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HomeMy WebLinkAboutItem 5-TTM 38378 DRAINAGE REPORT_091422 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 ‘B’ and Line ‘D’ and the eastern portion of the site will be drained through Line ‘C’. 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 12.7 cfs 100-Year 22.7 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 3.45 ac-ft 10-Year 6 Hour 2.17 ac-ft Proposed Condition-Unit Hydrograph Storm Event Storm Duration Storm Volume (ac-ft) 10-Year 24 Hour 3.73 ac-ft 10-Year 6 Hour 1.88 ac-ft Therefore, the additional 0.28 acre-feet (12,275 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 131.72 in length and 29.77’ in width has a storage capacity of 12768 cf (0.29 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. CivilCADD/Civil Design (CivilD) Version 7.0, 2004 East Lake Specific Plan 2-16 Figure 2-1 Land Use Plan III. APPENDICES 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 1982-2016 Advanced Engineering Software (aes) (Rational Tabling Version 23.0) Release Date: 07/01/2016 License ID 1557 Analysis prepared by: Wilson Mikami, Inc 9 CORPORATE PARK, SUITE 100 IRVINE, CA 92606 (949) 679-0090 ************************** DESCRIPTION OF STUDY ************************** * COASTAL COMMUNITIES 18 AC PROPOERTY AT MISSION TRAIL * * EXISTING CONDITION 10-YEAR HYDROLOGY * * BY KAM 091422 * ************************************************************************** FILE NAME: EX-CC18.DAT TIME/DATE OF STUDY: 12:04 09/14/2022 ---------------------------------------------------------------------------- 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 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 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) = 1279.00 DOWNSTREAM ELEVATION(FEET) = 1274.00 ELEVATION DIFFERENCE(FEET) = 5.00 TC = 0.709*[( 280.00**3)/( 5.00)]**.2 = 15.114 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.921 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6861 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 2.74 TOTAL AREA(ACRES) = 2.08 TOTAL RUNOFF(CFS) = 2.74 **************************************************************************** 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 = 0.030 MAXIMUM DEPTH(FEET) = 2.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.163 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5941 SOIL CLASSIFICATION IS "C" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.00 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 0.94 AVERAGE FLOW DEPTH(FEET) = 0.29 TRAVEL TIME(MIN.) = 27.77 Tc(MIN.) = 42.88 SUBAREA AREA(ACRES) = 14.50 SUBAREA RUNOFF(CFS) = 9.99 TOTAL AREA(ACRES) = 16.6 PEAK FLOW RATE(CFS) = 12.73 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.35 FLOW VELOCITY(FEET/SEC.) = 1.07 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 1850.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 16.6 TC(MIN.) = 42.88 PEAK FLOW RATE(CFS) = 12.73 ============================================================================ ============================================================================ 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 1982-2016 Advanced Engineering Software (aes) (Rational Tabling Version 23.0) Release Date: 07/01/2016 License ID 1557 Analysis prepared by: Wilson Mikami, Inc 9 CORPORATE PARK, SUITE 100 IRVINE, CA 92606 (949) 679-0090 ************************** DESCRIPTION OF STUDY ************************** * COASTAL COMMUNITIES 18 AC PROPOERTY AT MISSION TRAIL * * EXISTING CONDITION 100-YEAR HYDROLOGY * * BY KAM 091422 * ************************************************************************** FILE NAME: EX-CC18.DAT TIME/DATE OF STUDY: 12:04 09/14/2022 ---------------------------------------------------------------------------- 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 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 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) = 1279.00 DOWNSTREAM ELEVATION(FEET) = 1274.00 ELEVATION DIFFERENCE(FEET) = 5.00 TC = 0.709*[( 280.00**3)/( 5.00)]**.2 = 15.114 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.904 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7461 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 4.51 TOTAL AREA(ACRES) = 2.08 TOTAL RUNOFF(CFS) = 4.51 **************************************************************************** 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 = 0.030 MAXIMUM DEPTH(FEET) = 2.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.851 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6799 SOIL CLASSIFICATION IS "C" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 13.90 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.11 AVERAGE FLOW DEPTH(FEET) = 0.36 TRAVEL TIME(MIN.) = 23.58 Tc(MIN.) = 38.69 SUBAREA AREA(ACRES) = 14.50 SUBAREA RUNOFF(CFS) = 18.19 TOTAL AREA(ACRES) = 16.6 PEAK FLOW RATE(CFS) = 22.69 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.43 FLOW VELOCITY(FEET/SEC.) = 1.24 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 1850.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 16.6 TC(MIN.) = 38.69 PEAK FLOW RATE(CFS) = 22.69 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS EXISTING CONDITION HYDROLOGY MAP WILSON MIKAMI CORPORATION PROPOSED CONDITION RATIONAL METHOD 10-YEAR HYDROLOGY 1 ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2016 Advanced Engineering Software (aes) (Rational Tabling Version 23.0) Release Date: 07/01/2016 License ID 1557 Analysis prepared by: Wilson Mikami, Inc 9 CORPORATE PARK, SUITE 100 IRVINE, CA 92606 (949) 679-0090 ************************** DESCRIPTION OF STUDY ************************** * COASTAL COMMUNITIES 18 ACRES PROPERTY AT MISSION TRAIL * * PROPOSED CONDITION 10-YEAR HYDROLOGY * * BY KAM 091222 * ************************************************************************** FILE NAME: PR-CC.DAT TIME/DATE OF STUDY: 13:37 09/12/2022 ---------------------------------------------------------------------------- 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 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM 2 TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 493.00 UPSTREAM ELEVATION(FEET) = 1273.00 DOWNSTREAM ELEVATION(FEET) = 1270.90 ELEVATION DIFFERENCE(FEET) = 2.10 TC = 0.359*[( 493.00**3)/( 2.10)]**.2 = 12.782 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.082 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8296 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 2.47 TOTAL AREA(ACRES) = 1.43 TOTAL RUNOFF(CFS) = 2.47 **************************************************************************** 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) = 1265.90 DOWNSTREAM(FEET) = 1264.90 FLOW LENGTH(FEET) = 235.00 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.) = 3.49 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.47 PIPE TRAVEL TIME(MIN.) = 1.12 Tc(MIN.) = 13.90 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 728.00 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) = 2.000 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8274 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 0.99 SUBAREA RUNOFF(CFS) = 1.64 TOTAL AREA(ACRES) = 2.4 TOTAL RUNOFF(CFS) = 4.11 TC(MIN.) = 13.90 **************************************************************************** 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) = 1264.90 DOWNSTREAM(FEET) = 1263.90 FLOW LENGTH(FEET) = 245.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.91 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.11 PIPE TRAVEL TIME(MIN.) = 1.04 Tc(MIN.) = 14.95 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 973.00 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) = 1.931 APARTMENT DEVELOPMENT RUNOFF COEFFICIENT = .8574 SOIL CLASSIFICATION IS "C" 3 SUBAREA AREA(ACRES) = 0.93 SUBAREA RUNOFF(CFS) = 1.54 TOTAL AREA(ACRES) = 3.4 TOTAL RUNOFF(CFS) = 5.65 TC(MIN.) = 14.95 **************************************************************************** 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) = 1.931 APARTMENT DEVELOPMENT RUNOFF COEFFICIENT = .8574 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 1.43 SUBAREA RUNOFF(CFS) = 2.37 TOTAL AREA(ACRES) = 4.8 TOTAL RUNOFF(CFS) = 8.02 TC(MIN.) = 14.95 **************************************************************************** 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) = 1263.90 DOWNSTREAM(FEET) = 1263.80 FLOW LENGTH(FEET) = 13.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.75 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.02 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 14.99 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 986.00 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) = 1.929 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8254 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 0.78 SUBAREA RUNOFF(CFS) = 1.24 TOTAL AREA(ACRES) = 5.6 TOTAL RUNOFF(CFS) = 9.26 TC(MIN.) = 14.99 **************************************************************************** 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) = 1.929 APARTMENT DEVELOPMENT RUNOFF COEFFICIENT = .8573 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 0.51 SUBAREA RUNOFF(CFS) = 0.84 TOTAL AREA(ACRES) = 6.1 TOTAL RUNOFF(CFS) = 10.10 TC(MIN.) = 14.99 **************************************************************************** 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) = 1263.80 DOWNSTREAM(FEET) = 1263.60 FLOW LENGTH(FEET) = 31.00 MANNING'S N = 0.013 4 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.75 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.10 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 15.08 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 15.00 = 1017.00 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) = 1.923 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6863 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 0.99 SUBAREA RUNOFF(CFS) = 1.31 TOTAL AREA(ACRES) = 7.1 TOTAL RUNOFF(CFS) = 11.41 TC(MIN.) = 15.08 **************************************************************************** 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) = 1.923 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8252 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 1.03 SUBAREA RUNOFF(CFS) = 1.63 TOTAL AREA(ACRES) = 8.1 TOTAL RUNOFF(CFS) = 13.04 TC(MIN.) = 15.08 **************************************************************************** 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) = 1.923 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8786 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 0.44 SUBAREA RUNOFF(CFS) = 0.74 TOTAL AREA(ACRES) = 8.5 TOTAL RUNOFF(CFS) = 13.79 TC(MIN.) = 15.08 **************************************************************************** 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) = 1263.60 DOWNSTREAM(FEET) = 1263.40 FLOW LENGTH(FEET) = 35.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.93 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.79 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 15.17 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 16.00 = 1052.