Appendix E-1. Hydrology Analysis

Transcription

1 Appendix E-1 Hydrology Analysis

2 July 2016 HYDROLOGY ANALYSIS For Tentative Tract City of Chino Hills County of San Bernardino Prepared For: 450 Newport Center Drive, Suite 300 Newport Beach, CA Phone: (949) Prepared By: HUNSAKER & ASSOCIATES IRVINE, INC. Three Hughes, Irvine, CA WO#: X-HydroAnal-TTM20049.

3 HYDROLOGY ANALYSIS For TRACT City of Chino Hills County of San Bernardino, California Prepared Date: 12/08/2016 PREPARED UNDER THE SUPERVISION OF: 12/08/2016 Jianhua Gary Guan, R.C.E , Exp. 06/30/17 Date:

4 SECTION TITLE TABLE OF CONTENTS 1 INTRODUCTION & DISCUSSION A. PROJECT LOCATION B. STUDY PURPOSE C. EXISTING CONDITION D. PROPOSED CONDITION E. METHODOLOGY F. HYDROLOGY CALCULATION RESULTS G. CONCLUSION H. HYDOLOGIC DATA 2 EXISTING CONDITION HYDROLOGY CALCULATIONS 3 PROPOSED CONDITION HYDROLOGY CALCULATIONS 4 REFERENCES AS-BUILT STORM DRAIN IMPROVEMENT PLAN FOR GRAND AVE (SHEETS 12 AND 13 OF 35A, DATED: 12/21/1987)

5 SECTION 1 INTRODUCTION

6 A. PROJECT LOCATION The property is generally referred to as The Founders Site and was the former location of the original Chino Hills Civic Center in City of Chino Hills. The Founders site is located at 2100 Founders Drive which is the southeast corner of Founders Drive and Grand Avenue. The project site is bounded by Founders Drive to the South, Grand Avenue to the Northwest, commercial development to the Northeast, and residential development to the East. See Vicinity Map for details. The site is currently vacant and has been cleared of all previous structures. Trumark Homes is proposing to construct 76 residential units on the project site. B. STUDY PURPOSE The purpose of this study is to analyze pre-project and post-project hydrology of the project site to determine flow rates and volume of storm runoff for the design of proposed improvements needed to meet flood control, hydromodification and water quality treatment requirements. C. EXISTING CONDITION The existing site was the original Chino Hills Civic Center with existing buildings and park lots, barren landscaped areas. The site has been cleared of all previous structures. The detailed area breakdowns with commercial, barren and landscaped areas are illustrated on the existing hydrology map and were used in the existing condition hydrology analysis. The project site is irregular in configuration, but effectively level. The runoffs from the project site sheet flows from southeastern (high point) to north direction and discharge into the existing 24 storm drain provided for the project site. The existing 24 storm drain joins the 90 storm drain along Grand Avenue and continues north. D. Proposed Condition The Project proposes to construct 76 residential units along with the site improvements. The storm runoffs from the project site were conveyed by the proposed on-site storm drain systems and discharge into the existing 24 pipe provided for the project. E. Hydrology Methodology As recommended in the San Bernardino County Hydrology Manual, the rational method was used to calculate the design discharge for the local drainage areas since the watershed area to the proposed storm drain systems is less than 640 acres (one square mile). Typically, the Unit Hydrograph Method would be used for areas greater than 640 acres (one square mile) and basin routing as well as storm volume. There is no basin routing involved in the hydrology analysis, no Unit Hydrograph Method was performed in this study. Hydrologic calculations to determine the 2-year, 10-year, 25-year and 100-year discharges at critical locations throughout the project site were performed using the

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8 San Bernardino County Rational Method. A technical description of the rational method is provided in the San Bernardino Hydrology Manual dated August, The Rational Method is an empirical computation procedure for developing a peak runoff rate (discharge) for small watersheds for storms of a specified recurrence interval. The rational method equation is based on the assumption that the peak flow rate is directly proportional to the drainage area, rainfall intensity and a loss coefficient which describes the effects of land use and soil type. The design discharges were computed by generating a hydrologic link-node model which divides the area into subareas, each tributary to a concentration point or hydrologic node point determined by the proposed terrain or street layout. As described in the San Bernardino County Flood Control District Hydrology Manual, the following procedure was used to develop the design flow rates using the Rational Method: Identify the initial area for the tributary area. The initial area must have a tributary area less than 10 acres and an initial flow length of less than 1,000 feet. Determine the 1-hour rainfall intensity for the required storm event. Determine the land use, soil type and the impervious area for the drainage area. Define the intensity curve and intensity-duration curve slope on an Intensityduration Graph in order to determine the rainfall intensity for the corresponding time-of-concentration (TC). Once these parameters are established, the following formula is used to compute the peak runoff at the corresponding point: Q=0.90(I-Fm)A Where: Q=Flow rate in Cubic feet per second I=Rainfall intensity for the corresponding Tc in inches per hour Fm=the product of the pervious area and the infiltration rate for the pervious area A=Surface area of the tributary watershed in acres. Here are the detailed descriptions for the hydrologic parameters used in the analysis. Soil type: Hydrologic soil ratings are based on a scale of A through D, where A is the most pervious, providing the least runoff. Per the soil map from San Bernardino County Hydrology Manual (Figure C-15), the study area consists of soil type C. 1-hour rainfall intensity: The precipitation data was from the latest NOAA atlas rainfall data which can be found in this section. The 100-year 1-hour point rainfall for the project site is 1.47 inches with

9 the corresponding 1-hour rainfall intensity of 1.47 inches/hour. The 25-year 1-hour point rainfall for the project site is 1.13 inches. The 10-year 1-hour point rainfall for the project site is inches and the 2-year 1-hour point rainfall for the project site is inches. Slope of intensity duration curve: Per San Bernardino County Hydrology Manual (page D-6, see attached), the slope of the intensity duration curve is assumed to be 0.6 for the watersheds in the southwest portion of the County. For desert and mountain watersheds, the slope of the intensity duration curves is assumed to be 0.7. The project lies within the southwest portion of the county, 0.6 was used as the intensity duration curve in the hydrology analysis. Antecedent Moisture Condition (AMC): Per San Bernardino County Hydrology Manual (page C-9,), AMC I was used for 2-year design storm, AMC II was used for 10-year and 25-year design storm and AMC III was used for 100-year design storm in the hydrology analysis. The hydrologic calculations were prepared using the Advanced Engineering Software (A.E.S.) Rational Method computer program. The results of the hydrologic calculations were used to design the required storm drain facilities. F. HYDROLOGY CALCULATION RESULTS The existing site land uses with buildings, parking lots, barren areas and landscaped areas were used in the existing condition hydrology analysis. The overall studied area is approximately 9.6 acres and produces a 100-year storm peak flow rate of cfs, a 10-year peak flow rate of cfs, a 25-year peak flow rate of cfs and a 2-year peak flow rate of cfs. Detailed hydrology calculations and hydrology maps can be found in Section 2. The storm drain systems are proposed on-site to convey the project runoffs and the drainage patterns and flow directions are the same as the existing condition. The proposed storm drain systems will join the existing 24 storm drain pipe and ultimately to the backbone storm drain along Grand Avenue. The proposed condition contains the same drainage area (9.6 acres) and produces a 100-year storm peak flow rate of cfs, a 25-year peak flow rate of cfs, a 10-year peak flow rate of cfs and a 2-year peak flow rate of cfs. Detailed hydrology calculations and hydrology maps can be found in Section 3. The hydrology summary with the comparison with existing conditions is illustrated in Table 1. As shown from Table 1, the proposed peak storm runoffs are all less than the existing levels. There will have no peak flow increases due to the project developments and thus

