219 18.25 0.13 0.073 0.136 0.033 0.04 220 18.33 0.13 0.073 0.135 0.033 0.04 221 18.42 0.13 0.073 0.135 0.033 0.04 222 18.50 0.13 0.073 0.134 0.033 0.04 223 18.58 0.10 0.055 0.133 0.025 0.03 224 18.67 0.10 0.055 0.133 0.025 0.03 225 18.75 0.10 0.055 0.132 0.025 0.03 226 18.83 0.07 0.036 0.131 0.016 0.02 227 18.92 0.07 0.036 0.131 0.016 0.02 228 19.00 0.07 0.036 0.130 0.016 0.02 229 19.08 0.10 0.055 0.129 0.025 0.03 230 19.17 0.10 0.055 0.129 0.025 0.03 231 19.25 0.10 0.055 0.128 0.025 0.03 232 19.33 0.13 0.073 0.128 0.033 0.04 233 19.42 0.13 0.073 0.127 0.033 0.04 234 19.50 0.13 0.073 0.126 0.033 0.04 235 19.58 0.10 0.055 0.126 0.025 0.03 236 19.67 0.10 0.055 0.125 0.025 0.03 237 19.75 0.10 0.055 0.125 0.025 0.03 238 19.83 0.07 0.036 0.124 0.016 0.02 239 19.92 0.07 0.036 0.124 0.016 0.02 240 20.00 0.07 0.036 0.123 0.016 0.02 241 20.08 0.10 0.055 0.123 0.025 0.03 242 20.17 0.10 0.055 0.122 0.025 0.03 243 20.25 0.10 0.055 0.121 0.025 0.03 244 20.33 0.10 0.055 0.121 0.025 0.03 245 20.42 0.10 0.055 0.120 0.025 0.03 246 20.50 0.10 0.055 0.120 0.025 0.03 247 20.58 0.10 0.055 0.119 0.025 0.03 248 20.67 0.10 0.055 0.119 0.025 0.03 249 20.75 0.10 0.055 0.118 0.025 0.03 250 20.83 0.07 0.036 0.118 0.016 0.02 251 20.92 0.07 0.036 0.117 0.016 0.02 252 21.00 0.07 0.036 0.117 0.016 0.02 253 21.08 0.10 0.055 0.117 0.025 0.03 254 21.17 0.10 0.055 0.116 0.025 0.03 255 21.25 0.10 0.055 0.116 0.025 0.03 256 21.33 0.07 0.036 0.115 0.016 0.02 257 21.42 0.07 0.036 0.115 0.016 0.02 258 21.50 0.07 0.036 0.114 0.016 0.02 259 21.58 0.10 0.055 0.114 0.025 0.03 260 21.67 0.10 0.055 0.113 0.025 0.03 261 21.75 0.10 0.055 0.113 0.025 0.03 262 21.83 0.07 0.036 0.113 0.016 0.02 263 21.92 0.07 0.036 0.112 0.016 0.02 264 22.00 0.07 0.036 0.112 0.016 0.02 265 22.08 0.10 0.055 0.112 0.025 0.03 266 22.17 0.10 0.055 0.111 0.025 0.03 267 22.25 0.10 0.055 0.111 0.025 0.03 268 22.33 0.07 0.036 0.110 0.016 0.02 269 22.42 0.07 0.036 0.110 0.016 0.02 270 22.50 0.07 0.036 0.110 0.016 0.02 271 22.58 0.07 0.036 0.110 0.016 0.02 272 22.67 0.07 0.036 0.109 0.016 0.02 273 22.75 0.07 0.036 0.109 0.016 0.02 274 22.83 0.07 0.036 0.109 0.016 0.02 275 22.92 0.07 0.036 0.108 0.016 0.02 276 23.00 0.07 0.036 0.108 0.016 0.02 277 23.08 0.07 0.036 0.108 0.016 0.02 278 23.17 0.07 0.036 0.108 0.016 0.02 279 23.25 0.07 0.036 0.107 0.016 0.02 280 23.33 0.07 0.036 0.107 0.016 0.02 281 23.42 0.07 0.036 0.107 0.016 0.02 282 23.50 0.07 0.036 0.107 0.016 0.02 283 23.58 0.07 0.036 0.107 0.016 0.02 284 23.67 0.07 0.036 0.106 0.016 0.02 285 23.75 0.07 0.036 0.106 0.016 0.02 286 23.83 0.07 0.036 0.106 0.016 0.02 287 23.92 0.07 0.036 0.106 0.016 0.02 288 24.00 0.07 0.036 0.106 0.016 0.02 Sum = 100.0 Sum = 28.1 Flood volume = Effective rainfall 2.34(In) times area 17.6(Ac.)