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ 5 TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.17 RAINFALL INTENSITY(INCH/HR) = 1.92 TOTAL STREAM AREA(ACRES) = 8.53 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.79 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS APARTMENT TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 270.00 UPSTREAM ELEVATION(FEET) = 1272.90 DOWNSTREAM ELEVATION(FEET) = 1270.90 ELEVATION DIFFERENCE(FEET) = 2.00 TC = 0.323*[( 270.00**3)/( 2.00)]**.2 = 8.080 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.596 APARTMENT DEVELOPMENT RUNOFF COEFFICIENT = .8663 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 1.19 TOTAL AREA(ACRES) = 0.53 TOTAL RUNOFF(CFS) = 1.19 **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 1270.90 DOWNSTREAM ELEVATION(FEET) = 1269.50 STREET LENGTH(FEET) = 276.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.89 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.23 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.79 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.66 STREET FLOW TRAVEL TIME(MIN.) = 2.57 Tc(MIN.) = 10.65 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.273 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8343 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 1.78 SUBAREA RUNOFF(CFS) = 3.38 TOTAL AREA(ACRES) = 2.3 PEAK FLOW RATE(CFS) = 4.57 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 14.76 FLOW VELOCITY(FEET/SEC.) = 1.99 DEPTH*VELOCITY(FT*FT/SEC.) = 0.84 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 22.00 = 546.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 31 6 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1265.20 DOWNSTREAM(FEET) = 1264.70 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.33 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.57 PIPE TRAVEL TIME(MIN.) = 0.38 Tc(MIN.) = 11.04 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 23.00 = 646.00 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) = 2.234 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8334 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 1.06 SUBAREA RUNOFF(CFS) = 1.97 TOTAL AREA(ACRES) = 3.4 TOTAL RUNOFF(CFS) = 6.54 TC(MIN.) = 11.04 **************************************************************************** FLOW PROCESS FROM NODE 23.00 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) = 1264.70 DOWNSTREAM(FEET) = 1263.40 FLOW LENGTH(FEET) = 337.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.29 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.54 PIPE TRAVEL TIME(MIN.) = 1.31 Tc(MIN.) = 12.35 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 16.00 = 983.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 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.) = 12.35 RAINFALL INTENSITY(INCH/HR) = 2.12 TOTAL STREAM AREA(ACRES) = 3.37 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.54 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 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) = 216.00 UPSTREAM ELEVATION(FEET) = 1272.40 DOWNSTREAM ELEVATION(FEET) = 1269.70 7 ELEVATION DIFFERENCE(FEET) = 2.70 TC = 0.359*[( 216.00**3)/( 2.70)]**.2 = 7.409 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.707 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8429 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 0.75 TOTAL AREA(ACRES) = 0.33 TOTAL RUNOFF(CFS) = 0.75 **************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 1269.70 DOWNSTREAM ELEVATION(FEET) = 1268.40 STREET LENGTH(FEET) = 187.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.62 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 8.98 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.76 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.54 STREET FLOW TRAVEL TIME(MIN.) = 1.77 Tc(MIN.) = 9.18 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.441 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8379 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 0.85 SUBAREA RUNOFF(CFS) = 1.74 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 2.49 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.79 FLOW VELOCITY(FEET/SEC.) = 1.94 DEPTH*VELOCITY(FT*FT/SEC.) = 0.66 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 32.00 = 403.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 32.00 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) = 1265.00 DOWNSTREAM(FEET) = 1263.40 FLOW LENGTH(FEET) = 408.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.40 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.49 PIPE TRAVEL TIME(MIN.) = 2.00 Tc(MIN.) = 11.18 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 16.00 = 811.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 8 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 11.18 RAINFALL INTENSITY(INCH/HR) = 2.22 TOTAL STREAM AREA(ACRES) = 1.18 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.49 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 13.79 15.17 1.917 8.53 2 6.54 12.35 2.117 3.37 3 2.49 11.18 2.221 1.18 *********************************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 18.57 11.18 2.221 2 20.14 12.35 2.117 3 21.86 15.17 1.917 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 21.86 Tc(MIN.) = 15.17 TOTAL AREA(ACRES) = 13.1 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 16.00 = 1052.00 FEET. **************************************************************************** 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) = 1263.40 DOWNSTREAM(FEET) = 1263.20 FLOW LENGTH(FEET) = 47.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.95 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 21.86 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 15.31 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 17.00 = 1099.00 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) = 1.909 APARTMENT DEVELOPMENT RUNOFF COEFFICIENT = .8570 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 1.75 SUBAREA RUNOFF(CFS) = 2.86 TOTAL AREA(ACRES) = 14.8 TOTAL RUNOFF(CFS) = 24.73 TC(MIN.) = 15.31 9 **************************************************************************** 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) = 1.909 APARTMENT DEVELOPMENT RUNOFF COEFFICIENT = .8570 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 1.76 SUBAREA RUNOFF(CFS) = 2.88 TOTAL AREA(ACRES) = 16.6 TOTAL RUNOFF(CFS) = 27.61 TC(MIN.) = 15.31 **************************************************************************** FLOW PROCESS FROM NODE 17.00 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) = 1263.20 DOWNSTREAM(FEET) = 1262.70 FLOW LENGTH(FEET) = 119.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.29 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 27.61 PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 15.62 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 18.00 = 1218.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 16.6 TC(MIN.) = 15.62 PEAK FLOW RATE(CFS) = 27.61 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS PROPOSED CONDITION RATIONAL METHOD 100-YEAR HYDROLOGY 1 ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2016 Advanced Engineering Software (aes) (Rational Tabling Version 23.0) Release Date: 07/01/2016 License ID 1557 Analysis prepared by: Wilson Mikami, Inc 9 CORPORATE PARK, SUITE 100 IRVINE, CA 92606 (949) 679-0090 ************************** DESCRIPTION OF STUDY ************************** * COASTAL COMMUNITIES 18 ACRES PROPERTY AT MISSION TRAIL * * PROPOSED CONDITION 100-YEAR HYDROLOGY * * BY KAM 091222 * ************************************************************************** FILE NAME: PR-CC.DAT TIME/DATE OF STUDY: 13:36 09/12/2022 ---------------------------------------------------------------------------- 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 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM 2 TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 493.00 UPSTREAM ELEVATION(FEET) = 1273.00 DOWNSTREAM ELEVATION(FEET) = 1270.90 ELEVATION DIFFERENCE(FEET) = 2.10 TC = 0.359*[( 493.00**3)/( 2.10)]**.2 = 12.782 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.147 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8496 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 3.82 TOTAL AREA(ACRES) = 1.43 TOTAL RUNOFF(CFS) = 3.82 **************************************************************************** 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) = 1265.90 DOWNSTREAM(FEET) = 1264.90 FLOW LENGTH(FEET) = 235.00 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.) = 3.90 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.82 PIPE TRAVEL TIME(MIN.) = 1.00 Tc(MIN.) = 13.79 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 728.00 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) = 3.035 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8481 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 0.99 SUBAREA RUNOFF(CFS) = 2.55 TOTAL AREA(ACRES) = 2.4 TOTAL RUNOFF(CFS) = 6.37 TC(MIN.) = 13.79 **************************************************************************** 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) = 1264.90 DOWNSTREAM(FEET) = 1263.90 FLOW LENGTH(FEET) = 245.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.22 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.37 PIPE TRAVEL TIME(MIN.) = 0.97 Tc(MIN.) = 14.75 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 973.00 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) = 2.938 APARTMENT DEVELOPMENT RUNOFF COEFFICIENT = .8695 SOIL CLASSIFICATION IS "C" 3 SUBAREA AREA(ACRES) = 0.93 SUBAREA RUNOFF(CFS) = 2.38 TOTAL AREA(ACRES) = 3.4 TOTAL RUNOFF(CFS) = 8.75 TC(MIN.) = 14.75 **************************************************************************** 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) = 2.938 APARTMENT DEVELOPMENT RUNOFF COEFFICIENT = .8695 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 1.43 SUBAREA RUNOFF(CFS) = 3.65 TOTAL AREA(ACRES) = 4.8 TOTAL RUNOFF(CFS) = 12.40 TC(MIN.) = 14.75 **************************************************************************** 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) = 1263.90 DOWNSTREAM(FEET) = 1263.80 FLOW LENGTH(FEET) = 13.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.38 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.40 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 14.79 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 986.00 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) = 2.935 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8466 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 0.78 SUBAREA RUNOFF(CFS) = 1.94 TOTAL AREA(ACRES) = 5.6 TOTAL RUNOFF(CFS) = 14.34 TC(MIN.) = 14.79 **************************************************************************** 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) = 2.935 APARTMENT DEVELOPMENT RUNOFF COEFFICIENT = .8695 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 0.51 SUBAREA RUNOFF(CFS) = 1.30 TOTAL AREA(ACRES) = 6.1 TOTAL RUNOFF(CFS) = 15.64 TC(MIN.) = 14.79 **************************************************************************** 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) = 1263.80 DOWNSTREAM(FEET) = 1263.60 FLOW LENGTH(FEET) = 31.00 MANNING'S N = 0.013 4 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.37 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.64 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 14.87 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 15.00 = 1017.00 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) = 2.927 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7471 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 0.99 SUBAREA RUNOFF(CFS) = 2.17 TOTAL AREA(ACRES) = 7.1 TOTAL RUNOFF(CFS) = 17.81 TC(MIN.) = 14.87 **************************************************************************** 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) = 2.927 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8465 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 1.03 SUBAREA RUNOFF(CFS) = 2.55 TOTAL AREA(ACRES) = 8.1 TOTAL RUNOFF(CFS) = 20.36 TC(MIN.) = 14.87 **************************************************************************** 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) = 2.927 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8847 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 0.44 SUBAREA RUNOFF(CFS) = 1.14 TOTAL AREA(ACRES) = 8.5 TOTAL RUNOFF(CFS) = 21.50 TC(MIN.) = 14.87 **************************************************************************** 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) = 1263.60 DOWNSTREAM(FEET) = 1263.40 FLOW LENGTH(FEET) = 35.