10 no adverse impacts to the downstream drainage systems. No Hydrological Conditions of Concern (HCOC) is anticipated due to the project developments. Table 1 Hydrology Analysis Summary Tentative Tract Chino Hills Drainage Area Overall (Area) Area (ac) Existing Condition (1) Proposed Condition (2) Difference (3)=(2)-(1) 2-yr (cfs) 10-yr (cfs) 25-yr (cfs) 100- yr (cfs) Area (ac) 2-yr (cfs) 10-yr (cfs) yr (cfs) 100- yr (cfs) Area (ac) 2-yr (cfs) 10-yr (cfs) 25-yr (cfs) 100- yr (cfs) Water Quality: A complete Water Quality Management Plan Report is presented under a separate cover. G. CONCLUSION The existing site with buildings, parking lots, barren and landscape areas were used in the existing condition hydrology analysis. The project proposes on-site storm drain systems to convey the project runoffs. The drainage patterns and flow directions are the same as the existing condition. The hydrology calculation results indicated that the post project storm peak runoffs are all less than the existing levels and thus no adverse impacts to the downstream drainage systems.

11 H. HYDRAULIC DATA

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16 SECTION 2 EXISTING CONDITION HYDROLOGY CALCULATIONS

17 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright Advanced Engineering Software (aes) Ver Release Date: 06/01/2014 License ID 1239 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * Hydrology Study for Founder's Project * * In the City of Chino Hills, San Bernardino County * * Existing Condition, 2-year Storm * ************************************************************************** FILE NAME: 20049E.DAT TIME/DATE OF STUDY: 16:00 12/03/2016 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = *ANTECEDENT MOISTURE CONDITION (AMC) I ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /0.018/ /0.020/ GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 2 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC I ): COMMERCIAL C NATURAL POOR COVER "BARREN" C NATURAL FAIR COVER "OPEN BRUSH" C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.50 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 3.62 TOTAL AREA(ACRES) = 2.03 PEAK FLOW RATE(CFS) = 3.62 FLOW PROCESS FROM NODE TO NODE IS CODE = 91 >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION(FEET) = DOWNSTREAM NODE ELEVATION(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = "V" GUTTER WIDTH(FEET) = 4.00 GUTTER HIKE(FEET) = PAVEMENT LIP(FEET) = MANNING'S N =.0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = MAXIMUM DEPTH(FEET) = 0.50 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL C NATURAL POOR COVER "BARREN" C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.38 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.57 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.49 AVERAGE FLOW DEPTH(FEET) = 0.32 FLOOD WIDTH(FEET) = 7.89 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 1.45 Tc(MIN.) = 7.75 SUBAREA AREA(ACRES) = 1.22 SUBAREA RUNOFF(CFS) = 1.89 EFFECTIVE AREA(ACRES) = 3.25 AREA-AVERAGED Fm(INCH/HR) = 0.31 AREA-AVERAGED Fp(INCH/HR) = 0.45 AREA-AVERAGED Ap = 0.70 TOTAL AREA(ACRES) = 3.3 PEAK FLOW RATE(CFS) = 5.02 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.34 FLOOD WIDTH(FEET) = 8.27 FLOW VELOCITY(FEET/SEC.) = 3.54 DEPTH*VELOCITY(FT*FT/SEC) = 1.19 LONGEST FLOWPATH FROM NODE TO NODE = FEET. 1

18 FLOW PROCESS FROM NODE TO NODE IS CODE = 1 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.75 RAINFALL INTENSITY(INCH/HR) = 2.02 AREA-AVERAGED Fm(INCH/HR) = 0.31 AREA-AVERAGED Fp(INCH/HR) = 0.45 AREA-AVERAGED Ap = 0.70 EFFECTIVE STREAM AREA(ACRES) = 3.25 TOTAL STREAM AREA(ACRES) = 3.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.02 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 2 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC I ): COMMERCIAL C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.81 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 1.08 TOTAL AREA(ACRES) = 0.49 PEAK FLOW RATE(CFS) = 1.08 FLOW PROCESS FROM NODE TO NODE IS CODE = 1 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.35 RAINFALL INTENSITY(INCH/HR) = 2.53 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.81 AREA-AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.49 TOTAL STREAM AREA(ACRES) = 0.49 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.08 ** CONFLUENCE DATA ** ( 0.31) ( 0.08) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS ( 0.27) ( 0.28) PEAK FLOW RATE(CFS) = 5.87 Tc(MIN.) = 7.75 EFFECTIVE AREA(ACRES) = 3.74 AREA-AVERAGED Fm(INCH/HR) = 0.28 AREA-AVERAGED Fp(INCH/HR) = 0.46 AREA-AVERAGED Ap = 0.62 TOTAL AREA(ACRES) = 3.7 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 91 >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION(FEET) = DOWNSTREAM NODE ELEVATION(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = "V" GUTTER WIDTH(FEET) = 4.00 GUTTER HIKE(FEET) = PAVEMENT LIP(FEET) = MANNING'S N =.0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = MAXIMUM DEPTH(FEET) = 0.50 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.87 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.49 AVERAGE FLOW DEPTH(FEET) = 0.37 FLOOD WIDTH(FEET) = 9.14 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 1.10 Tc(MIN.) = 8.85 SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00 EFFECTIVE AREA(ACRES) = 3.74 AREA-AVERAGED Fm(INCH/HR) = 0.28 AREA-AVERAGED Fp(INCH/HR) = 0.46 AREA-AVERAGED Ap = 0.62 TOTAL AREA(ACRES) = 3.7 PEAK FLOW RATE(CFS) = 5.87 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.37 FLOOD WIDTH(FEET) = 9.14 FLOW VELOCITY(FEET/SEC.) = 3.49 DEPTH*VELOCITY(FT*FT/SEC) = 1.28 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 2

19 TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.85 RAINFALL INTENSITY(INCH/HR) = 1.87 AREA-AVERAGED Fm(INCH/HR) = 0.28 AREA-AVERAGED Fp(INCH/HR) = 0.46 AREA-AVERAGED Ap = 0.62 EFFECTIVE STREAM AREA(ACRES) = 3.74 TOTAL STREAM AREA(ACRES) = 3.74 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.87 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 2 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC I ): COMMERCIAL C NATURAL POOR COVER "BARREN" C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 2.20 TOTAL AREA(ACRES) = 1.14 PEAK FLOW RATE(CFS) = 2.20 FLOW PROCESS FROM NODE TO NODE IS CODE = 1 TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.22 RAINFALL INTENSITY(INCH/HR) = 2.31 AREA-AVERAGED Fm(INCH/HR) = 0.17 AREA-AVERAGED Fp(INCH/HR) = 0.45 AREA-AVERAGED Ap = 0.37 EFFECTIVE STREAM AREA(ACRES) = 1.14 TOTAL STREAM AREA(ACRES) = 1.14 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.20 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 2 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC I ): COMMERCIAL C NATURAL POOR COVER "BARREN" C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.60 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 3.37 TOTAL AREA(ACRES) = 1.97 PEAK FLOW RATE(CFS) = 3.37 FLOW PROCESS FROM NODE TO NODE IS CODE = 1 TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 7.87 RAINFALL INTENSITY(INCH/HR) = 2.01 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.60 AREA-AVERAGED Ap = 0.18 EFFECTIVE STREAM AREA(ACRES) = 1.97 TOTAL STREAM AREA(ACRES) = 1.97 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.37 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 2 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC I ): NATURAL FAIR COVER "OPEN BRUSH" C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.68 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) =