/[(In)/(Ft.)] = 3.4(Ac.Ft) Total soil loss = 2.22(In) Total soil loss = 3.250(Ac.Ft) Total rainfall = 4.56(In) Flood volume = 149557.2 Cubic Feet Total soil loss = 141573.0 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 7.609(CFS) -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0003 0.04 Q | | | | 0+10 0.0015 0.18 Q | | | | 0+15 0.0034 0.26 VQ | | | | 0+20 0.0055 0.32 VQ | | | | 0+25 0.0083 0.41 VQ | | | | 0+30 0.0115 0.46 VQ | | | | 0+35 0.0149 0.49 VQ | | | | 0+40 0.0183 0.50 V Q | | | | 0+45 0.0218 0.51 V Q | | | | 0+50 0.0255 0.54 V Q | | | | 0+55 0.0298 0.62 V Q | | | | 1+ 0 0.0344 0.66 V Q | | | | 1+ 5 0.0389 0.66 V Q | | | | 1+10 0.0430 0.60 V Q | | | | 1+15 0.0469 0.57 V Q | | | | 1+20 0.0507 0.55 V Q | | | | 1+25 0.0545 0.55 V Q | | | | 1+30 0.0583 0.54 V Q | | | | 1+35 0.0620 0.54 V Q | | | | 1+40 0.0657 0.54 V Q | | | | 1+45 0.0694 0.54 V Q | | | | 1+50 0.0732 0.56 V Q | | | | 1+55 0.0775 0.63 V Q | | | | 2+ 0 0.0821 0.67 V Q | | | | 2+ 5 0.0868 0.68 |VQ | | | | 2+10 0.0916 0.69 |VQ | | | | 2+15 0.0964 0.70 |VQ | | | | 2+20 0.1012 0.70 |VQ | | | | 2+25 0.1061 0.71 |VQ | | | | 2+30 0.1110 0.71 |VQ | | | | 2+35 0.1160 0.73 |VQ | | | | 2+40 0.1215 0.80 |V Q | | | | 2+45 0.1273 0.84 |V Q | | | | 2+50 0.1332 0.86 |V Q | | | | 2+55 0.1392 0.87 |V Q | | | | 3+ 0 0.1453 0.88 |V Q | | | | 3+ 5 0.1513 0.88 |V Q | | | | 3+10 0.1574 0.88 |V Q | | | | 3+15 0.1635 0.89 |V Q | | | | 3+20 0.1696 0.89 |V Q | | | | 3+25 0.1757 0.89 | VQ | | | | 3+30 0.1819 0.89 | VQ | | | | 3+35 0.1880 0.89 | VQ | | | | 3+40 0.1941 0.89 | VQ | | | | 3+45 0.2002 0.89 | VQ | | | | 3+50 0.2065 0.91 | VQ | | | | 3+55 0.2133 0.98 | VQ | | | | 4+ 0 0.2203 1.02 | V Q | | | | 4+ 5 0.2275 1.04 | V Q | | | | 4+10 0.2347 1.05 | V Q | | | | 4+15 0.2419 1.05 | V Q | | | | 4+20 0.2493 1.08 | V Q | | | | 4+25 0.2573 1.15 | V Q | | | | 4+30 0.2655 1.20 | VQ | | | | 4+35 0.2739 1.21 | VQ | | | | 4+40 0.2823 1.22 | VQ | | | | 4+45 0.2908 1.23 | VQ | | | | 4+50 0.2994 1.26 | V Q | | | | 4+55 0.3086 1.33 | V Q | | | | 5+ 0 0.3181 1.37 | V Q | | | | 5+ 5 0.3274 1.35 | V Q | | | | 5+10 0.3358 1.22 | VQ | | | | 5+15 0.3437 1.14 | Q | | | | 5+20 0.3515 1.14 | Q | | | | 5+25 