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.53 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 21.50 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 14.96 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 16.00 = 1052.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ 5 TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.96 RAINFALL INTENSITY(INCH/HR) = 2.92 TOTAL STREAM AREA(ACRES) = 8.53 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.50 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS APARTMENT TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 270.00 UPSTREAM ELEVATION(FEET) = 1272.90 DOWNSTREAM ELEVATION(FEET) = 1270.90 ELEVATION DIFFERENCE(FEET) = 2.00 TC = 0.323*[( 270.00**3)/( 2.00)]**.2 = 8.080 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.921 APARTMENT DEVELOPMENT RUNOFF COEFFICIENT = .8761 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 1.82 TOTAL AREA(ACRES) = 0.53 TOTAL RUNOFF(CFS) = 1.82 **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 1270.90 DOWNSTREAM ELEVATION(FEET) = 1269.50 STREET LENGTH(FEET) = 276.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.47 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 14.62 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.98 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.83 STREET FLOW TRAVEL TIME(MIN.) = 2.32 Tc(MIN.) = 10.40 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.474 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8537 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 1.78 SUBAREA RUNOFF(CFS) = 5.28 TOTAL AREA(ACRES) = 2.3 PEAK FLOW RATE(CFS) = 7.10 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 17.51 FLOW VELOCITY(FEET/SEC.) = 2.23 DEPTH*VELOCITY(FT*FT/SEC.) = 1.06 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 22.00 = 546.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 31 6 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1265.20 DOWNSTREAM(FEET) = 1264.70 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.67 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.10 PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 10.76 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 23.00 = 646.00 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) = 3.418 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8530 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 1.06 SUBAREA RUNOFF(CFS) = 3.09 TOTAL AREA(ACRES) = 3.4 TOTAL RUNOFF(CFS) = 10.19 TC(MIN.) = 10.76 **************************************************************************** FLOW PROCESS FROM NODE 23.00 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) = 1264.70 DOWNSTREAM(FEET) = 1263.40 FLOW LENGTH(FEET) = 337.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.78 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.19 PIPE TRAVEL TIME(MIN.) = 1.18 Tc(MIN.) = 11.93 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 16.00 = 983.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 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.) = 11.93 RAINFALL INTENSITY(INCH/HR) = 3.25 TOTAL STREAM AREA(ACRES) = 3.37 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.19 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 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) = 216.00 UPSTREAM ELEVATION(FEET) = 1272.40 DOWNSTREAM ELEVATION(FEET) = 1269.70 7 ELEVATION DIFFERENCE(FEET) = 2.70 TC = 0.359*[( 216.00**3)/( 2.70)]**.2 = 7.409 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.087 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8597 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 1.16 TOTAL AREA(ACRES) = 0.33 TOTAL RUNOFF(CFS) = 1.16 **************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 1269.70 DOWNSTREAM ELEVATION(FEET) = 1268.40 STREET LENGTH(FEET) = 187.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.52 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.79 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.96 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.67 STREET FLOW TRAVEL TIME(MIN.) = 1.59 Tc(MIN.) = 9.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.724 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8564 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 0.85 SUBAREA RUNOFF(CFS) = 2.71 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 3.87 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 12.95 FLOW VELOCITY(FEET/SEC.) = 2.15 DEPTH*VELOCITY(FT*FT/SEC.) = 0.83 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 32.00 = 403.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 32.00 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) = 1265.00 DOWNSTREAM(FEET) = 1263.40 FLOW LENGTH(FEET) = 408.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.80 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.87 PIPE TRAVEL TIME(MIN.) = 1.79 Tc(MIN.) = 10.79 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 16.00 = 811.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 8 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 10.79 RAINFALL INTENSITY(INCH/HR) = 3.41 TOTAL STREAM AREA(ACRES) = 1.18 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.87 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 21.50 14.96 2.919 8.53 2 10.19 11.93 3.252 3.37 3 3.87 10.79 3.414 1.18 *********************************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 28.58 10.79 3.414 2 31.03 11.93 3.252 3 33.95 14.96 2.919 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 33.95 Tc(MIN.) = 14.96 TOTAL AREA(ACRES) = 13.1 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 16.00 = 1052.00 FEET. **************************************************************************** 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) = 1263.40 DOWNSTREAM(FEET) = 1263.20 FLOW LENGTH(FEET) = 47.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.67 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 33.95 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 15.08 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 17.00 = 1099.00 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) = 2.908 APARTMENT DEVELOPMENT RUNOFF COEFFICIENT = .8693 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 1.75 SUBAREA RUNOFF(CFS) = 4.42 TOTAL AREA(ACRES) = 14.8 TOTAL RUNOFF(CFS) = 38.37 TC(MIN.) = 15.08 9 **************************************************************************** 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) = 2.908 APARTMENT DEVELOPMENT RUNOFF COEFFICIENT = .8693 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 1.76 SUBAREA RUNOFF(CFS) = 4.45 TOTAL AREA(ACRES) = 16.6 TOTAL RUNOFF(CFS) = 42.82 TC(MIN.) = 15.08 **************************************************************************** FLOW PROCESS FROM NODE 17.00 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) = 1263.20 DOWNSTREAM(FEET) = 1262.70 FLOW LENGTH(FEET) = 119.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 26.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.02 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 42.82 PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 15.36 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 18.00 = 1218.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 16.6 TC(MIN.) = 15.36 PEAK FLOW RATE(CFS) = 42.82 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS PROPOSED CONDITION HYDROLOGY MAP UP UPUP UPDN UP DNUPREF.UPUPREF.UPREF.UPUPREF.UP REF.UPUPREF.UPREF.UPUPREF.UP UPUPUPUP DNUPDNUPUPUPUPUP DNUPDNUPUPUPUPUP DNUPDNUPUPUPUPUP DNUPDNUPUPUPUPUP DNUPDNUPUPUPUPUP DNUPDNUPUPUPUPUP DNUPDNUPUP UPUP UPDN UP DNUPREF.UPUPREF.REF.UPUPREF.REF.UPUPREF.UPREF.UPUPREF.UP REF.UPUPREF.UP REF.UPUPREF.UPREF.UPUPREF.UP REF.UPUPREF.UPREF.UPUPREF.UP REF.UPUPREF.UPREF.UPUPREF.UP REF.UPUPREF.UPREF.UPUPREF.UP REF.UPUPREF.UPREF.UPUPREF.UP REF.UPUPREF.UPREF.UPUPREF.UP REF.UPUPREF.UPREF.UPUPREF.UP REF.UPUPREF.UPUPREF.UP REF.UPUPREF. REF.UPUPREF.REF.UPUPREF.REF.UPUP REF. REF.UPREF.UPUPUPUPDNUPDNUPUPUPREF.UPREF.UP UP REF.DNUPUPREF.UP UP REF.UPREF. REF.UPUPREF.UPREF.UPREF. REF.UPREF.UPUPREF.REF.UP UP REF.REF.UP UPUPUPUP DNUPDNUPWILSON 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 09/14/22 File: EXMT18610.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 = 16.60(Ac.) = 0.026 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 16.60(Ac.) = 0.026 Sq. Mi. USER Entry of lag time in hours Lag time = 0.387 Hr. Lag time = 23.22 Min. 25% of lag time = 5.80 Min. 40% of lag time = 9.29 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] 16.60 1.40 23.24 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 16.60 3.50 58.10 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 % 16.600 91.00 0.000 Total Area Entered = 16.60(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 91.0 91.0 0.117 0.000 0.117 1.000 0.117 Sum (F) = 0.117 Area averaged mean soil loss (F) (In/Hr) = 0.117 Minimum soil loss rate ((In/Hr)) = 0.059 (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 21.533 1.932 0.323 2 0.167 43.066 5.880 0.984 3 0.250 64.599 10.309 1.725 4 0.333 86.133 14.193 2.374 5 0.417 107.666 15.190 2.541 6 0.500 129.199 11.621 1.944 7 0.583 150.732 7.530 1.260 8 0.667 172.265 5.177 0.866 9 0.750 193.798 3.653 0.611 10 0.833 215.332 3.038 0.508 11 0.917 236.865 2.544 0.426 12 1.000 258.398 2.177 0.364 13 1.083 279.931 1.934 0.324 14 1.167 301.464 1.652 0.276 15 1.250 322.997 1.404 0.235 16 1.333 344.531 1.292 0.216 17 1.417 366.064 1.196 0.200 18 1.500 387.597 0.959 0.160 19 1.583 409.130 0.924 0.155 20 1.667 430.663 0.732 0.122 21 1.750 452.196 0.689 0.115 22 1.833 473.730 0.663 0.111 23 1.917 495.263 0.646 0.108 24 2.000 516.796 0.594 0.099 25 2.083 538.329 0.478 0.080 26 2.167 559.862 0.465 0.078 27 2.250 581.395 0.400 0.067 28 2.333 602.929 0.387 0.065 29 2.417 624.462 0.334 0.056 30 2.500 645.995 0.301 0.050 31 2.583 667.528 0.273 0.046 32 2.667 689.061 0.217 0.036 33 2.750 710.594 0.215 0.036 34 2.833 732.127 0.215 0.036 35 2.917 753.661 0.215 0.036 36 3.000 775.194 0.215 0.036 37 3.083 796.727 0.215 0.036 38 3.167 818.260 0.140 0.023 Sum = 100.000 Sum= 16.730 ----------------------------------------------------------------------- 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 0.117 --- 0.02 2 0.17 0.60 0.163 0.117 --- 0.05 3 0.25 0.60 0.163 0.117 --- 0.05 4 0.33 0.60 0.163 0.117 --- 0.05 5 0.42 0.60 0.163 