20 TOTAL AREA(ACRES) = 1.08 PEAK FLOW RATE(CFS) = 0.51 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.53 PIPE-FLOW(CFS) = 0.51 PIPE TRAVEL TIME(MIN.) = 1.13 Tc(MIN.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = RAINFALL INTENSITY(INCH/HR) = 1.17 AREA-AVERAGED Fm(INCH/HR) = 0.68 AREA-AVERAGED Fp(INCH/HR) = 0.68 AREA-AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 1.08 TOTAL STREAM AREA(ACRES) = 1.08 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.51 ** CONFLUENCE DATA ** ( 0.27) ( 0.28) ( 0.17) ( 0.11) ( 0.68) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS ( 0.23) ( 0.23) ( 0.24) ( 0.24) ( 0.28) PEAK FLOW RATE(CFS) = Tc(MIN.) = 7.87 EFFECTIVE AREA(ACRES) = 6.88 AREA-AVERAGED Fm(INCH/HR) = 0.24 AREA-AVERAGED Fp(INCH/HR) = 0.50 AREA-AVERAGED Ap = 0.47 TOTAL AREA(ACRES) = 7.9 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = PIPE-FLOW(CFS) = PIPE TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 8.24 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.24 RAINFALL INTENSITY(INCH/HR) = 1.95 AREA-AVERAGED Fm(INCH/HR) = 0.24 AREA-AVERAGED Fp(INCH/HR) = 0.50 AREA-AVERAGED Ap = 0.47 EFFECTIVE STREAM AREA(ACRES) = 6.88 TOTAL STREAM AREA(ACRES) = 7.93 PEAK FLOW RATE(CFS) AT CONFLUENCE = FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 2 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC I ): NATURAL POOR COVER "BARREN" C

21 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.37 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 0.94 TOTAL AREA(ACRES) = 1.02 PEAK FLOW RATE(CFS) = 0.94 FLOW PROCESS FROM NODE TO NODE IS CODE = 1 TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = RAINFALL INTENSITY(INCH/HR) = 1.40 AREA-AVERAGED Fm(INCH/HR) = 0.37 AREA-AVERAGED Fp(INCH/HR) = 0.37 AREA-AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 1.02 TOTAL STREAM AREA(ACRES) = 1.02 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.94 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 2 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC I ): NATURAL POOR COVER "BARREN" C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.37 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 0.63 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 0.63 FLOW PROCESS FROM NODE TO NODE IS CODE = 1 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = RAINFALL INTENSITY(INCH/HR) = 1.54 AREA-AVERAGED Fm(INCH/HR) = 0.37 AREA-AVERAGED Fp(INCH/HR) = 0.37 AREA-AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 0.60 TOTAL STREAM AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.63 ** CONFLUENCE DATA ** ( 0.23) ( 0.23) ( 0.24) ( 0.24) ( 0.28) ( 0.37) ( 0.37) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS ( 0.25) ( 0.25) ( 0.25) ( 0.26) ( 0.27) ( 0.28) ( 0.29) PEAK FLOW RATE(CFS) = Tc(MIN.) = 8.24 EFFECTIVE AREA(ACRES) = 7.87 AREA-AVERAGED Fm(INCH/HR) = 0.25 AREA-AVERAGED Fp(INCH/HR) = 0.47 AREA-AVERAGED Ap = 0.54 TOTAL AREA(ACRES) = 9.6 LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 9.6 TC(MIN.) = 8.24 EFFECTIVE AREA(ACRES) = 7.87 AREA-AVERAGED Fm(INCH/HR)= 0.25 AREA-AVERAGED Fp(INCH/HR) = 0.47 AREA-AVERAGED Ap = PEAK FLOW RATE(CFS) = ( 0.25) ( 0.25) ( 0.25) ( 0.26) ( 0.27) ( 0.28) ( 0.29) END OF RATIONAL METHOD ANALYSIS 5

22 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright Advanced Engineering Software (aes) Ver Release Date: 06/01/2014 License ID 1239 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * Hydrology Study for Founder's Project * * In the City of Chino Hills, San Bernardino County * * Existing Condition, 10-year Storm * ************************************************************************** FILE NAME: 20049E.DAT TIME/DATE OF STUDY: 16:01 12/03/2016 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /0.018/ /0.020/ GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): COMMERCIAL C NATURAL POOR COVER "BARREN" C NATURAL FAIR COVER "OPEN BRUSH" C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.28 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 6.20 TOTAL AREA(ACRES) = 2.03 PEAK FLOW RATE(CFS) = 6.20 FLOW PROCESS FROM NODE TO NODE IS CODE = 91 >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION(FEET) = DOWNSTREAM NODE ELEVATION(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = "V" GUTTER WIDTH(FEET) = 4.00 GUTTER HIKE(FEET) = PAVEMENT LIP(FEET) = MANNING'S N =.0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = MAXIMUM DEPTH(FEET) = 0.50 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL C NATURAL POOR COVER "BARREN" C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.19 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.88 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.89 AVERAGE FLOW DEPTH(FEET) = 0.40 FLOOD WIDTH(FEET) = "V" GUTTER FLOW TRAVEL TIME(MIN.) = 1.30 Tc(MIN.) = 7.60 SUBAREA AREA(ACRES) = 1.22 SUBAREA RUNOFF(CFS) = 3.34 EFFECTIVE AREA(ACRES) = 3.25 AREA-AVERAGED Fm(INCH/HR) = 0.17 AREA-AVERAGED Fp(INCH/HR) = 0.24 AREA-AVERAGED Ap = 0.70 TOTAL AREA(ACRES) = 3.3 PEAK FLOW RATE(CFS) = 8.85 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.42 FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 3.99 DEPTH*VELOCITY(FT*FT/SEC) = 1.68 LONGEST FLOWPATH FROM NODE TO NODE = FEET. 1