0.3597 1.19 | Q | | | | 5+30 0.3681 1.22 | Q | | | | 5+35 0.3768 1.25 | VQ | | | | 5+40 0.3859 1.33 | VQ | | | | 5+45 0.3954 1.37 | VQ | | | | 5+50 0.4049 1.39 | VQ | | | | 5+55 0.4146 1.40 | VQ | | | | 6+ 0 0.4242 1.41 | VQ | | | | 6+ 5 0.4341 1.43 | Q | | | | 6+10 0.4445 1.51 | VQ | | | | 6+15 0.4552 1.55 | VQ | | | | 6+20 0.4660 1.57 | VQ | | | | 6+25 0.4769 1.58 | VQ | | | | 6+30 0.4878 1.59 | VQ | | | | 6+35 0.4989 1.61 | VQ | | | | 6+40 0.5105 1.69 | VQ | | | | 6+45 0.5224 1.73 | Q | | | | 6+50 0.5345 1.75 | Q | | | | 6+55 0.5466 1.76 | VQ | | | | 7+ 0 0.5587 1.77 | VQ | | | | 7+ 5 0.5709 1.77 | VQ | | | | 7+10 0.5831 1.77 | VQ | | | | 7+15 0.5953 1.78 | VQ | | | | 7+20 0.6077 1.80 | Q | | | | 7+25 0.6206 1.87 | Q | | | | 7+30 0.6338 1.91 | Q | | | | 7+35 0.6472 1.95 | Q | | | | 7+40 0.6611 2.03 | VQ | | | | 7+45 0.6754 2.08 | VQ | | | | 7+50 0.6900 2.12 | Q | | | | 7+55 0.7052 2.20 | Q | | | | 8+ 0 0.7207 2.25 | Q | | | | 8+ 5 0.7349 2.06 | Q | | | | 8+10 0.7439 1.31 | Q V | | | | 8+15 0.7501 0.90 | Q V | | | | 8+20 0.7553 0.75 | Q V | | | | 8+25 0.7599 0.67 | Q V | | | | 8+30 0.7642 0.63 | Q V | | | | 8+35 0.7686 0.64 | Q V | | | | 8+40 0.7738 0.75 | Q V| | | | 8+45 0.7795 0.82 | Q V| | | | 8+50 0.7856 0.89 | Q V| | | | 8+55 0.7928 1.05 | Q V| | | | 9+ 0 0.8007 1.14 | Q V| | | | 9+ 5 0.8094 1.27 | Q V| | | | 9+10 0.8202 1.58 | Q V| | | | 9+15 0.8324 1.76 | Q V| | | | 9+20 0.8453 1.88 | Q V| | | | 9+25 0.8596 2.08 | Q V | | | 9+30 0.8748 2.20 | Q V | | | 9+35 0.8906 2.30 | QV | | | 9+40 0.9077 2.48 | QV | | | 9+45 0.9256 2.60 | Q | | | 9+50 0.9442 2.70 | QV | | | 9+55 0.9640 2.88 | |Q | | | 10+ 0 0.9846 2.99 | |Q | | | 10+ 5 1.0039 2.80 | |Q | | | 10+10 1.0171 1.92 | Q |V | | | 10+15 1.0270 1.44 | Q |V | | | 10+20 1.0358 1.27 | Q | V | | | 10+25 1.0439 1.18 | Q | V | | | 10+30 1.0516 1.12 | Q | V | | | 10+35 1.0604 1.27 | Q | V | | | 10+40 1.0735 1.90 | Q | V | | | 10+45 1.0891 2.26 | Q| V | | | 10+50 1.1056 2.40 | Q| V | | | 10+55 1.1228 2.49 | Q| V | | | 11+ 0 1.1404 2.56 | Q V | | | 11+ 5 1.1582 2.58 | Q V | | | 11+10 1.1754 2.50 | Q| V | | | 11+15 1.1924 2.46 | Q| V | | | 11+20 1.2094 2.47 | Q| V | | | 11+25 1.2265 2.48 | Q| V | | | 11+30 1.2436 2.50 | Q| V | | | 11+35 1.2604 2.44 | Q| V | | | 11+40 1.2755 2.18 | Q | V | | | 11+45 1.2896 2.05 | Q | V | | | 11+50 1.3037 2.04 | Q | V | | | 11+55 1.3185 2.16 | Q | V | | | 12+ 0 1.3338 2.22 | Q | V | | | 12+ 5 1.3510 2.50 | Q V | | | 12+10 1.3748 3.45 | | Q