0.117 --- 0.05 6 0.50 0.70 0.190 0.117 --- 0.07 7 0.58 0.70 0.190 0.117 --- 0.07 8 0.67 0.70 0.190 0.117 --- 0.07 9 0.75 0.70 0.190 0.117 --- 0.07 10 0.83 0.70 0.190 0.117 --- 0.07 11 0.92 0.70 0.190 0.117 --- 0.07 12 1.00 0.80 0.217 0.117 --- 0.10 13 1.08 0.80 0.217 0.117 --- 0.10 14 1.17 0.80 0.217 0.117 --- 0.10 15 1.25 0.80 0.217 0.117 --- 0.10 16 1.33 0.80 0.217 0.117 --- 0.10 17 1.42 0.80 0.217 0.117 --- 0.10 18 1.50 0.80 0.217 0.117 --- 0.10 19 1.58 0.80 0.217 0.117 --- 0.10 20 1.67 0.80 0.217 0.117 --- 0.10 21 1.75 0.80 0.217 0.117 --- 0.10 22 1.83 0.80 0.217 0.117 --- 0.10 23 1.92 0.80 0.217 0.117 --- 0.10 24 2.00 0.90 0.244 0.117 --- 0.13 25 2.08 0.80 0.217 0.117 --- 0.10 26 2.17 0.90 0.244 0.117 --- 0.13 27 2.25 0.90 0.244 0.117 --- 0.13 28 2.33 0.90 0.244 0.117 --- 0.13 29 2.42 0.90 0.244 0.117 --- 0.13 30 2.50 0.90 0.244 0.117 --- 0.13 31 2.58 0.90 0.244 0.117 --- 0.13 32 2.67 0.90 0.244 0.117 --- 0.13 33 2.75 1.00 0.272 0.117 --- 0.15 34 2.83 1.00 0.272 0.117 --- 0.15 35 2.92 1.00 0.272 0.117 --- 0.15 36 3.00 1.00 0.272 0.117 --- 0.15 37 3.08 1.00 0.272 0.117 --- 0.15 38 3.17 1.10 0.299 0.117 --- 0.18 39 3.25 1.10 0.299 0.117 --- 0.18 40 3.33 1.10 0.299 0.117 --- 0.18 41 3.42 1.20 0.326 0.117 --- 0.21 42 3.50 1.30 0.353 0.117 --- 0.24 43 3.58 1.40 0.380 0.117 --- 0.26 44 3.67 1.40 0.380 0.117 --- 0.26 45 3.75 1.50 0.407 0.117 --- 0.29 46 3.83 1.50 0.407 0.117 --- 0.29 47 3.92 1.60 0.435 0.117 --- 0.32 48 4.00 1.60 0.435 0.117 --- 0.32 49 4.08 1.70 0.462 0.117 --- 0.34 50 4.17 1.80 0.489 0.117 --- 0.37 51 4.25 1.90 0.516 0.117 --- 0.40 52 4.33 2.00 0.543 0.117 --- 0.43 53 4.42 2.10 0.570 0.117 --- 0.45 54 4.50 2.10 0.570 0.117 --- 0.45 55 4.58 2.20 0.598 0.117 --- 0.48 56 4.67 2.30 0.625 0.117 --- 0.51 57 4.75 2.40 0.652 0.117 --- 0.53 58 4.83 2.40 0.652 0.117 --- 0.53 59 4.92 2.50 0.679 0.117 --- 0.56 60 5.00 2.60 0.706 0.117 --- 0.59 61 5.08 3.10 0.842 0.117 --- 0.73 62 5.17 3.60 0.978 0.117 --- 0.86 63 5.25 3.90 1.059 0.117 --- 0.94 64 5.33 4.20 1.141 0.117 --- 1.02 65 5.42 4.70 1.277 0.117 --- 1.16 66 5.50 5.60 1.521 0.117 --- 1.40 67 5.58 1.90 0.516 0.117 --- 0.40 68 5.67 0.90 0.244 0.117 --- 0.13 69 5.75 0.60 0.163 0.117 --- 0.05 70 5.83 0.50 0.136 0.117 --- 0.02 71 5.92 0.30 0.081 0.117 0.073 0.01 72 6.00 0.20 0.054 0.117 0.049 0.01 Sum = 100.0 Sum = 18.9 Flood volume = Effective rainfall 1.57(In) times area 16.6(Ac.)/[(In)/(Ft.)] = 2.2(Ac.Ft) Total soil loss = 0.69(In) Total soil loss = 0.958(Ac.Ft) Total rainfall = 2.26(In) Flood volume = 94673.8 Cubic Feet Total soil loss = 41739.9 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 13.849(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 0.01 Q | | | | 0+10 0.0003 0.03 Q | | | | 0+15 0.0009 0.09 Q | | | | 0+20 0.0022 0.18 Q | | | | 0+25 0.0042 0.30 Q | | | | 0+30 0.0071 0.41 Q | | | | 0+35 0.0106 0.51 VQ | | | | 0+40 0.0148 0.61 VQ | | | | 0+45 0.0197 0.71 VQ | | | | 0+50 0.0253 0.81 VQ | | | | 0+55 0.0313 0.88 VQ | | | | 1+ 0 0.0378 0.94 VQ | | | | 1+ 5 0.0448 1.01 V Q | | | | 1+10 0.0523 1.09 V Q | | | | 1+15 0.0604 1.18 |VQ | | | | 1+20 0.0691 1.27 |VQ | | | | 1+25 0.0783 1.34 |VQ | | | | 1+30 0.0879 1.39 |VQ | | | | 1+35 0.0978 1.43 |VQ | | | | 1+40 0.1078 1.46 |VQ | | | | 1+45 0.1180 1.48 | Q | | | | 1+50 0.1284 1.51 | VQ | | | | 1+55 0.1389 1.53 | VQ | | | | 2+ 0 0.1496 1.55 | VQ | | | | 2+ 5 0.1606 1.59 | VQ | | | | 2+10 0.1718 1.63 | Q | | | | 2+15 0.1834 1.68 | Q | | | | 2+20 0.1954 1.75 | Q | | | | 2+25 0.2078 1.81 | Q | | | | 2+30 0.2207 1.87 | QV | | | | 2+35 0.2339 1.91 | QV | | | | 2+40 0.2473 1.95 | QV | | | | 2+45 0.2610 1.99 | QV | | | | 2+50 0.2750 2.03 | QV | | | | 2+55 0.2894 2.10 | QV | | | | 3+ 0 0.3044 2.18 | QV | | | | 3+ 5 0.3200 2.26 | QV | | | | 3+10 0.3360 2.33 | Q V | | | | 3+15 0.3526 2.40 | Q V | | | | 3+20 0.3697 2.48 | Q V | | | | 3+25 0.3875 2.58 | Q V | | | | 3+30 0.4061 2.71 | Q V | | | | 3+35 0.4258 2.86 | Q V | | | | 3+40 0.4468 3.05 | Q V | | | | 3+45 0.4693 3.27 | Q V | | | | 3+50 0.4935 3.51 | Q V| | | | 3+55 0.5193 3.75 | Q V| | | | 4+ 0 0.5467 3.97 | Q V | | | 4+ 5 0.5755 4.19 | Q V | | | 4+10 0.6059 4.41 | Q |V | | | 4+15 0.6379 4.65 | Q|V | | | 4+20 0.6718 4.92 | Q| V | | | 4+25 0.7078 5.23 | Q V | | | 4+30 0.7461 5.56 | |Q V | | | 4+35 0.7868 5.90 | |Q V | | | 4+40 0.8297 6.23 | | Q V | | | 4+45 0.8748 6.55 | | Q V | | | 4+50 0.9221 6.87 | | Q V | | | 4+55 0.9717 7.20 | | Q V | | | 5+ 0 1.0235 7.52 | | Q V | | | 5+ 5 1.0778 7.89 | | Q V| | | 5+10 1.1354 8.36 | | Q V | | 5+15 1.1976 9.03 | | Q | V | | 5+20 1.2660 9.93 | | Q| V | | 5+25 1.3420 11.04 | | | Q V | | 5+30 1.4270 12.34 | | | Q V | | 5+35 1.5195 13.43 | | | QV | | 5+40 1.6149 13.85 | | | Q V| | 5+45 1.7064 13.29 | | | Q |V | 5+50 1.7865 11.63 | | | Q | V | 5+55 1.8499 9.21 | | Q | | V | 6+ 0 1.8981 6.99 | | Q | | V | 6+ 5 1.9354 5.42 | Q | | V | 6+10 1.9653 4.35 | Q | | | V | 6+15 1.9904 3.65 | Q | | | V | 6+20 2.0120 3.12 | Q | | | V | 6+25 2.0307 2.72 | Q | | | V | 6+30 2.0471 2.38 | Q | | | V | 6+35 2.0615 2.10 | Q | | | V | 6+40 2.0743 1.86 | Q | | | V | 6+45 2.0857 1.66 | Q | | | V | 6+50 2.0959 1.48 | Q | | | V | 6+55 2.1049 1.31 | Q | | | V | 7+ 0 2.1131 1.18 | Q | | | V | 7+ 5 2.1203 1.06 | Q | | | V| 7+10 2.1269 0.96 |Q | | | V| 7+15 2.1330 0.88 |Q | | | V| 7+20 2.1385 0.80 |Q | | | V| 7+25 2.1434 0.71 |Q | | | V| 7+30 2.1477 0.63 |Q | | | V| 7+35 2.1515 0.56 |Q | | | V| 7+40 2.1550 0.50 Q | | | V| 7+45 2.1580 0.44 Q | | | V| 7+50 2.1607 0.39 Q | | | V| 7+55 2.1631 0.34 Q | | | V| 8+ 0 2.1652 0.30 Q | | | V| 8+ 5 2.1670 0.26 Q | | | V| 8+10 2.1686 0.24 Q | | | V| 8+15 2.1700 0.21 Q | | | V| 8+20 2.1712 0.17 Q | | | V| 8+25 2.1722 0.14 Q | | | V| 8+30 2.1729 0.10 Q | | | V| 8+35 2.1732 0.05 Q | | | V| 8+40 2.1733 0.02 Q | | | V| 8+45 2.1734 0.01 Q | | | V| 8+50 2.1734 0.00 Q | | | V| 8+55 2.1734 0.00 Q | | | V| 9+ 0 2.1734 0.00 Q | | | V| 9+ 5 2.1734 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 09/14/22 File: EXMT182410.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 = 16.60(Ac.) = 0.026 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 16.60(Ac.) = 0.026 Sq. Mi. USER Entry of lag time in hours Lag time = 0.387 Hr. Lag time = 23.22 Min. 25% of lag time = 5.80 Min. 40% of lag time = 9.29 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] 16.60 2.50 41.50 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 16.60 7.50 124.50 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 % 16.600 91.00 0.000 Total Area Entered = 16.60(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 91.0 91.0 0.117 0.000 0.117 1.000 0.117 Sum (F) = 0.117 Area averaged mean soil loss (F) (In/Hr) = 0.117 Minimum soil loss rate ((In/Hr)) = 0.059 (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 21.533 1.932 0.323 2 0.167 43.066 5.880 0.984 3 0.250 64.599 10.309 1.725 4 0.333 86.133 14.193 2.374 5 0.417 107.666 15.190 2.541 6 0.500 129.199 11.621 1.944 7 0.583 150.732 7.530 1.260 8 0.667 172.265 5.177 0.866 9 0.750 193.798 3.653 0.611 10 0.833 215.332 3.038 0.508 11 0.917 236.865 2.544 0.426 12 1.000 258.398 2.177 0.364 13 1.083 279.931 1.934 0.324 14 1.167 301.464 1.652 0.276 15 1.250 322.997 1.404 0.235 16 1.333 344.531 1.292 0.216 17 1.417 366.064 1.196 0.200 18 1.500 387.597 0.959 0.160 19 1.583 409.130 0.924 0.155 20 1.667 430.663 0.732 0.122 21 1.750 452.196 0.689 0.115 22 1.833 473.730 0.663 0.111 23 1.917 495.263 0.646 0.108 24 2.000 516.796 0.594 0.099 25 2.083 538.329 0.478 0.080 26 2.167 559.862 0.465 0.078 27 2.250 581.395 0.400 0.067 28 2.333 602.929 0.387 0.065 29 2.417 624.462 0.334 0.056 30 2.500 645.995 0.301 0.050 31 2.583 667.528 0.273 0.046 32 2.667 689.061 0.217 0.036 33 2.750 710.594 0.215 0.036 34 2.833 732.127 0.215 0.036 35 2.917 753.661 0.215 0.036 36 3.000 775.194 0.215 0.036 37 3.083 796.727 0.215 0.036 38 3.167 818.260 0.140 0.023 Sum = 100.000 Sum= 16.730 ----------------------------------------------------------------------- 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 0.207 0.033 0.00 2 0.17 0.07 0.036 0.207 0.033 0.00 3 0.25 0.07 0.036 0.206 0.033 0.00 4 0.33 0.10 0.055 0.205 0.049 0.01 5 0.42 0.10 0.055 0.204 0.049 0.01 6 0.50 0.10 0.055 0.203 0.049 0.01 7 0.58 0.10 0.055 0.203 0.049 0.01 8 0.67 0.10 0.055 0.202 0.049 0.01 9 0.75 0.10 0.055 0.201 0.049 0.01 10 0.83 0.13 0.073 0.200 0.066 0.01 11 0.92 0.13 0.073 0.199 0.066 0.01 12 1.00 0.13 0.073 0.199 0.066 0.01 13 1.08 0.10 0.055 0.198 0.049 0.01 14 1.17 0.10 0.055 0.197 0.049 0.01 15 1.25 0.10 0.055 0.196 0.049 0.01 16 1.33 0.10 0.055 0.196 0.049 0.01 17 1.42 0.10 0.055 0.195 0.049 0.01 18 1.50 0.10 0.055 0.194 0.049 0.01 19 1.58 0.10 0.055 0.193 0.049 0.01 20 1.67 0.10 0.055 0.192 0.049 0.01 21 1.75 0.10 0.055 0.192 0.049 0.01 22 1.83 0.13 0.073 0.191 0.066 0.01 23 1.92 0.13 0.073 0.190 0.066 0.01 24 2.00 0.13 0.073 0.189 0.066 0.01 25 2.08 0.13 0.073 0.189 0.066 0.01 26 2.17 0.13 0.073 0.188 0.066 0.01 27 2.25 0.13 0.073 0.187 0.066 0.01 28 2.33 0.13 0.073 0.186 0.066 0.01 29 2.42 0.13 0.073 0.186 0.066 0.01 30 2.50 0.13 0.073 0.185 0.066 0.01 31 2.58 0.17 0.091 0.184 0.082 0.01 32 2.67 0.17 0.091 0.183 0.082 0.01 33 2.75 0.17 0.091 0.183 0.082 0.01 34 2.83 0.17 0.091 0.182 0.082 0.01 35 2.92 0.17 0.091 0.181 0.082 0.01 36 3.00 0.17 0.091 0.180 0.082 0.01 37 3.08 0.17 0.091 0.180 0.082 0.01 38 3.17 0.17 0.091 0.179 0.082 0.01 39 3.25 0.17 0.091 0.178 0.082 0.01 40 3.33 0.17 0.091 0.177 0.082 0.01 41 3.42 0.17 0.091 0.177 0.082 0.01 42 3.50 0.17 0.091 0.176 0.082 0.01 43 3.58 0.17 0.091 0.175 0.082 0.01 44 3.67 0.17 0.091 0.174 0.082 0.01 45 3.75 0.17 0.091 0.174 0.082 0.01 46 3.83 0.20 0.109 0.173 0.098 0.01 47 3.92 0.20 0.109 0.172 0.098 0.01 48 4.00 0.20 0.109 0.171 0.098 0.01 49 4.08 0.20 0.109 0.171 0.098 0.01 50 4.17 0.20 0.109 0.170 0.098 0.01 51 4.25 0.20 0.109 0.169 0.098 0.01 52 4.33 0.23 0.128 0.169 0.115 0.01 53 4.42 0.23 0.128 0.168 0.115 0.01 54 4.50 0.23 0.128 0.167 0.115 0.01 55 4.58 0.23 0.128 0.166 0.115 0.01 56 4.67 0.23 0.128 0.166 0.115 0.01 57 4.75 0.23 0.128 0.165 0.115 0.01 58 4.83 0.27 0.146 0.164 0.131 0.01 59 4.92 0.27 0.146 0.164 0.131 0.01 60 5.00 0.27 0.146 0.163 0.131 0.01 61 5.08 0.20 0.109 0.162 0.098 0.01 62 5.17 0.20 0.109 0.161 0.098 0.01 63 5.25 0.20 0.109 0.161 0.098 0.01 64 5.33 0.23 0.128 0.160 0.115 0.01 65 5.42 0.23 0.128 0.159 0.115 0.01 66 5.50 0.23 0.128 0.159 0.115 0.01 67 5.58 0.27 0.146 0.158 0.131 0.01 68 5.67 0.27 0.146 0.157 0.131 0.01 69 5.75 0.27 0.146 0.157 0.131 0.01 70 5.83 0.27 0.146 0.156 0.131 0.01 71 5.92 0.27 0.146 0.155 0.131 0.01 72 6.00 0.27 0.146 0.154 0.131 0.01 73 6.08 0.30 0.164 0.154 --- 0.01 74 6.17 0.30 0.164 0.153 --- 0.01 75 6.25 0.30 0.164 0.152 --- 0.01 76 6.33 0.30 0.164 0.152 --- 0.01 77 6.42 0.30 0.164 0.151 --- 0.01 78 6.50 0.30 0.164 0.150 --- 0.01 79 6.58 0.33 0.182 0.150 --- 0.03 80 6.67 0.33 0.182 0.149 --- 0.03 81 6.75 0.33 0.182 0.148 --- 0.03 82 6.83 0.33 0.182 0.148 --- 0.03 83 6.92 0.33 0.182 0.147 --- 0.04 84 7.00 0.33 0.182 0.146 --- 0.04 85 7.08 0.33 0.182 0.146 --- 0.04 86 7.17 0.33 0.182 0.145 --- 0.04 87 7.25 0.33 0.182 0.144 --- 0.04 88 7.33 0.37 0.201 0.144 --- 0.06 89 7.42 0.37 0.201 0.143 --- 0.06 90 7.50 0.37 0.201 0.142 --- 0.06 91 7.58 0.40 0.219 0.142 --- 0.08 92 7.67 0.40 0.219 0.141 --- 0.08 93 7.75 0.40 0.219 0.140 --- 0.08 94 7.83 0.43 0.237 0.140 --- 0.10 95 7.92 0.43 0.237 0.139 --- 0.10 96 8.00 0.43 0.237 0.138 --- 0.10 97 8.08 0.50 0.273 0.138 --- 0.14 98 8.17 0.50 0.273 0.137 --- 0.14 99 8.25 0.50 0.273 0.137 --- 0.14 100 8.33 0.50 0.273 0.136 --- 0.14 101 8.42 0.50 0.273 0.135 --- 0.14 102 8.50 0.50 0.273 0.135 --- 0.14 103 8.58 0.53 0.292 0.134 --- 0.16 104 8.67 0.53 0.292 0.133 --- 0.16 105 8.75 0.53 0.292 0.133 --- 0.16 106 8.83 0.57 0.310 0.132 --- 0.18 107 8.92 0.57 0.310 0.131 --- 0.18 108 9.00 0.57 0.310 0.131 --- 0.18 109 9.08 0.63 0.346 0.130 --- 0.22 110 9.17 0.63 0.346 0.130 --- 0.22 111 9.25 0.63 0.346 0.129 --- 0.22 112 9.33 0.67 0.365 0.128 --- 0.24 113 9.42 0.67 0.365 0.128 --- 0.24 114 9.50 0.67 0.365 0.127 --- 0.24 115 9.58 0.70 0.383 0.127 --- 0.26 116 9.67 0.70 0.383 0.126 --- 0.26 117 9.75 0.70 0.383 0.125 --- 0.26 118 9.83 0.73 0.401 0.125 --- 0.28 119 9.92 0.73 0.401 0.124 --- 0.28 120 10.00 0.73 0.401 0.124 --- 0.28 121 10.08 0.50 0.273 0.123 --- 0.15 122 10.17 0.50 0.273 0.122 --- 0.15 123 10.25 0.50 0.273 0.122 --- 0.15 124 10.33 0.50 0.273 0.121 --- 0.15 125 10.42 0.50 0.273 0.121 --- 0.15 126 10.50 0.50 0.273 0.120 --- 0.15 127 10.58 0.67 0.365 0.119 --- 0.25 128 10.67 0.67 0.365 0.119 --- 0.25 129 10.75 0.67 0.365 0.118 --- 0.25 130 10.83 0.67 0.365 0.118 --- 0.25 131 10.92 0.67 0.365 0.117 --- 0.25 132 11.00 0.67 0.365 0.117 --- 0.25 133 11.08 0.63 0.346 0.116 --- 0.23 134 11.17 0.63 0.346 0.115 --- 0.23 135 11.25 0.63 0.346 0.115 --- 0.23 136 11.33 0.63 0.346 0.114 --- 0.23 137 11.42 0.63 0.346 0.114 --- 0.23 138 11.50 0.63 0.346 0.113 --- 0.23 139 11.58 0.57 0.310 0.113 --- 0.20 140 11.67 0.57 0.310 0.112 --- 0.20 141 11.75 0.57 0.310 0.111 --- 0.20 142 11.83 0.60 0.328 0.111 --- 0.22 143 11.92 0.60 0.328 0.110 --- 0.22 144 12.00 0.60 0.328 0.110 --- 0.22 145 12.08 0.83 0.456 0.109 --- 0.35 146 12.17 0.83 0.456 0.109 --- 0.35 147 12.25 0.83 0.456 0.108 --- 0.35 148 12.33 0.87 0.474 0.108 --- 0.37 149 12.42 0.87 0.474 0.107 --- 0.37 150 12.50 0.87 0.474 0.107 --- 0.37 151 12.58 0.93 0.510 0.106 --- 0.40 152 12.67 0.93 0.510 0.105 --- 0.40 153 12.75 0.93 0.510 0.105 --- 0.41 154 12.83 0.97 0.529 0.104 --- 0.42 155 12.92 0.97 0.529 0.104 --- 0.42 156 13.00 0.97 0.529 0.103 --- 0.43 157 13.08 1.13 0.620 0.103 --- 0.52 158 13.17 1.13 0.620 0.102 --- 0.52 159 13.25 1.13 0.620 0.102 --- 0.52 160 13.33 1.13 0.620 0.101 --- 0.52 161 13.42 1.13 0.620 0.101 --- 0.52 162 13.50 1.13 0.620 0.100 --- 0.52 163 13.58 0.77 0.419 0.100 --- 0.32 164 13.67 0.77 0.419 0.099 --- 0.32 165 13.75 0.77 0.419 0.099 --- 0.32 166 13.83 0.77 0.419 0.098 --- 0.32 167 13.92 0.77 0.419 0.098 --- 0.32 168 14.00 0.77 0.419 0.097 --- 0.32 169 14.08 0.90 0.492 0.097 --- 0.40 170 14.17 0.90 0.492 0.096 --- 0.40 171 14.25 0.90 0.492 0.096 --- 0.40 172 14.33 0.87 0.474 0.095 --- 0.38 173 14.42 0.87 0.474 0.095 --- 0.38 174 14.50 0.87 0.474 0.094 --- 0.38 175 14.58 0.87 0.474 0.094 --- 0.38 176 14.67 0.87 0.474 0.093 --- 0.38 177 14.75 0.87 0.474 0.093 --- 0.38 178 14.83 0.83 0.456 0.092 --- 0.36 179 14.92 0.83 0.456 0.092 --- 0.36 180 15.00 0.83 0.456 0.091 --- 0.36 181 15.08 0.80 0.437 0.091 --- 0.35 182 15.17 0.80 0.437 0.090 --- 0.35 183 15.25 0.80 0.437 0.090 --- 0.35 184 15.33 0.77 0.419 0.090 --- 0.33 185 15.42 0.77 0.419 0.089 --- 0.33 186 15.50 0.77 0.419 0.089 --- 0.33 187 15.58 0.63 0.346 0.088 --- 0.26 188 15.67 0.63 0.346 0.088 --- 0.26 189 15.75 0.63 0.346 0.087 --- 0.26 190 15.83 0.63 0.346 0.087 --- 0.26 191 15.92 0.63 0.346 0.086 --- 0.26 192 16.00 0.63 0.346 0.086 --- 0.26 193 16.08 0.13 0.073 0.085 0.066 0.01 194 16.17 0.13 0.073 0.085 0.066 0.01 195 16.25 0.13 0.073 0.085 0.066 0.01 196 16.33 0.13 0.073 0.084 0.066 0.01 197 16.42 0.13 0.073 0.084 0.066 0.01 198 16.50 0.13 0.073 0.083 0.066 0.01 199 16.58 0.10 0.055 0.083 0.049 0.01 200 16.67 0.10 0.055 0.082 0.049 0.01 201 16.75 0.10 0.055 0.082 0.049 0.01 202 16.83 0.10 0.055 0.082 0.049 0.01 203 16.92 0.10 0.055 0.081 0.049 0.01 204 17.00 0.10 0.055 0.081 0.049 0.01 205 17.08 0.17 0.091 0.080 --- 0.01 206 17.17 0.17 0.091 0.080 --- 0.01 207 17.25 0.17 0.091 0.080 --- 0.01 208 17.33 0.17 0.091 0.079 --- 0.01 209 17.42 0.17 0.091 0.079 --- 0.01 210 17.50 0.17 0.091 0.078 --- 0.01 211 17.58 0.17 0.091 0.078 --- 0.01 212 17.67 0.17 0.091 0.078 --- 0.01 213 17.75 0.17 0.091 0.077 --- 0.01 214 17.83 0.13 0.073 0.077 0.066 0.01 215 17.92 0.13 0.073 0.076 0.066 0.01 216 18.00 0.13 0.073 0.076 0.066 0.01 217 18.08 0.13 0.073 0.076 0.066 0.01 218 18.17 0.13 0.073 0.075 0.066 0.01 219 18.25 0.13 0.073 0.075 0.066 0.01 220 18.33 0.13 0.073 0.075 0.066 0.01 221 18.42 0.13 0.073 0.074 0.066 0.01 222 18.50 0.13 0.073 0.074 0.066 0.01 223 18.58 0.10 0.055 0.074 0.049 0.01 224 18.67 0.10 0.055 0.073 0.049 0.01 225 18.75 0.10 0.055 0.073 0.049 0.01 226 18.83 0.07 0.036 0.072 0.033 0.00 227 18.92 0.07 0.036 0.072 0.033 0.00 228 19.00 0.07 0.036 0.072 0.033 0.00 229 19.08 0.10 0.055 0.071 0.049 0.01 230 19.17 0.10 0.055 0.071 0.049 0.01 231 19.25 0.10 0.055 0.071 0.049 0.01 232 19.33 0.13 0.073 0.070 --- 0.00 233 19.42 0.13 0.073 0.070 --- 0.00 234 19.50 0.13 0.073 0.070 --- 0.00 235 19.58 0.10 0.055 0.069 0.049 0.01 236 19.67 0.10 0.055 0.069 0.049 0.01 237 19.75 0.10 0.055 0.069 0.049 0.01 238 19.83 0.07 0.036 0.069 0.033 0.00 239 19.92 0.07 0.036 0.068 0.033 0.00 240 20.00 0.07 0.036 0.068 0.033 0.00 241 20.08 0.10 0.055 0.068 0.049 0.01 242 20.17 0.10 0.055 0.067 0.049 0.01 243 20.25 0.10 0.055 0.067 0.049 0.01 244 20.33 0.10 0.055 0.067 0.049 0.01 245 20.42 0.10 0.055 0.066 0.049 0.01 246 20.50 0.10 0.055 0.066 0.049 0.01 247 20.58 0.10 0.055 0.066 0.049 0.01 248 20.67 0.10 0.055 0.066 0.049 0.01 249 20.75 0.10 0.055 0.065 0.049 0.01 250 20.83 0.07 0.036 0.065 0.033 0.00 251 20.92 0.07 0.036 0.065 0.033 0.00 252 21.00 0.07 0.036 0.065 0.033 0.00 253 21.08 0.10 0.055 0.064 0.049 0.01 254 21.17 0.10 0.055 0.064 0.049 0.01 255 21.25 0.10 0.055 0.064 0.049 0.01 256 21.33 0.07 0.036 0.064 0.033 0.00 257 21.42 0.07 0.036 0.063 0.033 0.00 258 21.50 0.07 0.036 0.063 0.033 0.00 259 21.58 0.10 0.055 0.063 0.049 0.01 260 21.67 0.10 0.055 0.063 0.049 0.01 261 21.75 0.10 0.055 0.062 0.049 0.01 262 21.83 0.07 0.036 0.062 0.033 0.00 263 21.92 0.07 0.036 0.062 0.033 0.00 264 22.00 0.07 0.036 0.062 0.033 0.00 265 22.08 0.10 0.055 0.062 0.049 0.01 266 22.17 0.10 0.055 0.061 0.049 0.01 267 22.25 0.10 0.055 0.061 0.049 0.01 268 22.33 0.07 0.036 0.061 0.033 0.00 269 22.42 0.07 0.036 0.061 0.033 0.00 270 22.50 0.07 0.036 0.061 0.033 0.00 271 22.58 0.07 0.036 0.060 0.033 0.00 272 22.67 0.07 0.036 0.060 0.033 0.00 273 22.75 0.07 0.036 0.060 0.033 0.00 274 22.83 0.07 0.036 0.060 0.033 0.00 275 22.92 0.07 0.036 0.060 0.033 0.00 276 23.00 0.07 0.036 0.060 0.033 0.00 277 23.08 0.07 0.036 0.060 0.033 0.00 278 23.17 0.07 0.036 0.059 0.033 0.00 279 23.25 0.07 0.036 0.059 0.033 0.00 280 23.33 0.07 0.036 0.059 0.033 0.00 281 23.42 0.07 0.036 0.059 0.033 0.00 282 23.50 0.07 0.036 0.059 0.033 0.00 283 23.58 0.07 0.036 0.059 0.033 0.00 284 23.67 0.07 0.036 0.059 0.033 0.00 285 23.75 0.07 0.036 0.059 0.033 0.00 286 23.83 0.07 0.036 0.059 0.033 0.00 287 23.92 0.07 0.036 0.059 0.033 0.00 288 24.00 0.07 0.036 0.059 0.033 0.00 Sum = 100.0 Sum = 29.9 Flood volume = Effective rainfall 2.49(In) times area 16.6(Ac.)/[(In)/(Ft.)] = 3.4(Ac.Ft) Total soil loss = 2.06(In) Total soil loss = 2.854(Ac.Ft) Total rainfall = 4.56(In) Flood volume = 150268.6 Cubic Feet Total soil loss = 124320.6 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 7.732(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 0.0003 0.02 Q | | | | 0+25 0.0005 0.03 Q | | | | 0+30 0.0008 0.04 Q | | | | 0+35 0.0011 0.05 Q | | | | 0+40 0.0015 0.06 Q | | | | 0+45 0.0020 0.06 Q | | | | 0+50 0.0024 0.07 Q | | | | 0+55 0.0029 0.07 Q | | | | 1+ 0 0.0035 0.08 Q | | | | 1+ 5 0.0041 0.09 Q | | | | 1+10 0.0047 0.09 Q | | | | 1+15 0.0053 0.09 Q | | | | 1+20 0.0059 0.09 Q | | | | 1+25 0.0066 0.09 Q | | | | 1+30 0.0072 0.09 Q | | | | 1+35 0.0078 0.09 Q | | | | 1+40 0.0084 0.09 Q | | | | 1+45 0.0090 0.09 Q | | | | 1+50 0.0096 0.09 Q | | | | 1+55 0.0102 0.09 Q | | | | 2+ 0 0.0109 0.09 Q | | | | 2+ 5 0.0115 0.10 Q | | | | 2+10 0.0123 0.10 Q | | | | 2+15 0.0130 0.11 Q | | | | 2+20 0.0138 0.11 Q | | | | 2+25 0.0145 0.11 Q | | | | 2+30 0.0153 0.11 Q | | | | 2+35 0.0161 0.12 Q | | | | 2+40 0.0169 0.12 Q | | | | 2+45 0.0178 0.12 Q | | | | 2+50 0.0186 0.13 Q | | | | 2+55 0.0195 0.13 Q | | | | 3+ 0 0.0205 0.14 Q | | | | 3+ 5 0.0214 0.14 Q | | | | 3+10 0.0224 0.14 Q | | | | 3+15 0.0234 0.14 Q | | | | 3+20 0.0244 0.14 Q | | | | 3+25 0.0254 0.14 Q | | | | 3+30 0.0264 0.15 Q | | | | 3+35 0.0274 0.15 Q | | | | 3+40 0.0284 0.15 Q | | | | 3+45 0.0294 0.15 Q | | | | 3+50 0.0305 0.15 Q | | | | 3+55 0.0315 0.15 Q | | | | 4+ 0 0.0326 0.15 Q | | | | 4+ 5 0.0337 0.16 Q | | | | 4+10 0.0348 0.16 Q | | | | 4+15 0.0360 0.17 Q | | | | 4+20 0.0371 0.17 Q | | | | 4+25 0.0383 0.18 Q | | | | 4+30 0.0396 0.18 Q | | | | 4+35 0.0409 0.19 Q | | | | 4+40 0.0422 0.19 Q | | | | 4+45 0.0435 0.20 Q | | | | 4+50 0.0449 0.20 Q | | | | 4+55 0.0463 0.20 Q | | | | 5+ 0 0.0477 0.21 Q | | | | 5+ 5 0.0492 0.21 Q | | | | 5+10 0.0506 0.21 Q | | | | 5+15 0.0521 0.21 Q | | | | 5+20 0.0535 0.21 Q | | | | 5+25 0.0549 0.20 Q | | | | 5+30 0.0563 0.20 Q | | | | 5+35 0.0577 0.20 Q | | | | 5+40 0.0591 0.21 Q | | | | 5+45 0.0606 0.21 Q | | | | 5+50 0.0621 0.22 Q | | | | 5+55 0.0636 0.22 Q | | | | 6+ 0 0.0652 0.23 Q | | | | 6+ 5 0.0668 0.23 Q | | | | 6+10 0.0684 0.23 Q | | | | 6+15 0.0699 0.22 Q | | | | 6+20 0.0714 0.22 Q | | | | 6+25 0.0728 0.21 Q | | | | 6+30 0.0742 0.21 Q | | | | 6+35 0.0757 0.22 Q | | | | 6+40 0.0774 0.24 Q | | | | 6+45 0.0793 0.28 VQ | | | | 6+50 0.0815 0.33 VQ | | | | 6+55 0.0841 0.38 VQ | | | | 7+ 0 0.0870 0.42 |Q | | | | 7+ 5 0.0902 0.45 |Q | | | | 7+10 0.0935 0.48 |Q | | | | 7+15 0.0969 0.50 |Q | | | | 7+20 0.1005 0.52 |VQ | | | | 7+25 0.1044 0.56 |VQ | | | | 7+30 0.1085 0.61 |VQ | | | | 7+35 0.1132 0.67 |VQ | | | | 7+40 0.1183 0.75 |V Q | | | | 7+45 0.1241 0.83 |V Q | | | | 7+50 0.1304 0.92 |V Q | | | | 7+55 0.1373 1.01 |V Q | | | | 8+ 0 0.1449 1.10 |V Q | | | | 8+ 5 0.1532 1.20 |V Q | | | | 8+10 0.1623 1.32 |V Q | | | | 8+15 0.1723 1.45 |V Q | | | | 8+20 0.1832 1.59 | V Q | | | | 8+25 0.1951 1.72 | V Q | | | | 8+30 0.2076 1.83 | V Q | | | | 8+35 0.2208 1.91 | V Q | | | | 8+40 0.2345 1.99 | V Q | | | | 8+45 0.2487 2.07 | V Q | | | | 8+50 0.2636 2.16 | V Q | | | | 8+55 0.2791 2.26 | V Q| | | | 9+ 0 0.2954 2.36 | V Q| | | | 9+ 5 0.3124 2.47 | V Q| | | | 9+10 0.3303 2.60 | V Q | | | 9+15 0.3491 2.73 | V Q | | | 9+20 0.3690 2.88 | V |Q | | | 9+25 0.3899 3.04 | V | Q | | | 9+30 0.4119 3.18 | V | Q | | | 9+35 0.4347 3.32 | V | Q | | | 9+40 0.4584 3.44 | V | Q | | | 9+45 0.4830 3.56 | V | Q | | | 9+50 0.5083 3.68 | V | Q | | | 9+55 0.5345 3.80 | V | Q | | | 10+ 0 0.5615 3.92 | V | Q | | | 10+ 5 0.5889 3.99 | V | Q | | | 10+10 0.6162 3.96 | V | Q | | | 10+15 0.6426 3.82 | V | Q | | | 10+20 0.6673 3.59 | V | Q | | | 10+25 0.6901 3.32 | V | Q | | | 10+30 0.7116 3.11 | V | Q | | | 10+35 0.7324 3.02 | V | Q | | | 10+40 0.7533 3.04 | V | Q | | | 10+45 0.7750 3.15 | V | Q | | | 10+50 0.7980 3.33 | V| Q | | | 10+55 0.8223 3.54 | V| Q | | | 11+ 0 0.8478 3.70 | V| Q | | | 11+ 5 0.8739 3.79 | V Q | | | 11+10 0.9003 3.84 | V Q | | | 11+15 0.9269 3.85 | V Q | | | 11+20 0.9534 3.85 | |V Q | | | 11+25 0.9798 3.83 | |V Q | | | 11+30 1.0062 3.83 | |V Q | | | 11+35 1.0325 3.82 | |V Q | | | 11+40 1.0586 3.80 | | V Q | | | 11+45 1.0844 3.74 | | V Q | | | 11+50 1.1097 3.67 | | V Q | | | 11+55 1.1346 3.61 | | VQ | | | 12+ 0 1.1593 3.58 | | VQ | | | 12+ 5 1.1843 3.63 | | VQ | | | 12+10 1.2103 3.78 | | VQ | | | 12+15 