23 FLOW PROCESS FROM NODE TO NODE IS CODE = 1 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.60 RAINFALL INTENSITY(INCH/HR) = 3.19 AREA-AVERAGED Fm(INCH/HR) = 0.17 AREA-AVERAGED Fp(INCH/HR) = 0.24 AREA-AVERAGED Ap = 0.70 EFFECTIVE STREAM AREA(ACRES) = 3.25 TOTAL STREAM AREA(ACRES) = 3.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.85 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): COMMERCIAL C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 1.71 TOTAL AREA(ACRES) = 0.49 PEAK FLOW RATE(CFS) = 1.71 FLOW PROCESS FROM NODE TO NODE IS CODE = 1 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.35 RAINFALL INTENSITY(INCH/HR) = 3.94 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.57 AREA-AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.49 TOTAL STREAM AREA(ACRES) = 0.49 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.71 ** CONFLUENCE DATA ** ( 0.17) ( 0.06) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS ( 0.15) ( 0.16) PEAK FLOW RATE(CFS) = Tc(MIN.) = 7.60 EFFECTIVE AREA(ACRES) = 3.74 AREA-AVERAGED Fm(INCH/HR) = 0.16 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.62 TOTAL AREA(ACRES) = 3.7 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 91 >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION(FEET) = DOWNSTREAM NODE ELEVATION(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = "V" GUTTER WIDTH(FEET) = 4.00 GUTTER HIKE(FEET) = PAVEMENT LIP(FEET) = MANNING'S N =.0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = MAXIMUM DEPTH(FEET) = 0.50 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.90 AVERAGE FLOW DEPTH(FEET) = 0.46 FLOOD WIDTH(FEET) = "V" GUTTER FLOW TRAVEL TIME(MIN.) = 0.98 Tc(MIN.) = 8.59 SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00 EFFECTIVE AREA(ACRES) = 3.74 AREA-AVERAGED Fm(INCH/HR) = 0.16 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.62 TOTAL AREA(ACRES) = 3.7 PEAK FLOW RATE(CFS) = NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.46 FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 3.90 DEPTH*VELOCITY(FT*FT/SEC) = 1.78 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 2

24 TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.59 RAINFALL INTENSITY(INCH/HR) = 2.97 AREA-AVERAGED Fm(INCH/HR) = 0.16 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.62 EFFECTIVE STREAM AREA(ACRES) = 3.74 TOTAL STREAM AREA(ACRES) = 3.74 PEAK FLOW RATE(CFS) AT CONFLUENCE = FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): COMMERCIAL C NATURAL POOR COVER "BARREN" C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 3.60 TOTAL AREA(ACRES) = 1.14 PEAK FLOW RATE(CFS) = 3.60 FLOW PROCESS FROM NODE TO NODE IS CODE = 1 TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.22 RAINFALL INTENSITY(INCH/HR) = 3.60 AREA-AVERAGED Fm(INCH/HR) = 0.09 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.37 EFFECTIVE STREAM AREA(ACRES) = 1.14 TOTAL STREAM AREA(ACRES) = 1.14 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.60 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): COMMERCIAL C NATURAL POOR COVER "BARREN" C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.38 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 5.42 TOTAL AREA(ACRES) = 1.97 PEAK FLOW RATE(CFS) = 5.42 FLOW PROCESS FROM NODE TO NODE IS CODE = 1 TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 7.87 RAINFALL INTENSITY(INCH/HR) = 3.13 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.38 AREA-AVERAGED Ap = 0.18 EFFECTIVE STREAM AREA(ACRES) = 1.97 TOTAL STREAM AREA(ACRES) = 1.97 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.42 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): NATURAL FAIR COVER "OPEN BRUSH" C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.43 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) =

25 TOTAL AREA(ACRES) = 1.08 PEAK FLOW RATE(CFS) = 1.41 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.79 PIPE-FLOW(CFS) = 1.41 PIPE TRAVEL TIME(MIN.) = 0.83 Tc(MIN.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = RAINFALL INTENSITY(INCH/HR) = 1.83 AREA-AVERAGED Fm(INCH/HR) = 0.43 AREA-AVERAGED Fp(INCH/HR) = 0.43 AREA-AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 1.08 TOTAL STREAM AREA(ACRES) = 1.08 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.41 ** CONFLUENCE DATA ** ( 0.15) ( 0.16) ( 0.09) ( 0.07) ( 0.43) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS ( 0.13) ( 0.13) ( 0.14) ( 0.14) ( 0.16) PEAK FLOW RATE(CFS) = Tc(MIN.) = 7.87 EFFECTIVE AREA(ACRES) = 6.99 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.47 TOTAL AREA(ACRES) = 7.9 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = PIPE-FLOW(CFS) = PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 8.20 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.20 RAINFALL INTENSITY(INCH/HR) = 3.05 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.47 EFFECTIVE STREAM AREA(ACRES) = 6.99 TOTAL STREAM AREA(ACRES) = 7.93 PEAK FLOW RATE(CFS) AT CONFLUENCE = FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): NATURAL POOR COVER "BARREN" C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =

26 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 1.83 TOTAL AREA(ACRES) = 1.02 PEAK FLOW RATE(CFS) = 1.83 FLOW PROCESS FROM NODE TO NODE IS CODE = 1 TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = RAINFALL INTENSITY(INCH/HR) = 2.18 AREA-AVERAGED Fm(INCH/HR) = 0.18 AREA-AVERAGED Fp(INCH/HR) = 0.18 AREA-AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 1.02 TOTAL STREAM AREA(ACRES) = 1.02 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.83 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): NATURAL POOR COVER "BARREN" C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.18 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 1.20 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 1.20 FLOW PROCESS FROM NODE TO NODE IS CODE = 1 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = RAINFALL INTENSITY(INCH/HR) = 2.40 AREA-AVERAGED Fm(INCH/HR) = 0.18 AREA-AVERAGED Fp(INCH/HR) = 0.18 AREA-AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 0.60 TOTAL STREAM AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.20 ** CONFLUENCE DATA ** ( 0.13) ( 0.13) ( 0.14) ( 0.14) ( 0.16) ( 0.18) ( 0.18) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS ( 0.14) ( 0.14) ( 0.14) ( 0.15) ( 0.15) ( 0.16) ( 0.17) PEAK FLOW RATE(CFS) = Tc(MIN.) = 8.20 EFFECTIVE AREA(ACRES) = 7.97 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.26 AREA-AVERAGED Ap = 0.54 TOTAL AREA(ACRES) = 9.6 LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 9.6 TC(MIN.) = 8.20 EFFECTIVE AREA(ACRES) = 7.97 AREA-AVERAGED Fm(INCH/HR)= 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.26 AREA-AVERAGED Ap = PEAK FLOW RATE(CFS) = ( 0.14) ( 0.14) ( 0.14) ( 0.15) ( 0.15) ( 0.16) ( 0.17) END OF RATIONAL METHOD ANALYSIS 5

27 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright Advanced Engineering Software (aes) Ver Release Date: 06/01/2014 License ID 1239 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * Hydrology Study for Founder's Project * * In the City of Chino Hills, San Bernardino County * * Existing Condition, 25-year Storm * ************************************************************************** FILE NAME: 20049E.DAT TIME/DATE OF STUDY: 16:02 12/03/2016 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /0.018/ /0.020/ GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): COMMERCIAL C NATURAL POOR COVER "BARREN" C NATURAL FAIR COVER "OPEN BRUSH" C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.28 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 7.66 TOTAL AREA(ACRES) = 2.03 PEAK FLOW RATE(CFS) = 7.66 FLOW PROCESS FROM NODE TO NODE IS CODE = 91 >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION(FEET) = DOWNSTREAM NODE ELEVATION(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = "V" GUTTER WIDTH(FEET) = 4.00 GUTTER HIKE(FEET) = PAVEMENT LIP(FEET) = MANNING'S N =.0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = MAXIMUM DEPTH(FEET) = 0.50 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL C NATURAL POOR COVER "BARREN" C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.19 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.74 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.05 AVERAGE FLOW DEPTH(FEET) = 0.44 FLOOD WIDTH(FEET) = "V" GUTTER FLOW TRAVEL TIME(MIN.) = 1.25 Tc(MIN.) = 7.55 SUBAREA AREA(ACRES) = 1.22 SUBAREA RUNOFF(CFS) = 4.14 EFFECTIVE AREA(ACRES) = 3.25 AREA-AVERAGED Fm(INCH/HR) = 0.17 AREA-AVERAGED Fp(INCH/HR) = 0.24 AREA-AVERAGED Ap = 0.70 TOTAL AREA(ACRES) = 3.3 PEAK FLOW RATE(CFS) = END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.46 FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 4.16 DEPTH*VELOCITY(FT*FT/SEC) = 1.91 LONGEST FLOWPATH FROM NODE TO NODE = FEET. 1