V | | | 12+15 1.4022 3.98 | | QV | | | 12+20 1.4314 4.24 | | Q | | | 12+25 1.4625 4.51 | | VQ | | | 12+30 1.4947 4.68 | | VQ | | | 12+35 1.5282 4.86 | | V Q| | | 12+40 1.5640 5.20 | | V Q | | 12+45 1.6013 5.41 | | V |Q | | 12+50 1.6395 5.55 | | V| Q | | 12+55 1.6791 5.75 | | V| Q | | 13+ 0 1.7196 5.88 | | V Q | | 13+ 5 1.7618 6.12 | | V Q | | 13+10 1.8088 6.83 | | |V Q | | 13+15 1.8587 7.24 | | |V Q | | 13+20 1.9097 7.41 | | | V Q| | 13+25 1.9616 7.53 | | | V Q | 13+30 2.0140 7.61 | | | V Q | 13+35 2.0641 7.28 | | | V Q| | 13+40 2.1046 5.88 | | | QV | | 13+45 2.1398 5.11 | | Q V | | 13+50 2.1730 4.82 | | Q| V | | 13+55 2.2051 4.66 | | Q | V | | 14+ 0 2.2364 4.56 | | Q | V | | 14+ 5 2.2683 4.63 | | Q | V | | 14+10 2.3035 5.10 | | Q V | | 14+15 2.3404 5.37 | | |Q V | | 14+20 2.3779 5.43 | | |Q V | | 14+25 2.4148 5.36 | | |Q V | | 14+30 2.4515 5.33 | | |Q V | | 14+35 2.4883 5.35 | | |Q V | | 14+40 2.5253 5.37 | | |Q V| | 14+45 2.5624 5.39 | | |Q V| | 14+50 2.5994 5.38 | | |Q V | 14+55 2.6357 5.26 | | |Q V | 15+ 0 2.6715 5.21 | | Q |V | 15+ 5 2.7070 5.15 | | Q |V | 15+10 2.7416 5.02 | | Q |V | 15+15 2.7757 4.95 | | Q| | V | 15+20 2.8093 4.89 | | Q| | V | 15+25 2.8420 4.75 | | Q | | V | 15+30 2.8742 4.67 | | Q | | V | 15+35 2.9053 4.51 | | Q | | V | 15+40 2.9326 3.97 | | Q | | V | 15+45 2.9579 3.67 | | Q | | V | 15+50 2.9824 3.56 | | Q | | V | 15+55 3.0065 3.50 | | Q | | V | 16+ 0 3.0304 3.46 | | Q | | V | 16+ 5 3.0520 3.15 | | Q | | V | 16+10 3.0661 2.04 | Q | | | V | 16+15 3.0758 1.42 | Q | | | V | 16+20 3.0839 1.17 | Q | | | V | 16+25 3.0909 1.02 | Q | | | V | 16+30 3.0972 0.92 | Q | | | V | 16+35 3.1029 0.83 | Q | | | V | 16+40 3.1078 0.71 | Q | | | V | 16+45 3.1122 0.64 | Q | | | V | 16+50 3.1163 0.60 | Q | | | V | 16+55 3.1202 0.57 | Q | | | V | 17+ 0 3.1240 0.55 | Q | | | V | 17+ 5 3.1280 0.58 | Q | | | V | 17+10 3.1330 0.72 | Q | | | V | 17+15 3.1385 0.80 | Q | | | V | 17+20 3.1443 0.83 | Q | | | V | 17+25 3.1501 0.85 | Q | | | V | 17+30 3.1561 0.86 | Q | | | V | 17+35 3.1621 0.87 | Q | | | V | 17+40 3.1681 0.88 | Q | | | V | 17+45 3.1742 0.88 | Q | | | V | 17+50 3.1801 0.87 | Q | | | V | 17+55 3.1856 0.80 | Q | | | V | 18+ 0 3.1908 0.76 | Q | | | V | 18+ 5 3.1959 0.74 | Q | | | V | 18+10 3.2010 0.73 | Q | | | V | 18+15 3.2060 0.73 | Q | | | V | 18+20 3.2109 0.72 | Q | | | V | 18+25 3.2159 0.72 | Q | | | V | 18+30 3.2208 0.72 | Q | | | V | 18+35 3.2256 0.69 | Q | | | V | 18+40 3.2299 0.62 | Q | | | V | 18+45 3.2339 