1.2380 4.02 | | V Q | | | 12+20 1.2679 4.35 | | V Q | | | 12+25 1.3003 4.70 | | V Q | | | 12+30 1.3346 4.99 | | V Q| | | 12+35 1.3705 5.21 | | V Q | | 12+40 1.4077 5.41 | | V |Q | | 12+45 1.4463 5.59 | | V | Q | | 12+50 1.4861 5.78 | | V | Q | | 12+55 1.5272 5.97 | | V | Q | | 13+ 0 1.5694 6.13 | | V | Q | | 13+ 5 1.6128 6.31 | | V | Q | | 13+10 1.6578 6.52 | | V| Q | | 13+15 1.7045 6.79 | | V| Q | | 13+20 1.7533 7.09 | | V Q | | 13+25 1.8042 7.39 | | V Q| | 13+30 1.8567 7.63 | | |V Q | 13+35 1.9100 7.73 | | | V Q | 13+40 1.9627 7.66 | | | V Q | 13+45 2.0138 7.41 | | | V Q| | 13+50 2.0621 7.02 | | | V Q | | 13+55 2.1074 6.58 | | | V Q | | 14+ 0 2.1505 6.26 | | | VQ | | 14+ 5 2.1925 6.09 | | | QV | | 14+10 2.2341 6.04 | | | QV | | 14+15 2.2760 6.09 | | | Q V | | 14+20 2.3187 6.20 | | | Q V | | 14+25 2.3622 6.32 | | | Q V | | 14+30 2.4063 6.39 | | | Q V | | 14+35 2.4504 6.41 | | | Q V | | 14+40 2.4945 6.40 | | | Q V | | 14+45 2.5385 6.39 | | | Q V| | 14+50 2.5825 6.39 | | | Q V| | 14+55 2.6264 6.37 | | | Q V | 15+ 0 2.6701 6.35 | | | Q V | 15+ 5 2.7136 6.31 | | | Q |V | 15+10 2.7566 6.25 | | | Q |V | 15+15 2.7993 6.19 | | | Q | V | 15+20 2.8414 6.12 | | | Q | V | 15+25 2.8830 6.04 | | | Q | V | 15+30 2.9241 5.97 | | | Q | V | 15+35 2.9646 5.87 | | | Q | V | 15+40 3.0041 5.73 | | | Q | V | 15+45 3.0424 5.56 | | | Q | V | 15+50 3.0792 5.35 | | |Q | V | 15+55 3.1147 5.14 | | Q | V | 16+ 0 3.1490 4.99 | | Q| | V | 16+ 5 3.1821 4.80 | | Q| | V | 16+10 3.2129 4.48 | | Q | | V | 16+15 3.2403 3.98 | | Q | | V | 16+20 3.2633 3.33 | | Q | | V | 16+25 3.2815 2.65 | Q | | V | 16+30 3.2961 2.12 | Q | | | V | 16+35 3.3082 1.76 | Q | | | V | 16+40 3.3186 1.51 | Q | | | V | 16+45 3.3278 1.33 | Q | | | V | 16+50 3.3360 1.18 | Q | | | V | 16+55 3.3432 1.05 | Q | | | V | 17+ 0 3.3497 0.94 | Q | | | V | 17+ 5 3.3556 0.85 | Q | | | V | 17+10 3.3609 0.77 | Q | | | V | 17+15 3.3657 0.71 | Q | | | V| 17+20 3.3702 0.65 | Q | | | V| 17+25 3.3744 0.61 | Q | | | V| 17+30 3.3784 0.57 | Q | | | V| 17+35 3.3820 0.53 | Q | | | V| 17+40 3.3855 0.50 | Q | | | V| 17+45 3.3888 0.48 |Q | | | V| 17+50 3.3918 0.45 |Q | | | V| 17+55 3.3947 0.41 |Q | | | V| 18+ 0 3.3973 0.38 |Q | | | V| 18+ 5 3.3996 0.34 |Q | | | V| 18+10 3.4017 0.31 |Q | | | V| 18+15 3.4036 0.28 |Q | | | V| 18+20 3.4054 0.25 Q | | | V| 18+25 3.4069 0.23 Q | | | V| 18+30 3.4084 0.21 Q | | | V| 18+35 3.4097 0.20 Q | | | V| 18+40 3.4110 0.18 Q | | | V| 18+45 3.4121 0.17 Q | | | V| 18+50 3.4132 0.15 Q | | | V| 18+55 3.4141 0.14 Q | | | V| 19+ 0 3.4149 0.12 Q | | | V| 19+ 5 3.4157 0.10 Q | | | V| 19+10 3.4163 0.09 Q | | | V| 19+15 3.4169 0.09 Q | | | V| 19+20 3.4176 0.09 Q | | | V| 19+25 3.4182 0.09 Q | | | V| 19+30 3.4188 0.09 Q | | | V| 19+35 3.4193 0.08 Q | | | V| 19+40 3.4199 0.08 Q | | | V| 19+45 3.4204 0.08 Q | | | V| 19+50 3.4209 0.08 Q | | | V| 19+55 3.4215 0.08 Q | | | V| 20+ 0 3.4221 0.08 Q | | | V| 20+ 5 3.4226 0.08 Q | | | V| 20+10 3.4231 0.08 Q | | | V| 20+15 3.4237 0.08 Q | | | V| 20+20 3.4242 0.08 Q | | | V| 20+25 3.4248 0.08 Q | | | V| 20+30 3.4254 0.09 Q | | | V| 20+35 3.4260 0.09 Q | | | V| 20+40 3.4266 0.09 Q | | | V| 20+45 3.4272 0.09 Q | | | V| 20+50 3.4278 0.09 Q | | | V| 20+55 3.4284 0.09 Q | | | V| 21+ 0 3.4290 0.08 Q | | | V| 21+ 5 3.4295 0.08 Q | | | V| 21+10 3.4301 0.08 Q | | | V| 21+15 3.4306 0.08 Q | | | V| 21+20 3.4311 0.08 Q | | | V| 21+25 3.4317 0.08 Q | | | V| 21+30 3.4322 0.08 Q | | | V| 21+35 3.4328 0.08 Q | | | V| 21+40 3.4333 0.08 Q | | | V| 21+45 3.4338 0.08 Q | | | V| 21+50 3.4344 0.08 Q | | | V| 21+55 3.4349 0.08 Q | | | V| 22+ 0 3.4354 0.08 Q | | | V| 22+ 5 3.4360 0.08 Q | | | V| 22+10 3.4365 0.07 Q | | | V| 22+15 3.4370 0.07 Q | | | V| 22+20 3.4375 0.08 Q | | | V| 22+25 3.4381 0.08 Q | | | V| 22+30 3.4386 0.08 Q | | | V| 22+35 3.4391 0.08 Q | | | V| 22+40 3.4396 0.07 Q | | | V| 22+45 3.4401 0.07 Q | | | V| 22+50 3.4406 0.07 Q | | | V| 22+55 3.4410 0.07 Q | | | V| 23+ 0 3.4415 0.07 Q | | | V| 23+ 5 3.4419 0.07 Q | | | V| 23+10 3.4424 0.06 Q | | | V| 23+15 3.4428 0.06 Q | | | V| 23+20 3.4433 0.06 Q | | | V| 23+25 3.4437 0.06 Q | | | V| 23+30 3.4441 0.06 Q | | | V| 23+35 3.4446 0.06 Q | | | V| 23+40 3.4450 0.06 Q | | | V| 23+45 3.4454 0.06 Q | | | V| 23+50 3.4459 0.06 Q | | | V| 23+55 3.4463 0.06 Q | | | V| 24+ 0 3.4467 0.06 Q | | | V| 24+ 5 3.4471 0.06 Q | | | V| 24+10 3.4475 0.06 Q | | | V| 24+15 3.4479 0.05 Q | | | V| 24+20 3.4482 0.04 Q | | | V| 24+25 3.4484 0.03 Q | | | V| 24+30 3.4486 0.03 Q | | | V| 24+35 3.4487 0.02 Q | | | V| 24+40 3.4488 0.02 Q | | | V| 24+45 3.4489 0.02 Q | | | V| 24+50 3.4490 0.01 Q | | | V| 24+55 3.4491 0.01 Q | | | V| 25+ 0 3.4492 0.01 Q | | | V| 25+ 5 3.4492 0.01 Q | | | V| 25+10 3.4493 0.01 Q | | | V| 25+15 3.4493 0.01 Q | | | V| 25+20 3.4494 0.01 Q | | | V| 25+25 3.4494 0.01 Q | | | V| 25+30 3.4495 0.01 Q | | | V| 25+35 3.4495 0.00 Q | | | V| 25+40 3.4495 0.00 Q | | | V| 25+45 3.4495 0.00 Q | | | V| 25+50 3.4496 0.00 Q | | | V| 25+55 3.4496 0.00 Q | | | V| 26+ 0 3.4496 0.00 Q | | | V| 26+ 5 3.4496 0.00 Q | | | V| 26+10 3.4496 0.00 Q | | | V| 26+15 3.4496 0.00 Q | | | V| 26+20 3.4497 0.00 Q | | | V| 26+25 3.4497 0.00 Q | | | V| 26+30 3.4497 0.00 Q | | | V| 26+35 3.4497 0.00 Q | | | V| 26+40 3.4497 0.00 Q | | | V| 26+45 3.4497 0.00 Q | | | V| 26+50 3.4497 0.00 Q | | | V| 26+55 3.4497 0.00 Q | | | V| 27+ 0 3.4497 0.00 Q | | | V| 27+ 5 3.4497 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 09/14/22 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 CONDITION UNIT HYDROGRAPH 10-YEAR 6-HOUR EVENT -------------------------------------------------------------------- Drainage Area = 16.60(Ac.) = 0.026 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 16.60(Ac.) = 0.026 Sq. Mi. USER Entry of lag time in hours Lag time = 0.154 Hr. Lag time = 9.24 Min. 25% of lag time = 2.31 Min. 40% of lag time = 3.70 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] 16.60 1.40 23.24 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 16.60 3.50 58.10 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 % 16.600 69.00 0.620 Total Area Entered = 16.60(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 69.0 69.0 0.373 0.620 0.165 1.000 0.165 Sum (F) = 0.165 Area averaged mean soil loss (F) (In/Hr) = 0.165 Minimum soil loss rate ((In/Hr)) = 0.082 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.404 --------------------------------------------------------------------- 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 54.113 6.936 1.160 2 0.167 108.225 29.538 4.942 3 0.250 162.338 28.213 4.720 4 0.333 216.450 11.638 1.947 5 0.417 270.563 6.465 1.082 6 0.500 324.675 4.468 0.747 7 0.583 378.788 3.223 0.539 8 0.667 432.900 2.356 0.394 9 0.750 487.013 1.756 0.294 10 0.833 541.126 1.504 0.252 11 0.917 595.238 1.127 0.189 12 1.000 649.351 0.887 0.148 13 1.083 703.463 0.653 0.109 14 1.167 757.576 0.541 0.091 15 1.250 811.688 0.695 0.116 Sum = 100.000 Sum= 16.730 ----------------------------------------------------------------------- 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 0.165 0.055 0.08 2 0.17 0.60 0.163 0.165 0.066 0.10 3 0.25 0.60 0.163 0.165 0.066 0.10 4 0.33 0.60 0.163 0.165 0.066 0.10 5 0.42 0.60 0.163 0.165 0.066 0.10 6 0.50 0.70 0.190 0.165 --- 0.03 7 0.58 0.70 0.190 0.165 --- 0.03 8 0.67 0.70 0.190 0.165 --- 0.03 9 0.75 0.70 0.190 0.165 --- 0.03 10 0.83 0.70 0.190 0.165 --- 0.03 11 0.92 0.70 0.190 0.165 --- 0.03 12 1.00 0.80 0.217 0.165 --- 0.05 13 1.08 0.80 0.217 0.165 --- 0.05 14 1.17 0.80 0.217 0.165 --- 0.05 15 1.25 0.80 0.217 0.165 --- 0.05 16 1.33 0.80 0.217 0.165 --- 0.05 17 1.42 0.80 0.217 0.165 --- 0.05 18 1.50 0.80 0.217 0.165 --- 0.05 19 1.58 0.80 0.217 0.165 --- 0.05 20 1.67 0.80 0.217 0.165 --- 0.05 21 1.75 0.80 0.217 0.165 --- 0.05 22 1.83 0.80 0.217 0.165 --- 0.05 23 1.92 0.80 0.217 0.165 --- 0.05 24 2.00 0.90 0.244 0.165 --- 0.08 25 2.08 0.80 0.217 0.165 --- 0.05 26 2.17 0.90 0.244 0.165 --- 0.08 27 2.25 0.90 0.244 0.165 --- 0.08 28 2.33 0.90 0.244 0.165 --- 0.08 29 2.42 0.90 0.244 0.165 --- 0.08 30 2.50 0.90 0.244 0.165 --- 0.08 31 2.58 0.90 0.244 0.165 --- 0.08 32 2.67 0.90 0.244 0.165 --- 0.08 33 2.75 1.00 0.272 0.165 --- 0.11 34 2.83 1.00 0.272 0.165 --- 0.11 35 2.92 1.00 0.272 0.165 --- 0.11 36 3.00 1.00 0.272 0.165 --- 0.11 37 3.08 1.00 0.272 0.165 --- 0.11 38 3.17 1.10 0.299 0.165 --- 0.13 39 3.25 1.10 0.299 0.165 --- 0.13 40 3.33 1.10 0.299 0.165 --- 0.13 41 3.42 1.20 0.326 0.165 --- 0.16 42 3.50 1.30 0.353 0.165 --- 0.19 43 3.58 1.40 0.380 0.165 --- 0.22 44 3.67 1.40 0.380 0.165 --- 0.22 45 3.75 1.50 0.407 0.165 --- 0.24 46 3.83 1.50 0.407 0.165 --- 0.24 47 3.92 1.60 0.435 0.165 --- 0.27 48 4.00 1.60 0.435 0.165 --- 0.27 49 4.08 1.70 0.462 0.165 --- 0.30 50 4.17 1.80 0.489 0.165 --- 0.32 51 4.25 1.90 0.516 0.165 --- 0.35 52 4.33 2.00 0.543 0.165 --- 0.38 53 4.42 2.10 0.570 0.165 --- 0.41 54 4.50 2.10 0.570 0.165 --- 0.41 55 4.58 2.20 0.598 0.165 --- 0.43 56 4.67 2.30 0.625 0.165 --- 0.46 57 4.75 2.40 0.652 0.165 --- 0.49 58 4.83 2.40 0.652 0.165 --- 0.49 59 4.92 2.50 0.679 0.165 --- 0.51 60 5.00 2.60 0.706 0.165 --- 0.54 61 5.08 3.10 0.842 0.165 --- 0.68 62 5.17 3.60 0.978 0.165 --- 0.81 63 5.25 3.90 1.059 0.165 --- 0.89 64 5.33 4.20 1.141 0.165 --- 0.98 65 5.42 4.70 1.277 0.165 --- 1.11 66 5.50 5.60 1.521 0.165 --- 1.36 67 5.58 1.90 0.516 0.165 --- 0.35 68 5.67 0.90 0.244 0.165 --- 0.08 69 5.75 0.60 0.163 0.165 0.066 0.10 70 5.83 0.50 0.136 0.165 0.055 0.08 71 5.92 0.30 0.081 0.165 0.033 0.05 72 6.00 0.20 0.054 0.165 0.022 0.03 Sum = 100.0 Sum = 16.3 Flood volume = Effective rainfall 1.36(In) times area 16.6(Ac.)/[(In)/(Ft.)] = 1.9(Ac.Ft) Total soil loss = 0.91(In) Total soil loss = 1.254(Ac.Ft) Total rainfall = 2.26(In) Flood volume = 81805.6 Cubic Feet Total soil loss = 54608.1 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 16.988(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 0.0006 0.09 Q | | | | 0+10 0.0042 0.51 VQ | | | | 0+15 0.0109 0.98 VQ | | | | 0+20 0.0192 1.21 V Q | | | | 0+25 0.0284 1.33 V Q | | | | 0+30 0.0375 1.32 V Q | | | | 0+35 0.0445 1.02 V Q | | | | 0+40 0.0496 0.73 |Q | | | | 0+45 0.0538 0.62 |Q | | | | 0+50 0.0577 0.56 |Q | | | | 0+55 0.0613 0.53 |Q | | | | 1+ 0 0.0650 0.54 |Q | | | | 1+ 5 0.0695 0.65 |Q | | | | 1+10 0.0749 0.77 |Q | | | | 1+15 0.0805 0.82 |Q | | | | 1+20 0.0862 0.83 |Q | | | | 1+25 0.0920 0.84 |Q | | | | 1+30 0.0979 0.85 |QV | | | | 1+35 0.1038 0.86 |QV | | | | 1+40 0.1097 0.86 |QV | | | | 1+45 0.1156 0.86 |QV | | | | 1+50 0.1216 0.87 |QV | | | | 1+55 0.1276 0.87 |QV | | | | 2+ 0 0.1338 0.91 |QV | | | | 2+ 5 0.1408 1.01 | Q | | | | 2+10 0.1479 1.04 | QV | | | | 2+15 0.1555 1.10 | QV | | | | 2+20 0.1638 1.20 | QV | | | | 2+25 0.1724 1.25 | QV | | | | 2+30 0.1811 1.27 | QV | | | | 2+35 0.1900 1.29 | Q V | | | | 2+40 0.1989 1.30 | Q V | | | | 2+45 0.2082 1.34 | Q V | | | | 2+50 0.2184 1.48 | Q V | | | | 2+55 0.2295 1.61 | QV | | | | 3+ 0 0.2410 1.67 | Q V | | | | 3+ 5 0.2527 1.70 | Q V | | | | 3+10 0.2649 1.76 | Q V | | | | 3+15 0.2780 1.91 | Q V | | | | 3+20 0.2921 2.05 | Q V | | | | 3+25 0.3069 2.14 | Q V | | | | 3+30 0.3230 2.35 | Q V | | | | 3+35 0.3414 2.66 | Q V | | | | 3+40 0.3621 3.00 | Q V | | | | 3+45 0.3845 3.25 | Q V | | | | 3+50 0.4086 3.50 | QV | | | | 3+55 0.4343 3.74 | Q V| | | | 4+ 0 0.4617 3.97 | Q V| | | | 4+ 5 0.4906 4.20 | Q V | | | 4+10 0.5214 4.47 | Q |V | | | 4+15 0.5547 4.83 | Q|V | | | 4+20 0.5907 5.23 | Q V | | | 4+25 0.6295 5.64 | |Q V | | | 4+30 0.6710 6.03 | | Q V | | | 4+35 0.7146 6.33 | | Q V | | | 4+40 0.7603 6.64 | | Q V | | | 4+45 0.8087 7.03 | | Q V | | | 4+50 0.8598 7.41 | | Q V | | | 4+55 0.9128 7.70 | | Q V| | | 5+ 0 0.9680 8.01 | | Q V | | 5+ 5 1.0267 8.52 | | Q |V | | 5+10 1.0928 9.60 | | Q| V | | 5+15 1.1695 11.14 | | | Q V | | 5+20 1.2566 12.63 | | | QV | | 5+25 1.3533 14.05 | | | Q | | 5+30 1.4625 15.85 | | | |Q | 5+35 1.5795 16.99 | | | | Q | 5+40 1.6719 13.42 | | | Q | V | 5+45 1.7284 8.20 | | Q | | V | 5+50 1.7666 5.55 | |Q | | V | 5+55 1.7961 4.28 | Q | | | V | 6+ 0 1.8188 3.30 | Q | | | V | 6+ 5 1.8359 2.48 | Q | | | V| 6+10 1.8483 1.80 | Q | | | V| 6+15 1.8573 1.31 | Q | | | V| 6+20 1.8640 0.97 |Q | | | V| 6+25 1.8689 0.71 |Q | | | V| 6+30 1.8725 0.51 |Q | | | V| 6+35 1.8750 0.37 Q | | | V| 6+40 1.8767 0.25 Q | | | V| 6+45 1.8773 0.09 Q | | | V| 6+50 1.8776 0.04 Q | | | V| 6+55 1.8778 0.03 Q | | | V| 7+ 0 1.8779 0.02 Q | | | V| 7+ 5 1.8780 0.01 Q | | | V| 7+10 1.8780 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 09/14/22 File: PRMT182410.