28 FLOW PROCESS FROM NODE TO NODE IS CODE = 1 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.55 RAINFALL INTENSITY(INCH/HR) = 3.92 AREA-AVERAGED Fm(INCH/HR) = 0.17 AREA-AVERAGED Fp(INCH/HR) = 0.24 AREA-AVERAGED Ap = 0.70 EFFECTIVE STREAM AREA(ACRES) = 3.25 TOTAL STREAM AREA(ACRES) = 3.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): COMMERCIAL C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 2.10 TOTAL AREA(ACRES) = 0.49 PEAK FLOW RATE(CFS) = 2.10 FLOW PROCESS FROM NODE TO NODE IS CODE = 1 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.35 RAINFALL INTENSITY(INCH/HR) = 4.82 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.57 AREA-AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.49 TOTAL STREAM AREA(ACRES) = 0.49 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.10 ** CONFLUENCE DATA ** ( 0.17) ( 0.06) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS ( 0.15) ( 0.16) PEAK FLOW RATE(CFS) = Tc(MIN.) = 7.55 EFFECTIVE AREA(ACRES) = 3.74 AREA-AVERAGED Fm(INCH/HR) = 0.16 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.62 TOTAL AREA(ACRES) = 3.7 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 91 >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION(FEET) = DOWNSTREAM NODE ELEVATION(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = "V" GUTTER WIDTH(FEET) = 4.00 GUTTER HIKE(FEET) = PAVEMENT LIP(FEET) = MANNING'S N =.0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = MAXIMUM DEPTH(FEET) = 0.50 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.08 AVERAGE FLOW DEPTH(FEET) = 0.50 FLOOD WIDTH(FEET) = "V" GUTTER FLOW TRAVEL TIME(MIN.) = 0.94 Tc(MIN.) = 8.49 SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00 EFFECTIVE AREA(ACRES) = 3.74 AREA-AVERAGED Fm(INCH/HR) = 0.16 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.62 TOTAL AREA(ACRES) = 3.7 PEAK FLOW RATE(CFS) = NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.50 FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 4.08 DEPTH*VELOCITY(FT*FT/SEC) = 2.03 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 2

29 TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.49 RAINFALL INTENSITY(INCH/HR) = 3.65 AREA-AVERAGED Fm(INCH/HR) = 0.16 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.62 EFFECTIVE STREAM AREA(ACRES) = 3.74 TOTAL STREAM AREA(ACRES) = 3.74 PEAK FLOW RATE(CFS) AT CONFLUENCE = FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): COMMERCIAL C NATURAL POOR COVER "BARREN" C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 4.42 TOTAL AREA(ACRES) = 1.14 PEAK FLOW RATE(CFS) = 4.42 FLOW PROCESS FROM NODE TO NODE IS CODE = 1 TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.22 RAINFALL INTENSITY(INCH/HR) = 4.40 AREA-AVERAGED Fm(INCH/HR) = 0.09 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.37 EFFECTIVE STREAM AREA(ACRES) = 1.14 TOTAL STREAM AREA(ACRES) = 1.14 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.42 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): COMMERCIAL C NATURAL POOR COVER "BARREN" C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.38 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 6.66 TOTAL AREA(ACRES) = 1.97 PEAK FLOW RATE(CFS) = 6.66 FLOW PROCESS FROM NODE TO NODE IS CODE = 1 TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 7.87 RAINFALL INTENSITY(INCH/HR) = 3.82 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.38 AREA-AVERAGED Ap = 0.18 EFFECTIVE STREAM AREA(ACRES) = 1.97 TOTAL STREAM AREA(ACRES) = 1.97 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.66 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): NATURAL FAIR COVER "OPEN BRUSH" C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.43 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) =

30 TOTAL AREA(ACRES) = 1.08 PEAK FLOW RATE(CFS) = 1.82 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.14 PIPE-FLOW(CFS) = 1.82 PIPE TRAVEL TIME(MIN.) = 0.78 Tc(MIN.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = RAINFALL INTENSITY(INCH/HR) = 2.25 AREA-AVERAGED Fm(INCH/HR) = 0.43 AREA-AVERAGED Fp(INCH/HR) = 0.43 AREA-AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 1.08 TOTAL STREAM AREA(ACRES) = 1.08 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.82 ** CONFLUENCE DATA ** ( 0.15) ( 0.16) ( 0.09) ( 0.07) ( 0.43) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS ( 0.13) ( 0.13) ( 0.14) ( 0.14) ( 0.16) PEAK FLOW RATE(CFS) = Tc(MIN.) = 7.87 EFFECTIVE AREA(ACRES) = 7.03 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.47 TOTAL AREA(ACRES) = 7.9 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 8.18 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.18 RAINFALL INTENSITY(INCH/HR) = 3.74 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.47 EFFECTIVE STREAM AREA(ACRES) = 7.03 TOTAL STREAM AREA(ACRES) = 7.93 PEAK FLOW RATE(CFS) AT CONFLUENCE = FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): NATURAL POOR COVER "BARREN" C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =

31 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 2.28 TOTAL AREA(ACRES) = 1.02 PEAK FLOW RATE(CFS) = 2.28 FLOW PROCESS FROM NODE TO NODE IS CODE = 1 TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = RAINFALL INTENSITY(INCH/HR) = 2.66 AREA-AVERAGED Fm(INCH/HR) = 0.18 AREA-AVERAGED Fp(INCH/HR) = 0.18 AREA-AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 1.02 TOTAL STREAM AREA(ACRES) = 1.02 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.28 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): NATURAL POOR COVER "BARREN" C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.18 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 1.49 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 1.49 FLOW PROCESS FROM NODE TO NODE IS CODE = 1 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = RAINFALL INTENSITY(INCH/HR) = 2.94 AREA-AVERAGED Fm(INCH/HR) = 0.18 AREA-AVERAGED Fp(INCH/HR) = 0.18 AREA-AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 0.60 TOTAL STREAM AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.49 ** CONFLUENCE DATA ** ( 0.13) ( 0.13) ( 0.14) ( 0.14) ( 0.16) ( 0.18) ( 0.18) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS ( 0.14) ( 0.14) ( 0.14) ( 0.15) ( 0.15) ( 0.16) ( 0.17) PEAK FLOW RATE(CFS) = Tc(MIN.) = 8.18 EFFECTIVE AREA(ACRES) = 8.01 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.26 AREA-AVERAGED Ap = 0.54 TOTAL AREA(ACRES) = 9.6 LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 9.6 TC(MIN.) = 8.18 EFFECTIVE AREA(ACRES) = 8.01 AREA-AVERAGED Fm(INCH/HR)= 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.26 AREA-AVERAGED Ap = PEAK FLOW RATE(CFS) = ( 0.14) ( 0.14) ( 0.14) ( 0.15) ( 0.15) ( 0.16) ( 0.17) END OF RATIONAL METHOD ANALYSIS 5