0.58 | Q | | | V | 18+50 3.2376 0.54 | Q | | | V | 18+55 3.2408 0.46 |Q | | | V | 19+ 0 3.2436 0.42 |Q | | | V | 19+ 5 3.2465 0.41 |Q | | | V | 19+10 3.2498 0.47 |Q | | | V | 19+15 3.2532 0.51 | Q | | | V | 19+20 3.2569 0.54 | Q | | | V | 19+25 3.2611 0.61 | Q | | | V | 19+30 3.2657 0.66 | Q | | | V | 19+35 3.2702 0.66 | Q | | | V | 19+40 3.2743 0.59 | Q | | | V | 19+45 3.2781 0.56 | Q | | | V | 19+50 3.2818 0.53 | Q | | | V | 19+55 3.2849 0.45 |Q | | | V | 20+ 0 3.2878 0.41 |Q | | | V | 20+ 5 3.2906 0.41 |Q | | | V | 20+10 3.2939 0.47 |Q | | | V | 20+15 3.2974 0.51 | Q | | | V | 20+20 3.3009 0.52 | Q | | | V | 20+25 3.3045 0.52 | Q | | | V | 20+30 3.3081 0.52 | Q | | | V | 20+35 3.3117 0.53 | Q | | | V | 20+40 3.3154 0.53 | Q | | | V | 20+45 3.3190 0.53 | Q | | | V | 20+50 3.3225 0.51 | Q | | | V | 20+55 3.3256 0.44 |Q | | | V | 21+ 0 3.3283 0.40 |Q | | | V | 21+ 5 3.3311 0.41 |Q | | | V | 21+10 3.3343 0.47 |Q | | | V | 21+15 3.3378 0.50 | Q | | | V | 21+20 3.3412 0.49 |Q | | | V | 21+25 3.3442 0.43 |Q | | | V | 21+30 3.3469 0.39 |Q | | | V | 21+35 3.3496 0.40 |Q | | | V| 21+40 3.3528 0.46 |Q | | | V| 21+45 3.3562 0.50 |Q | | | V| 21+50 3.3596 0.49 |Q | | | V| 21+55 3.3625 0.43 |Q | | | V| 22+ 0 3.3652 0.39 |Q | | | V| 22+ 5 3.3680 0.40 |Q | | | V| 22+10 3.3712 0.46 |Q | | | V| 22+15 3.3746 0.50 |Q | | | V| 22+20 3.3780 0.49 |Q | | | V| 22+25 3.3809 0.43 |Q | | | V| 22+30 3.3836 0.39 |Q | | | V| 22+35 3.3862 0.38 |Q | | | V| 22+40 3.3888 0.37 |Q | | | V| 22+45 3.3913 0.37 |Q | | | V| 22+50 3.3938 0.36 |Q | | | V| 22+55 3.3963 0.36 |Q | | | V| 23+ 0 3.3988 0.36 |Q | | | V| 23+ 5 3.4012 0.36 |Q | | | V| 23+10 3.4037 0.36 |Q | | | V| 23+15 3.4061 0.36 |Q | | | V| 23+20 3.4086 0.36 |Q | | | V| 23+25 3.4110 0.36 |Q | | | V| 23+30 3.4135 0.36 |Q | | | V| 23+35 3.4159 0.36 |Q | | | V| 23+40 3.4184 0.36 |Q | | | V| 23+45 3.4208 0.36 |Q | | | V| 23+50 3.4233 0.36 |Q | | | V| 23+55 3.4257 0.36 |Q | | | V| 24+ 0 3.4282 0.36 |Q | | | V| 24+ 5 3.4304 0.32 |Q | | | V| 24+10 3.4315 0.17 Q | | | V| 24+15 3.4322 0.09 Q | | | V| 24+20 3.4326 0.06 Q | | | V| 24+25 3.4329 0.04 Q | | | V| 24+30 3.4331 0.03 Q | | | V| 24+35 3.4332 0.02 Q | | | V| 24+40 3.4333 0.01 Q | | | V| 24+45 3.4333 0.01 Q | | | V| 24+50 3.4333 0.00 Q | | | V| 24+55 3.4334 0.00 Q | | | V| ----------------------------------------------------------------------- UNDERGROUND DETENTION BASIN SPECIFICATIONS AND SIZING RIVERSIDE COUNTY FLOOD CONTROL DISTRICT AS-BUILT PLANS