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 CONDITION UNIT HYDROGRAPH 10-YEAR 24-HOUR STORM EVENT -------------------------------------------------------------------- Drainage Area = 16.60(Ac.) = 0.026 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 16.60(Ac.) = 0.026 Sq. Mi. USER Entry of lag time in hours Lag time = 0.154 Hr. Lag time = 9.24 Min. 25% of lag time = 2.31 Min. 40% of lag time = 3.70 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] 16.60 2.50 41.50 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 16.60 7.50 124.50 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 % 16.600 69.00 0.620 Total Area Entered = 16.60(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 69.0 69.0 0.373 0.620 0.165 1.000 0.165 Sum (F) = 0.165 Area averaged mean soil loss (F) (In/Hr) = 0.165 Minimum soil loss rate ((In/Hr)) = 0.082 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.404 --------------------------------------------------------------------- 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 54.113 6.936 1.160 2 0.167 108.225 29.538 4.942 3 0.250 162.338 28.213 4.720 4 0.333 216.450 11.638 1.947 5 0.417 270.563 6.465 1.082 6 0.500 324.675 4.468 0.747 7 0.583 378.788 3.223 0.539 8 0.667 432.900 2.356 0.394 9 0.750 487.013 1.756 0.294 10 0.833 541.126 1.504 0.252 11 0.917 595.238 1.127 0.189 12 1.000 649.351 0.887 0.148 13 1.083 703.463 0.653 0.109 14 1.167 757.576 0.541 0.091 15 1.250 811.688 0.695 0.116 Sum = 100.000 Sum= 16.730 ----------------------------------------------------------------------- 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 0.292 0.015 0.02 2 0.17 0.07 0.036 0.291 0.015 0.02 3 0.25 0.07 0.036 0.290 0.015 0.02 4 0.33 0.10 0.055 0.289 0.022 0.03 5 0.42 0.10 0.055 0.288 0.022 0.03 6 0.50 0.10 0.055 0.286 0.022 0.03 7 0.58 0.10 0.055 0.285 0.022 0.03 8 0.67 0.10 0.055 0.284 0.022 0.03 9 0.75 0.10 0.055 0.283 0.022 0.03 10 0.83 0.13 0.073 0.282 0.029 0.04 11 0.92 0.13 0.073 0.281 0.029 0.04 12 1.00 0.13 0.073 0.280 0.029 0.04 13 1.08 0.10 0.055 0.279 0.022 0.03 14 1.17 0.10 0.055 0.278 0.022 0.03 15 1.25 0.10 0.055 0.276 0.022 0.03 16 1.33 0.10 0.055 0.275 0.022 0.03 17 1.42 0.10 0.055 0.274 0.022 0.03 18 1.50 0.10 0.055 0.273 0.022 0.03 19 1.58 0.10 0.055 0.272 0.022 0.03 20 1.67 0.10 0.055 0.271 0.022 0.03 21 1.75 0.10 0.055 0.270 0.022 0.03 22 1.83 0.13 0.073 0.269 0.029 0.04 23 1.92 0.13 0.073 0.268 0.029 0.04 24 2.00 0.13 0.073 0.267 0.029 0.04 25 2.08 0.13 0.073 0.266 0.029 0.04 26 2.17 0.13 0.073 0.265 0.029 0.04 27 2.25 0.13 0.073 0.263 0.029 0.04 28 2.33 0.13 0.073 0.262 0.029 0.04 29 2.42 0.13 0.073 0.261 0.029 0.04 30 2.50 0.13 0.073 0.260 0.029 0.04 31 2.58 0.17 0.091 0.259 0.037 0.05 32 2.67 0.17 0.091 0.258 0.037 0.05 33 2.75 0.17 0.091 0.257 0.037 0.05 34 2.83 0.17 0.091 0.256 0.037 0.05 35 2.92 0.17 0.091 0.255 0.037 0.05 36 3.00 0.17 0.091 0.254 0.037 0.05 37 3.08 0.17 0.091 0.253 0.037 0.05 38 3.17 0.17 0.091 0.252 0.037 0.05 39 3.25 0.17 0.091 0.251 0.037 0.05 40 3.33 0.17 0.091 0.250 0.037 0.05 41 3.42 0.17 0.091 0.249 0.037 0.05 42 3.50 0.17 0.091 0.248 0.037 0.05 43 3.58 0.17 0.091 0.247 0.037 0.05 44 3.67 0.17 0.091 0.246 0.037 0.05 45 3.75 0.17 0.091 0.245 0.037 0.05 46 3.83 0.20 0.109 0.243 0.044 0.07 47 3.92 0.20 0.109 0.242 0.044 0.07 48 4.00 0.20 0.109 0.241 0.044 0.07 49 4.08 0.20 0.109 0.240 0.044 0.07 50 4.17 0.20 0.109 0.239 0.044 0.07 51 4.25 0.20 0.109 0.238 0.044 0.07 52 4.33 0.23 0.128 0.237 0.052 0.08 53 4.42 0.23 0.128 0.236 0.052 0.08 54 4.50 0.23 0.128 0.235 0.052 0.08 55 4.58 0.23 0.128 0.234 0.052 0.08 56 4.67 0.23 0.128 0.233 0.052 0.08 57 4.75 0.23 0.128 0.232 0.052 0.08 58 4.83 0.27 0.146 0.231 0.059 0.09 59 4.92 0.27 0.146 0.230 0.059 0.09 60 5.00 0.27 0.146 0.229 0.059 0.09 61 5.08 0.20 0.109 0.228 0.044 0.07 62 5.17 0.20 0.109 0.227 0.044 0.07 63 5.25 0.20 0.109 0.226 0.044 0.07 64 5.33 0.23 0.128 0.225 0.052 0.08 65 5.42 0.23 0.128 0.224 0.052 0.08 66 5.50 0.23 0.128 0.223 0.052 0.08 67 5.58 0.27 0.146 0.222 0.059 0.09 68 5.67 0.27 0.146 0.221 0.059 0.09 69 5.75 0.27 0.146 0.220 0.059 0.09 70 5.83 0.27 0.146 0.219 0.059 0.09 71 5.92 0.27 0.146 0.218 0.059 0.09 72 6.00 0.27 0.146 0.218 0.059 0.09 73 6.08 0.30 0.164 0.217 0.066 0.10 74 6.17 0.30 0.164 0.216 0.066 0.10 75 6.25 0.30 0.164 0.215 0.066 0.10 76 6.33 0.30 0.164 0.214 0.066 0.10 77 6.42 0.30 0.164 0.213 0.066 0.10 78 6.50 0.30 0.164 0.212 0.066 0.10 79 6.58 0.33 0.182 0.211 0.074 0.11 80 6.67 0.33 0.182 0.210 0.074 0.11 81 6.75 0.33 0.182 0.209 0.074 0.11 82 6.83 0.33 0.182 0.208 0.074 0.11 83 6.92 0.33 0.182 0.207 0.074 0.11 84 7.00 0.33 0.182 0.206 0.074 0.11 85 7.08 0.33 0.182 0.205 0.074 0.11 86 7.17 0.33 0.182 0.204 0.074 0.11 87 7.25 0.33 0.182 0.203 0.074 0.11 88 7.33 0.37 0.201 0.202 0.081 0.12 89 7.42 0.37 0.201 0.201 0.081 0.12 90 7.50 0.37 0.201 0.200 --- 0.00 91 7.58 0.40 0.219 0.200 --- 0.02 92 7.67 0.40 0.219 0.199 --- 0.02 93 7.75 0.40 0.219 0.198 --- 0.02 94 7.83 0.43 0.237 0.197 --- 0.04 95 7.92 0.43 0.237 0.196 --- 0.04 96 8.00 0.43 0.237 0.195 --- 0.04 97 8.08 0.50 0.273 0.194 --- 0.08 98 8.17 0.50 0.273 0.193 --- 0.08 99 8.25 0.50 0.273 0.192 --- 0.08 100 8.33 0.50 0.273 0.191 --- 0.08 101 8.42 0.50 0.273 0.191 --- 0.08 102 8.50 0.50 0.273 0.190 --- 0.08 103 8.58 0.53 0.292 0.189 --- 0.10 104 8.67 0.53 0.292 0.188 --- 0.10 105 8.75 0.53 0.292 0.187 --- 0.10 106 8.83 0.57 0.310 0.186 --- 0.12 107 8.92 0.57 0.310 0.185 --- 0.12 108 9.00 0.57 0.310 0.184 --- 0.13 109 9.08 0.63 0.346 0.183 --- 0.16 110 9.17 0.63 0.346 0.183 --- 0.16 111 9.25 0.63 0.346 0.182 --- 0.16 112 9.33 0.67 0.365 0.181 --- 0.18 113 9.42 0.67 0.365 0.180 --- 0.18 114 9.50 0.67 0.365 0.179 --- 0.19 115 9.58 0.70 0.383 0.178 --- 0.20 116 9.67 0.70 0.383 0.177 --- 0.21 117 9.75 0.70 0.383 0.177 --- 0.21 118 9.83 0.73 0.401 0.176 --- 0.23 119 9.92 0.73 0.401 0.175 --- 0.23 120 10.00 0.73 0.401 0.174 --- 0.23 121 10.08 0.50 0.273 0.173 --- 0.10 122 10.17 0.50 0.273 0.172 --- 0.10 123 10.25 0.50 0.273 0.171 --- 0.10 124 10.33 0.50 0.273 0.171 --- 0.10 125 10.42 0.50 0.273 0.170 --- 0.10 126 10.50 0.50 0.273 0.169 --- 0.10 127 10.58 0.67 0.365 0.168 --- 0.20 128 10.67 0.67 0.365 0.167 --- 0.20 129 10.75 0.67 0.365 0.167 --- 0.20 130 10.83 0.67 0.365 0.166 --- 0.20 131 10.92 0.67 0.365 0.165 --- 0.20 132 11.00 0.67 0.365 0.164 --- 0.20 133 11.08 0.63 0.346 0.163 --- 0.18 134 11.17 0.63 0.346 0.162 --- 0.18 135 11.25 0.63 0.346 0.162 --- 0.18 136 11.33 0.63 0.346 0.161 --- 0.19 137 11.42 0.63 0.346 0.160 --- 0.19 138 11.50 0.63 0.346 0.159 --- 0.19 139 11.58 0.57 0.310 0.158 --- 0.15 140 11.67 0.57 0.310 0.158 --- 0.15 141 11.75 0.57 0.310 0.157 --- 0.15 142 11.83 0.60 0.328 0.156 --- 0.17 143 11.92 0.60 0.328 0.155 --- 0.17 144 12.00 0.60 0.328 0.155 --- 0.17 145 12.08 0.83 0.456 0.154 --- 0.30 146 12.17 0.83 0.456 0.153 --- 0.30 147 12.25 0.83 0.456 0.152 --- 0.30 148 12.33 0.87 0.474 0.152 --- 0.32 149 12.42 0.87 0.474 0.151 --- 0.32 150 12.50 0.87 0.474 0.150 --- 0.32 151 12.58 0.93 0.510 0.149 --- 0.36 152 12.67 0.93 0.510 0.148 --- 0.36 153 12.75 0.93 0.510 0.148 --- 0.36 154 12.83 0.97 0.529 0.147 --- 0.38 155 12.92 0.97 0.529 0.146 --- 0.38 156 13.00 0.97 0.529 0.146 --- 0.38 157 13.08 1.13 0.620 0.145 --- 0.47 158 13.17 1.13 0.620 0.144 --- 0.48 159 13.25 1.13 0.620 0.143 --- 0.48 160 13.33 1.13 0.620 0.143 --- 0.48 161 13.42 1.13 0.620 0.142 --- 0.48 162 13.50 1.13 0.620 0.141 --- 0.48 163 13.58 0.77 0.419 0.140 --- 0.28 164 13.67 0.77 0.419 0.140 --- 0.28 165 13.75 0.77 0.419 0.139 --- 0.28 166 13.83 0.77 0.419 0.138 --- 0.28 167 13.92 0.77 0.419 0.138 --- 0.28 168 14.00 0.77 0.419 0.137 --- 0.28 169 14.08 0.90 0.492 0.136 --- 0.36 170 14.17 0.90 0.492 0.135 --- 0.36 171 14.25 0.90 0.492 0.135 --- 0.36 172 14.33 0.87 0.474 0.134 --- 0.34 173 14.42 0.87 0.474 0.133 --- 0.34 174 14.50 0.87 0.474 0.133 --- 0.34 175 14.58 0.87 0.474 0.132 --- 0.34 176 14.67 0.87 0.474 0.131 --- 0.34 177 14.75 0.87 0.474 0.131 --- 0.34 178 14.83 0.83 0.456 0.130 --- 0.33 179 14.92 0.83 0.456 0.129 --- 0.33 180 15.00 0.83 0.456 0.129 --- 0.33 181 15.08 0.80 0.437 0.128 --- 0.31 182 15.17 0.80 0.437 0.127 --- 0.31 183 15.25 0.80 0.437 0.127 --- 0.31 184 15.33 0.77 0.419 0.126 --- 0.29 185 15.42 0.77 0.419 0.125 --- 0.29 186 15.50 0.77 0.419 0.125 --- 0.29 187 15.58 0.63 0.346 0.124 --- 0.22 188 15.67 0.63 0.346 0.124 --- 0.22 189 15.75 0.63 0.346 0.123 --- 0.22 190 15.83 0.63 0.346 0.122 --- 0.22 191 15.92 0.63 0.346 0.122 --- 0.22 192 16.00 0.63 0.346 0.121 --- 0.23 193 16.08 0.13 0.073 0.120 0.029 0.04 194 16.17 0.13 0.073 0.120 0.029 0.04 195 16.25 0.13 0.073 0.119 0.029 0.04 196 16.33 0.13 0.073 0.119 0.029 0.04 197 16.42 0.13 0.073 0.118 0.029 0.04 198 16.50 0.13 0.073 0.117 0.029 0.04 199 16.58 0.10 0.055 0.117 0.022 0.03 200 16.67 0.10 0.055 0.116 0.022 0.03 201 16.75 0.10 0.055 0.116 0.022 0.03 202 16.83 0.10 0.055 0.115 0.022 0.03 203 16.92 0.10 0.055 0.114 0.022 0.03 204 17.00 0.10 0.055 0.114 0.022 0.03 205 17.08 0.17 0.091 0.113 0.037 0.05 206 17.17 0.17 0.091 0.113 0.037 0.05 207 17.25 0.17 0.091 0.112 0.037 0.05 208 17.33 0.17 0.091 0.112 0.037 0.05 209 17.42 0.17 0.091 0.111 0.037 0.05 210 17.50 0.17 0.091 0.110 0.037 0.05 211 17.58 0.17 0.091 0.110 0.037 0.05 212 17.67 0.17 0.091 0.109 0.037 0.05 213 17.75 0.17 0.091 0.109 0.037 0.05 214 17.83 0.13 0.073 0.108 0.029 0.04 215 17.92 0.13 0.073 0.108 0.029 0.04 216 18.00 0.13 0.073 0.107 0.029 0.04 217 18.08 0.13 0.073 0.107 0.029 0.04 218 18.17 0.13 0.073 0.106 0.029 0.04 219 18.25 0.13 0.073 0.106 0.029 0.04 220 18.33 0.13 0.073 0.105 0.029 0.04 221 18.42 0.13 0.073 0.105 0.029 0.04 222 18.50 0.13 0.073 0.104 0.029 0.04 223 18.58 0.10 0.055 0.104 0.022 0.03 224 18.67 0.10 0.055 0.103 0.022 0.03 225 18.75 0.10 0.055 0.103 0.022 0.03 226 18.83 0.07 0.036 0.102 0.015 0.02 227 18.92 0.07 0.036 0.102 0.015 0.02 228 19.00 0.07 0.036 0.101 0.015 0.02 229 19.08 0.10 0.055 0.101 0.022 0.03 230 19.17 0.10 0.055 0.100 0.022 0.03 231 19.25 0.10 0.055 0.100 0.022 0.03 232 19.33 0.13 0.073 0.099 0.029 0.04 233 19.42 0.13 0.073 0.099 0.029 0.04 234 19.50 0.13 0.073 0.098 0.029 0.04 235 19.58 0.10 0.055 0.098 0.022 0.03 236 19.67 0.10 0.055 0.097 0.022 0.03 237 19.75 0.10 0.055 0.097 0.022 0.03 238 19.83 0.07 0.036 0.097 0.015 0.02 239 19.92 0.07 0.036 0.096 0.015 0.02 240 20.00 0.07 0.036 0.096 0.015 0.02 241 20.08 0.10 0.055 0.095 0.022 0.03 242 20.17 0.10 0.055 0.095 0.022 0.03 243 20.25 0.10 0.055 0.094 0.022 0.03 244 20.33 0.10 0.055 0.094 0.022 0.03 