32 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright Advanced Engineering Software (aes) Ver Release Date: 06/01/2014 License ID 1239 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * Hydrology Study for Founder's Project * * In the City of Chino Hills, San Bernardino County * * Existing Condition, 100-year Storm * ************************************************************************** FILE NAME: 20049E.DAT TIME/DATE OF STUDY: 16:06 12/03/2016 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /0.018/ /0.020/ GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC III): COMMERCIAL C NATURAL POOR COVER "BARREN" C NATURAL FAIR COVER "OPEN BRUSH" C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.12 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 2.03 PEAK FLOW RATE(CFS) = FLOW PROCESS FROM NODE TO NODE IS CODE = 91 >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION(FEET) = DOWNSTREAM NODE ELEVATION(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = "V" GUTTER WIDTH(FEET) = 4.00 GUTTER HIKE(FEET) = PAVEMENT LIP(FEET) = MANNING'S N =.0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = MAXIMUM DEPTH(FEET) = 0.70 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL C NATURAL POOR COVER "BARREN" C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.07 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.32 AVERAGE FLOW DEPTH(FEET) = 0.49 FLOOD WIDTH(FEET) = "V" GUTTER FLOW TRAVEL TIME(MIN.) = 1.17 Tc(MIN.) = 7.47 SUBAREA AREA(ACRES) = 1.22 SUBAREA RUNOFF(CFS) = 5.57 EFFECTIVE AREA(ACRES) = 3.25 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.10 AREA-AVERAGED Ap = 0.70 TOTAL AREA(ACRES) = 3.3 PEAK FLOW RATE(CFS) = END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.52 FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 4.43 DEPTH*VELOCITY(FT*FT/SEC) = 2.28 LONGEST FLOWPATH FROM NODE TO NODE = FEET. 1

33 FLOW PROCESS FROM NODE TO NODE IS CODE = 1 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.47 RAINFALL INTENSITY(INCH/HR) = 5.13 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.10 AREA-AVERAGED Ap = 0.70 EFFECTIVE STREAM AREA(ACRES) = 3.25 TOTAL STREAM AREA(ACRES) = 3.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC III): COMMERCIAL C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 2.75 TOTAL AREA(ACRES) = 0.49 PEAK FLOW RATE(CFS) = 2.75 FLOW PROCESS FROM NODE TO NODE IS CODE = 1 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.35 RAINFALL INTENSITY(INCH/HR) = 6.27 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.27 AREA-AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.49 TOTAL STREAM AREA(ACRES) = 0.49 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.75 ** CONFLUENCE DATA ** ( 0.07) ( 0.03) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS ( 0.06) ( 0.06) PEAK FLOW RATE(CFS) = Tc(MIN.) = 7.47 EFFECTIVE AREA(ACRES) = 3.74 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.10 AREA-AVERAGED Ap = 0.62 TOTAL AREA(ACRES) = 3.7 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 91 >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION(FEET) = DOWNSTREAM NODE ELEVATION(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = "V" GUTTER WIDTH(FEET) = 4.00 GUTTER HIKE(FEET) = PAVEMENT LIP(FEET) = MANNING'S N =.0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = MAXIMUM DEPTH(FEET) = 0.70 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.34 AVERAGE FLOW DEPTH(FEET) = 0.56 FLOOD WIDTH(FEET) = "V" GUTTER FLOW TRAVEL TIME(MIN.) = 0.88 Tc(MIN.) = 8.35 SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00 EFFECTIVE AREA(ACRES) = 3.74 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.10 AREA-AVERAGED Ap = 0.62 TOTAL AREA(ACRES) = 3.7 PEAK FLOW RATE(CFS) = NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.56 FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 4.34 DEPTH*VELOCITY(FT*FT/SEC) = 2.42 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 2

34 TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.35 RAINFALL INTENSITY(INCH/HR) = 4.80 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.10 AREA-AVERAGED Ap = 0.62 EFFECTIVE STREAM AREA(ACRES) = 3.74 TOTAL STREAM AREA(ACRES) = 3.74 PEAK FLOW RATE(CFS) AT CONFLUENCE = FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC III): COMMERCIAL C NATURAL POOR COVER "BARREN" C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.10 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 5.84 TOTAL AREA(ACRES) = 1.14 PEAK FLOW RATE(CFS) = 5.84 FLOW PROCESS FROM NODE TO NODE IS CODE = 1 TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.22 RAINFALL INTENSITY(INCH/HR) = 5.73 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.10 AREA-AVERAGED Ap = 0.37 EFFECTIVE STREAM AREA(ACRES) = 1.14 TOTAL STREAM AREA(ACRES) = 1.14 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.84 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC III): COMMERCIAL C NATURAL POOR COVER "BARREN" C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.17 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 8.76 TOTAL AREA(ACRES) = 1.97 PEAK FLOW RATE(CFS) = 8.76 FLOW PROCESS FROM NODE TO NODE IS CODE = 1 TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 7.87 RAINFALL INTENSITY(INCH/HR) = 4.97 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.17 AREA-AVERAGED Ap = 0.18 EFFECTIVE STREAM AREA(ACRES) = 1.97 TOTAL STREAM AREA(ACRES) = 1.97 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.76 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC III): NATURAL FAIR COVER "OPEN BRUSH" C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.19 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) =

35 TOTAL AREA(ACRES) = 1.08 PEAK FLOW RATE(CFS) = 2.73 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.78 PIPE-FLOW(CFS) = 2.73 PIPE TRAVEL TIME(MIN.) = 0.69 Tc(MIN.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = RAINFALL INTENSITY(INCH/HR) = 2.93 AREA-AVERAGED Fm(INCH/HR) = 0.19 AREA-AVERAGED Fp(INCH/HR) = 0.19 AREA-AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 1.08 TOTAL STREAM AREA(ACRES) = 1.08 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.73 ** CONFLUENCE DATA ** ( 0.06) ( 0.06) ( 0.04) ( 0.03) ( 0.19) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS ( 0.06) ( 0.06) ( 0.06) ( 0.06) ( 0.07) PEAK FLOW RATE(CFS) = Tc(MIN.) = 7.87 EFFECTIVE AREA(ACRES) = 7.09 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.12 AREA-AVERAGED Ap = 0.48 TOTAL AREA(ACRES) = 7.9 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 8.16 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.16 RAINFALL INTENSITY(INCH/HR) = 4.87 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.12 AREA-AVERAGED Ap = 0.48 EFFECTIVE STREAM AREA(ACRES) = 7.09 TOTAL STREAM AREA(ACRES) = 7.93 PEAK FLOW RATE(CFS) AT CONFLUENCE = FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC III): NATURAL POOR COVER "BARREN" C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =

36 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 3.12 TOTAL AREA(ACRES) = 1.02 PEAK FLOW RATE(CFS) = 3.12 FLOW PROCESS FROM NODE TO NODE IS CODE = 1 TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = RAINFALL INTENSITY(INCH/HR) = 3.46 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.06 AREA-AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 1.02 TOTAL STREAM AREA(ACRES) = 1.02 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.12 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC III): NATURAL POOR COVER "BARREN" C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.06 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 2.03 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 2.03 FLOW PROCESS FROM NODE TO NODE IS CODE = 1 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = RAINFALL INTENSITY(INCH/HR) = 3.82 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.06 AREA-AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 0.60 TOTAL STREAM AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.03 ** CONFLUENCE DATA ** ( 0.06) ( 0.06) ( 0.06) ( 0.06) ( 0.07) ( 0.06) ( 0.06) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS ( 0.06) ( 0.06) ( 0.06) ( 0.06) ( 0.06) ( 0.06) ( 0.07) PEAK FLOW RATE(CFS) = Tc(MIN.) = 8.16 EFFECTIVE AREA(ACRES) = 8.07 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.11 AREA-AVERAGED Ap = 0.54 TOTAL AREA(ACRES) = 9.6 LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 9.6 TC(MIN.) = 8.16 EFFECTIVE AREA(ACRES) = 8.07 AREA-AVERAGED Fm(INCH/HR)= 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.11 AREA-AVERAGED Ap = PEAK FLOW RATE(CFS) = ( 0.06) ( 0.06) ( 0.06) ( 0.06) ( 0.06) ( 0.06) ( 0.07) END OF RATIONAL METHOD ANALYSIS 5

37

38 SECTION 3 PROPOSED CONDITION HYDROLOGY CALCULATIONS

39 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright Advanced Engineering Software (aes) Ver Release Date: 06/01/2014 License ID 1239 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * Hydrology Study for Founder's Project * * In the City of Chino Hills, San Bernardino County * * Proposed Condition, 2-year Storm * ************************************************************************** FILE NAME: 20049P.DAT TIME/DATE OF STUDY: 15:24 12/07/2016 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = *ANTECEDENT MOISTURE CONDITION (AMC) I ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /0.018/ /0.020/ GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 2 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC I ): CONDOMINIUMS C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.81 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 1.39 TOTAL AREA(ACRES) = 0.88 PEAK FLOW RATE(CFS) = 1.39 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.62 PIPE-FLOW(CFS) = 1.39 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 7.83 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = 7.83 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN CONDOMINIUMS C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.81 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = 0.26 SUBAREA RUNOFF(CFS) = 0.40 EFFECTIVE AREA(ACRES) = 1.14 AREA-AVERAGED Fm(INCH/HR) = 0.28 AREA-AVERAGED Fp(INCH/HR) = 0.81 AREA-AVERAGED Ap = 0.35 TOTAL AREA(ACRES) = 1.1 PEAK FLOW RATE(CFS) = 1.77 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 1

40 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.04 PIPE-FLOW(CFS) = 1.77 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 7.92 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = 7.92 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.81 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = 0.06 SUBAREA RUNOFF(CFS) = 0.10 EFFECTIVE AREA(ACRES) = 1.20 AREA-AVERAGED Fm(INCH/HR) = 0.27 AREA-AVERAGED Fp(INCH/HR) = 0.81 AREA-AVERAGED Ap = 0.34 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 1.86 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.24 PIPE-FLOW(CFS) = 1.86 PIPE TRAVEL TIME(MIN.) = 0.83 Tc(MIN.) = 8.74 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.74 RAINFALL INTENSITY(INCH/HR) = 1.88 AREA-AVERAGED Fm(INCH/HR) = 0.27 AREA-AVERAGED Fp(INCH/HR) = 0.81 AREA-AVERAGED Ap = 0.34 EFFECTIVE STREAM AREA(ACRES) = 1.20 TOTAL STREAM AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.86 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 2 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC I ): CONDOMINIUMS C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.81 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 1.12 TOTAL AREA(ACRES) = 0.73 PEAK FLOW RATE(CFS) = 1.12 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 2.91 PIPE-FLOW(CFS) = 1.12 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 8.12 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.12 RAINFALL INTENSITY(INCH/HR) = 1.97 AREA-AVERAGED Fm(INCH/HR) = 0.28 AREA-AVERAGED Fp(INCH/HR) = 0.81 AREA-AVERAGED Ap =

41 EFFECTIVE STREAM AREA(ACRES) = 0.73 TOTAL STREAM AREA(ACRES) = 0.73 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.12 ** CONFLUENCE DATA ** ( 0.27) ( 0.28) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS ( 0.28) ( 0.28) PEAK FLOW RATE(CFS) = 2.94 Tc(MIN.) = 8.12 EFFECTIVE AREA(ACRES) = 1.84 AREA-AVERAGED Fm(INCH/HR) = 0.28 AREA-AVERAGED Fp(INCH/HR) = 0.81 AREA-AVERAGED Ap = 0.34 TOTAL AREA(ACRES) = 1.9 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.57 PIPE-FLOW(CFS) = 2.94 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 8.22 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 2 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC I ): NATURAL FAIR COVER "OPEN BRUSH" C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.68 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 0.33 TOTAL AREA(ACRES) = 0.95 PEAK FLOW RATE(CFS) = 0.33 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.04 PIPE-FLOW(CFS) = 0.33 PIPE TRAVEL TIME(MIN.) = 0.97 Tc(MIN.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = RAINFALL INTENSITY(INCH/HR) = 1.05 AREA-AVERAGED Fm(INCH/HR) = 0.68 AREA-AVERAGED Fp(INCH/HR) = 0.68 AREA-AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 0.95 TOTAL STREAM AREA(ACRES) = 0.95 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.33 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) =

42 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 2 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC I ): CONDOMINIUMS C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.81 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 0.78 TOTAL AREA(ACRES) = 0.53 PEAK FLOW RATE(CFS) = 0.78 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.84 PIPE-FLOW(CFS) = 0.78 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 8.54 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.54 RAINFALL INTENSITY(INCH/HR) = 1.91 AREA-AVERAGED Fm(INCH/HR) = 0.28 AREA-AVERAGED Fp(INCH/HR) = 0.81 AREA-AVERAGED Ap = 0.35 EFFECTIVE STREAM AREA(ACRES) = 0.53 TOTAL STREAM AREA(ACRES) = 0.53 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.78 ** CONFLUENCE DATA ** ( 0.68) ( 0.28) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS ( 0.44) ( 0.54) PEAK FLOW RATE(CFS) = 1.11 Tc(MIN.) = 8.54 EFFECTIVE AREA(ACRES) = 0.88 AREA-AVERAGED Fm(INCH/HR) = 0.44 AREA-AVERAGED Fp(INCH/HR) = 0.73 AREA-AVERAGED Ap = 0.61 TOTAL AREA(ACRES) = 1.5 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.11 PIPE-FLOW(CFS) = 1.11 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 8.73 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = 8.73 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN CONDOMINIUMS C NATURAL FAIR COVER "OPEN BRUSH" C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.78 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = 0.64 SUBAREA RUNOFF(CFS) = 0.90 EFFECTIVE AREA(ACRES) = 1.52 AREA-AVERAGED Fm(INCH/HR) = 0.39 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.53 TOTAL AREA(ACRES) = 2.1 PEAK FLOW RATE(CFS) = 2.04 FLOW PROCESS FROM NODE TO NODE IS CODE = 1 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.73 RAINFALL INTENSITY(INCH/HR) = 1.88 AREA-AVERAGED Fm(INCH/HR) =