245 20.42 0.10 0.055 0.094 0.022 0.03 246 20.50 0.10 0.055 0.093 0.022 0.03 247 20.58 0.10 0.055 0.093 0.022 0.03 248 20.67 0.10 0.055 0.092 0.022 0.03 249 20.75 0.10 0.055 0.092 0.022 0.03 250 20.83 0.07 0.036 0.092 0.015 0.02 251 20.92 0.07 0.036 0.091 0.015 0.02 252 21.00 0.07 0.036 0.091 0.015 0.02 253 21.08 0.10 0.055 0.091 0.022 0.03 254 21.17 0.10 0.055 0.090 0.022 0.03 255 21.25 0.10 0.055 0.090 0.022 0.03 256 21.33 0.07 0.036 0.090 0.015 0.02 257 21.42 0.07 0.036 0.089 0.015 0.02 258 21.50 0.07 0.036 0.089 0.015 0.02 259 21.58 0.10 0.055 0.089 0.022 0.03 260 21.67 0.10 0.055 0.088 0.022 0.03 261 21.75 0.10 0.055 0.088 0.022 0.03 262 21.83 0.07 0.036 0.088 0.015 0.02 263 21.92 0.07 0.036 0.087 0.015 0.02 264 22.00 0.07 0.036 0.087 0.015 0.02 265 22.08 0.10 0.055 0.087 0.022 0.03 266 22.17 0.10 0.055 0.086 0.022 0.03 267 22.25 0.10 0.055 0.086 0.022 0.03 268 22.33 0.07 0.036 0.086 0.015 0.02 269 22.42 0.07 0.036 0.086 0.015 0.02 270 22.50 0.07 0.036 0.085 0.015 0.02 271 22.58 0.07 0.036 0.085 0.015 0.02 272 22.67 0.07 0.036 0.085 0.015 0.02 273 22.75 0.07 0.036 0.085 0.015 0.02 274 22.83 0.07 0.036 0.084 0.015 0.02 275 22.92 0.07 0.036 0.084 0.015 0.02 276 23.00 0.07 0.036 0.084 0.015 0.02 277 23.08 0.07 0.036 0.084 0.015 0.02 278 23.17 0.07 0.036 0.084 0.015 0.02 279 23.25 0.07 0.036 0.083 0.015 0.02 280 23.33 0.07 0.036 0.083 0.015 0.02 281 23.42 0.07 0.036 0.083 0.015 0.02 282 23.50 0.07 0.036 0.083 0.015 0.02 283 23.58 0.07 0.036 0.083 0.015 0.02 284 23.67 0.07 0.036 0.083 0.015 0.02 285 23.75 0.07 0.036 0.083 0.015 0.02 286 23.83 0.07 0.036 0.083 0.015 0.02 287 23.92 0.07 0.036 0.082 0.015 0.02 288 24.00 0.07 0.036 0.082 0.015 0.02 Sum = 100.0 Sum = 32.4 Flood volume = Effective rainfall 2.70(In) times area 16.6(Ac.)/[(In)/(Ft.)] = 3.7(Ac.Ft) Total soil loss = 1.86(In) Total soil loss = 2.572(Ac.Ft) Total rainfall = 4.56(In) Flood volume = 162543.6 Cubic Feet Total soil loss = 112045.7 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 7.755(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 0.0002 0.03 Q | | | | 0+10 0.0011 0.13 Q | | | | 0+15 0.0027 0.24 Q | | | | 0+20 0.0047 0.29 VQ | | | | 0+25 0.0072 0.37 VQ | | | | 0+30 0.0102 0.43 VQ | | | | 0+35 0.0135 0.47 VQ | | | | 0+40 0.0168 0.49 VQ | | | | 0+45 0.0203 0.50 V Q | | | | 0+50 0.0239 0.53 V Q | | | | 0+55 0.0280 0.59 V Q | | | | 1+ 0 0.0324 0.65 V Q | | | | 1+ 5 0.0370 0.66 V Q | | | | 1+10 0.0412 0.62 V Q | | | | 1+15 0.0453 0.58 V Q | | | | 1+20 0.0492 0.57 V Q | | | | 1+25 0.0531 0.56 V Q | | | | 1+30 0.0569 0.56 V Q | | | | 1+35 0.0607 0.56 V Q | | | | 1+40 0.0645 0.55 V Q | | | | 1+45 0.0683 0.55 V Q | | | | 1+50 0.0722 0.56 V Q | | | | 1+55 0.0765 0.62 V Q | | | | 2+ 0 0.0810 0.67 V Q | | | | 2+ 5 0.0858 0.69 V Q | | | | 2+10 0.0906 0.70 V Q | | | | 2+15 0.0954 0.70 |VQ | | | | 2+20 0.1003 0.71 |VQ | | | | 2+25 0.1052 0.71 |VQ | | | | 2+30 0.1102 0.72 |VQ | | | | 2+35 0.1152 0.73 |VQ | | | | 2+40 0.1207 0.79 |V Q | | | | 2+45 0.1265 0.84 |V Q | | | | 2+50 0.1324 0.86 |V Q | | | | 2+55 0.1384 0.88 |V Q | | | | 3+ 0 0.1445 0.89 |V Q | | | | 3+ 5 0.1507 0.89 |V Q | | | | 3+10 0.1569 0.90 |V Q | | | | 3+15 0.1631 0.90 |V Q | | | | 3+20 0.1693 0.90 |V Q | | | | 3+25 0.1755 0.90 |V Q | | | | 3+30 0.1817 0.91 |V Q | | | | 3+35 0.1880 0.91 | VQ | | | | 3+40 0.1942 0.91 | VQ | | | | 3+45 0.2005 0.91 | VQ | | | | 3+50 0.2068 0.92 | VQ | | | | 3+55 0.2136 0.98 | VQ | | | | 4+ 0 0.2206 1.03 | V Q | | | | 4+ 5 0.2278 1.05 | V Q | | | | 4+10 0.2351 1.06 | V Q | | | | 4+15 0.2425 1.07 | V Q | | | | 4+20 0.2500 1.09 | V Q | | | | 4+25 0.2579 1.14 | V Q | | | | 4+30 0.2661 1.20 | V Q | | | | 4+35 0.2745 1.22 | V Q | | | | 4+40 0.2831 1.24 | VQ | | | | 4+45 0.2916 1.25 | VQ | | | | 4+50 0.3004 1.27 | V Q | | | | 4+55 0.3095 1.32 | V Q | | | | 5+ 0 0.3190 1.38 | V Q | | | | 5+ 5 0.3285 1.38 | V Q | | | | 5+10 0.3373 1.29 | V Q | | | | 5+15 0.3456 1.19 | VQ | | | | 5+20 0.3536 1.17 | VQ | | | | 5+25 0.3619 1.21 | VQ | | | | 5+30 0.3705 1.25 | VQ | | | | 5+35 0.3792 1.27 | VQ | | | | 5+40 0.3884 1.33 | VQ | | | | 5+45 0.3979 1.38 | VQ | | | | 5+50 0.4076 1.41 | VQ | | | | 5+55 0.4174 1.42 | VQ | | | | 6+ 0 0.4272 1.43 | VQ | | | | 6+ 5 0.4372 1.45 | VQ | | | | 6+10 0.4476 1.51 | V Q | | | | 6+15 0.4583 1.56 | V Q | | | | 6+20 0.4692 1.58 | VQ | | | | 6+25 0.4802 1.60 | VQ | | | | 6+30 0.4913 1.61 | VQ | | | | 6+35 0.5025 1.63 | VQ | | | | 6+40 0.5142 1.69 | VQ | | | | 6+45 0.5262 1.74 | VQ | | | | 6+50 0.5384 1.77 | V Q | | | | 6+55 0.5506 1.78 | V Q | | | | 7+ 0 0.5630 1.79 | VQ | | | | 7+ 5 0.5754 1.80 | VQ | | | | 7+10 0.5878 1.80 | VQ | | | | 7+15 0.6002 1.81 | VQ | | | | 7+20 0.6128 1.82 | VQ | | | | 7+25 0.6257 1.88 | VQ | | | | 7+30 0.6381 1.79 | VQ | | | | 7+35 0.6467 1.25 | Q V | | | | 7+40 0.6521 0.79 | Q V | | | | 7+45 0.6567 0.66 | Q V | | | | 7+50 0.6609 0.61 | Q V | | | | 7+55 0.6654 0.65 | Q V | | | | 8+ 0 0.6702 0.70 | Q V | | | | 8+ 5 0.6754 0.76 | Q V | | | | 8+10 0.6819 0.94 | Q V | | | | 8+15 0.6896 1.12 | Q V | | | | 8+20 0.6979 1.20 | Q V | | | | 8+25 0.7065 1.25 | Q V | | | | 8+30 0.7153 1.29 | Q V | | | | 8+35 0.7245 1.34 | Q V | | | | 8+40 0.7345 1.45 | Q V | | | | 8+45 0.7453 1.56 | QV | | | | 8+50 0.7566 1.65 | Q V | | | | 8+55 0.7689 1.78 | QV | | | | 9+ 0 0.7820 1.90 | QV | | | | 9+ 5 0.7958 2.01 | Q | | | | 9+10 0.8112 2.23 | Q | | | | 9+15 0.8280 2.44 | VQ| | | | 9+20 0.8457 2.57 | VQ | | | 9+25 0.8644 2.72 | VQ | | | 9+30 0.8841 2.86 | V|Q | | | 9+35 0.9044 2.95 | V|Q | | | 9+40 0.9258 3.10 | V| Q | | | 9+45 0.9480 3.23 | V Q | | | 9+50 0.9708 3.32 | V Q | | | 9+55 0.9947 3.46 | V Q | | | 10+ 0 1.0194 3.59 | V Q | | | 10+ 5 1.0435 3.51 | |V Q | | | 10+10 1.0636 2.92 | |Q | | | 10+15 1.0799 2.36 | Q|V | | | 10+20 1.0946 2.14 | Q |V | | | 10+25 1.1086 2.03 | Q |V | | | 10+30 1.1221 1.96 | Q | V | | | 10+35 1.1360 2.02 | Q | V | | | 10+40 1.1528 2.44 | Q| V | | | 10+45 1.1724 2.85 | |QV | | | 10+50 1.1931 3.01 | | Q | | | 10+55 1.2144 3.10 | | QV | | | 11+ 0 1.2362 3.16 | | QV | | | 11+ 5 1.2582 3.19 | | QV | | | 11+10 1.2798 3.14 | | QV | | | 11+15 1.3010 3.08 | | QV | | | 11+20 1.3222 3.08 | | Q V | | | 11+25 1.3435 3.09 | | Q V | | | 11+30 1.3649 3.10 | | Q V | | | 11+35 1.3860 3.07 | | Q V | | | 11+40 1.4061 2.91 | |Q V | | | 11+45 1.4251 2.76 | |Q V | | | 11+50 1.4437 2.71 | Q V | | | 11+55 1.4629 2.77 | |Q V | | | 12+ 0 1.4824 2.84 | |Q V | | | 12+ 5 1.5032 3.02 | | Q V | | | 12+10 1.5285 3.67 | | Q V | | | 12+15 1.5580 4.28 | | VQ | | | 12+20 1.5894 4.57 | | VQ | | | 12+25 1.6225 4.81 | | V Q| | | 12+30 1.6570 5.00 | | V Q | | 12+35 1.6925 5.16 | | V Q | | 12+40 1.7299 5.42 | | V |Q | | 12+45 1.7689 5.66 | | V | Q | | 12+50 1.8088 5.81 | | V| Q | | 12+55 1.8501 5.98 | | V| Q | | 13+ 0 1.8923 6.14 | | V Q | | 13+ 5 1.9359 6.33 | | V Q | | 13+10 1.9830 6.84 | | |V Q | | 13+15 2.0334 7.32 | | |V Q| | 13+20 2.0853 7.53 | | | V Q | 13+25 2.1381 7.66 | | | V Q | 13+30 2.1915 7.75 | | | V |Q | 13+35 2.2438 7.59 | | | V Q | 13+40 2.2896 6.66 | | | V Q | | 13+45 2.3292 5.75 | | | QV | | 13+50 2.3664 5.40 | | |Q V | | 13+55 2.4023 5.21 | | Q V | | 14+ 0 2.4374 5.09 | | Q V | | 14+ 5 2.4725 5.09 | | Q V | | 14+10 2.5096 5.39 | | |Q V | | 14+15 2.5489 5.70 | | | Q V | | 14+20 2.5887 5.78 | | | Q V | | 14+25 2.6282 5.74 | | | Q V | | 14+30 2.6675 5.69 | | | Q V | | 14+35 2.7066 5.69 | | | Q V| | 14+40 2.7458 5.69 | | | Q V| | 14+45 2.7850 5.69 | | | Q V| | 14+50 2.8241 5.68 | | | Q V | 14+55 2.8628 5.61 | | | Q V | 15+ 0 2.9010 5.54 | | | Q |V | 15+ 5 2.9389 5.50 | | | Q |V | 15+10 2.9761 5.41 | | |Q |V | 15+15 3.0127 5.32 | | |Q | V | 15+20 3.0490 5.27 | | |Q | V | 15+25 3.0845 5.16 | | Q | V | 15+30 3.1194 5.06 | | Q | V | 15+35 3.1534 4.94 | | Q| | V | 15+40 3.1848 4.56 | | Q | | V | 15+45 3.2137 4.20 | | Q | | V | 15+50 3.2416 4.05 | | Q | | V | 15+55 3.2690 3.97 | | Q | | V | 16+ 0 3.2960 3.92 | | Q | | V | 16+ 5 3.3213 3.67 | | Q | | V | 16+10 3.3402 2.75 | Q | | V | 16+15 3.3531 1.86 | Q | | | V | 16+20 3.3633 1.49 | Q | | | V | 16+25 3.3722 1.28 | Q | | | V | 16+30 3.3800 1.13 | Q | | | V | 16+35 3.3870 1.02 | Q | | | V | 16+40 3.3931 0.89 | Q | | | V | 16+45 3.3984 0.77 | Q | | | V | 16+50 3.4033 0.71 | Q | | | V | 16+55 3.4078 0.66 | Q | | | V | 17+ 0 3.4122 0.63 | Q | | | V | 17+ 5 3.4165 0.63 | Q | | | V | 17+10 3.4214 0.71 | Q | | | V | 17+15 3.4268 0.79 | Q | | | V | 17+20 3.4325 0.83 | Q | | | V | 17+25 3.4384 0.85 | Q | | | V | 17+30 3.4444 0.87 | Q | | | V | 17+35 3.4504 0.88 | Q | | | V | 17+40 3.4565 0.88 | Q | | | V | 17+45 3.4626 0.89 | Q | | | V | 17+50 3.4687 0.88 | Q | | | V | 17+55 3.4744 0.83 | Q | | | V | 18+ 0 3.4798 0.78 | Q | | | V | 18+ 5 3.4851 0.77 | Q | | | V | 18+10 3.4903 0.76 | Q | | | V | 18+15 3.4955 0.75 | Q | | | V | 18+20 3.5006 0.74 | Q | | | V | 18+25 3.5057 0.74 | Q | | | V | 18+30 3.5108 0.74 | Q | | | V | 18+35 3.5158 0.72 | Q | | | V | 18+40 3.5203 0.67 | Q | | | V | 18+45 3.5246 0.61 | Q | | | V | 18+50 3.5286 0.58 | Q | | | V | 18+55 3.5321 0.51 | Q | | | V | 19+ 0 3.5352 0.45 |Q | | | V | 19+ 5 3.5382 0.44 |Q | | | V | 19+10 3.5415 0.47 |Q | | | V | 19+15 3.5450 0.51 | Q | | | V | 19+20 3.5487 0.54 | Q | | | V | 19+25 3.5528 0.60 | Q | | | V | 19+30 3.5573 0.65 | Q | | | V | 19+35 3.5619 0.66 | Q | | | V | 19+40 3.5662 0.62 | Q | | | V | 19+45 3.5702 0.58 | Q | | | V | 19+50 3.5740 0.55 | Q | | | V | 19+55 3.5774 0.49 |Q | | | V | 20+ 0 3.5804 0.44 |Q | | | V | 20+ 5 3.5834 0.43 |Q | | | V | 20+10 3.5866 0.47 |Q | | | V | 20+15 3.5901 0.51 | Q | | | V | 20+20 3.5937 0.52 | Q | | | V | 20+25 3.5974 0.53 | Q | | | V | 20+30 3.6011 0.54 | Q | | | V | 20+35 3.6048 0.54 | Q | | | V | 20+40 3.6085 0.54 | Q | | | V | 20+45 3.6122 0.54 | Q | | | V | 20+50 3.6158 0.53 | Q | | | V | 20+55 3.6191 0.48 |Q | | | V | 21+ 0 3.6220 0.42 |Q | | | V | 21+ 5 3.6249 0.42 |Q | | | V | 21+10 3.6281 0.46 |Q | | | V | 21+15 3.6315 0.50 | Q | | | V | 21+20 3.6350 0.51 | Q | | | V | 21+25 3.6382 0.46 |Q | | | V| 21+30 3.6411 0.41 |Q | | | V| 21+35 3.6439 0.41 |Q | | | V| 21+40 3.6470 0.45 |Q | | | V| 21+45 3.6504 0.50 |Q | | | V| 21+50 3.6539 0.50 | Q | | | V| 21+55 3.6570 0.46 |Q | | | V| 22+ 0 3.6599 0.41 |Q | | | V| 22+ 5 3.6627 0.41 |Q | | | V| 22+10 3.6658 0.45 |Q | | | V| 22+15 3.6692 0.50 |Q | | | V| 22+20 3.6727 0.50 | Q | | | V| 22+25 3.6758 0.46 |Q | | | V| 22+30 3.6787 0.41 |Q | | | V| 22+35 3.6814 0.39 |Q | | | V| 22+40 3.6840 0.39 |Q | | | V| 22+45 3.6866 0.38 |Q | | | V| 22+50 3.6892 0.38 |Q | | | V| 22+55 3.6918 0.37 |Q | | | V| 23+ 0 3.6944 0.37 |Q | | | V| 23+ 5 3.6969 0.37 |Q | | | V| 23+10 3.6994 0.37 |Q | | | V| 23+15 3.7020 0.37 |Q | | | V| 23+20 3.7045 0.37 |Q | | | V| 23+25 3.7070 0.36 |Q | | | V| 23+30 3.7095 0.36 |Q | | | V| 23+35 3.7120 0.36 |Q | | | V| 23+40 3.7145 0.36 |Q | | | V| 23+45 3.7170 0.36 |Q | | | V| 23+50 3.7195 0.36 |Q | | | V| 23+55 3.7220 0.36 |Q | | | V| 24+ 0 3.7245 0.36 |Q | | | V| 24+ 5 3.7269 0.34 |Q | | | V| 24+10 3.7284 0.23 Q | | | V| 24+15 3.7293 0.13 Q | | | V| 24+20 3.7299 0.09 Q | | | V| 24+25 3.7304 0.06 Q | | | V| 24+30 3.7307 0.05 Q | | | V| 24+35 3.7309 0.03 Q | | | V| 24+40 3.7311 0.03 Q | | | V| 24+45 3.7312 0.02 Q | | | V| 24+50 3.7313 0.01 Q | | | V| 24+55 3.7314 0.01 Q | | | V| 25+ 0 3.7314 0.01 Q | | | V| 25+ 5 3.7315 0.00 Q | | | V| 25+10 3.7315 0.00 Q | | | V ----------------------------------------------------------------------- UNDERGROUND DETENTION BASIN SPECIFICATIONS AND SIZING RIVERSIDE COUNTY FLOOD CONTROL DISTRICT AS-BUILT PLANS