43 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.53 EFFECTIVE STREAM AREA(ACRES) = 1.52 TOTAL STREAM AREA(ACRES) = 2.12 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.04 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 2 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC I ): CONDOMINIUMS C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.81 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 0.82 TOTAL AREA(ACRES) = 0.58 PEAK FLOW RATE(CFS) = 0.82 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.08 PIPE-FLOW(CFS) = 0.82 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 9.00 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.00 RAINFALL INTENSITY(INCH/HR) = 1.85 AREA-AVERAGED Fm(INCH/HR) = 0.28 AREA-AVERAGED Fp(INCH/HR) = 0.81 AREA-AVERAGED Ap = 0.35 EFFECTIVE STREAM AREA(ACRES) = 0.58 TOTAL STREAM AREA(ACRES) = 0.58 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.82 ** CONFLUENCE DATA ** ( 0.39) ( 0.48) ( 0.28) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS ( 0.36) ( 0.37) ( 0.44) PEAK FLOW RATE(CFS) = 2.85 Tc(MIN.) = 8.73 EFFECTIVE AREA(ACRES) = 2.08 AREA-AVERAGED Fm(INCH/HR) = 0.36 AREA-AVERAGED Fp(INCH/HR) = 0.76 AREA-AVERAGED Ap = 0.48 TOTAL AREA(ACRES) = 2.7 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.23 PIPE-FLOW(CFS) = 2.85 PIPE TRAVEL TIME(MIN.) = 0.74 Tc(MIN.) = 9.48 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.48 RAINFALL INTENSITY(INCH/HR) = 1.79 AREA-AVERAGED Fm(INCH/HR) = 0.36 AREA-AVERAGED Fp(INCH/HR) = 0.76 AREA-AVERAGED Ap =

44 EFFECTIVE STREAM AREA(ACRES) = 2.08 TOTAL STREAM AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.85 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 2 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC I ): CONDOMINIUMS C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.81 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 0.57 TOTAL AREA(ACRES) = 0.35 PEAK FLOW RATE(CFS) = 0.57 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.84 PIPE-FLOW(CFS) = 0.57 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 7.37 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.37 RAINFALL INTENSITY(INCH/HR) = 2.09 AREA-AVERAGED Fm(INCH/HR) = 0.28 AREA-AVERAGED Fp(INCH/HR) = 0.81 AREA-AVERAGED Ap = 0.35 EFFECTIVE STREAM AREA(ACRES) = 0.35 TOTAL STREAM AREA(ACRES) = 0.35 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.57 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 2 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC I ): CONDOMINIUMS C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.81 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 1.17 TOTAL AREA(ACRES) = 0.83 PEAK FLOW RATE(CFS) = 1.17 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.52 PIPE-FLOW(CFS) = 1.17 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 9.00 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 9.00 RAINFALL INTENSITY(INCH/HR) = 1.85 AREA-AVERAGED Fm(INCH/HR) = 0.28 AREA-AVERAGED Fp(INCH/HR) = 0.81 AREA-AVERAGED Ap = 0.35 EFFECTIVE STREAM AREA(ACRES) = 0.83 TOTAL STREAM AREA(ACRES) = 0.83 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.17 ** CONFLUENCE DATA ** 6

45 ( 0.36) ( 0.37) ( 0.44) ( 0.28) ( 0.28) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS ( 0.33) ( 0.33) ( 0.34) ( 0.34) ( 0.39) PEAK FLOW RATE(CFS) = 4.48 Tc(MIN.) = 9.00 EFFECTIVE AREA(ACRES) = 3.16 AREA-AVERAGED Fm(INCH/HR) = 0.33 AREA-AVERAGED Fp(INCH/HR) = 0.77 AREA-AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 3.9 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.49 PIPE-FLOW(CFS) = 4.48 PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 9.21 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** ( 0.33) ( 0.33) ( 0.34) ( 0.34) ( 0.39) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** ( 0.28) ( 0.28) LONGEST FLOWPATH FROM NODE TO NODE = FEET ( 0.31) ( 0.31) ( 0.31) ( 0.31) ( 0.31) ( 0.31) ( 0.35) TOTAL AREA(ACRES) = 5.8 PEAK FLOW RATE(CFS) = 7.37 Tc(MIN.) = EFFECTIVE AREA(ACRES) = 4.97 AREA-AVERAGED Fm(INCH/HR) = 0.31 AREA-AVERAGED Fp(INCH/HR) = 0.76 AREA-AVERAGED Ap = 0.46 TOTAL AREA(ACRES) = 5.8 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.11 PIPE-FLOW(CFS) = 7.37 PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 9.15 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.15 RAINFALL INTENSITY(INCH/HR) = 1.83 AREA-AVERAGED Fm(INCH/HR) = 0.31 AREA-AVERAGED Fp(INCH/HR) = 0.79 AREA-AVERAGED Ap =

46 EFFECTIVE STREAM AREA(ACRES) = 4.97 TOTAL STREAM AREA(ACRES) = 5.81 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.37 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 2 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC I ): CONDOMINIUMS C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.81 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 0.57 TOTAL AREA(ACRES) = 0.37 PEAK FLOW RATE(CFS) = 0.57 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.82 PIPE-FLOW(CFS) = 0.57 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 7.95 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.95 RAINFALL INTENSITY(INCH/HR) = 1.99 AREA-AVERAGED Fm(INCH/HR) = 0.28 AREA-AVERAGED Fp(INCH/HR) = 0.81 AREA-AVERAGED Ap = 0.35 EFFECTIVE STREAM AREA(ACRES) = 0.37 TOTAL STREAM AREA(ACRES) = 0.37 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.57 ** CONFLUENCE DATA ** ( 0.31) ( 0.31) ( 0.31) ( 0.31) ( 0.31) ( 0.31) ( 0.35) ( 0.28) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS ( 0.31) ( 0.31) ( 0.31) ( 0.31) ( 0.31) ( 0.31) ( 0.31) ( 0.35) PEAK FLOW RATE(CFS) = 7.89 Tc(MIN.) = 9.15 EFFECTIVE AREA(ACRES) = 5.34 AREA-AVERAGED Fm(INCH/HR) = 0.31 AREA-AVERAGED Fp(INCH/HR) = 0.79 AREA-AVERAGED Ap = 0.39 TOTAL AREA(ACRES) = 6.2 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.62 PIPE-FLOW(CFS) = 7.89 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 9.22 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< 8

47 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 2 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC I ): CONDOMINIUMS C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.81 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 0.91 TOTAL AREA(ACRES) = 0.63 PEAK FLOW RATE(CFS) = 0.91 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.28 PIPE-FLOW(CFS) = 0.91 PIPE TRAVEL TIME(MIN.) = 1.11 Tc(MIN.) = 9.85 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.85 RAINFALL INTENSITY(INCH/HR) = 1.75 AREA-AVERAGED Fm(INCH/HR) = 0.28 AREA-AVERAGED Fp(INCH/HR) = 0.81 AREA-AVERAGED Ap = 0.35 EFFECTIVE STREAM AREA(ACRES) = 0.63 TOTAL STREAM AREA(ACRES) = 0.63 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.91 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 2 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC I ): CONDOMINIUMS C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.81 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 1.28 TOTAL AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) = 1.28 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.40 PIPE-FLOW(CFS) = 1.28 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 8.92 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.92 RAINFALL INTENSITY(INCH/HR) = 1.86 AREA-AVERAGED Fm(INCH/HR) = 0.28 AREA-AVERAGED Fp(INCH/HR) = 0.81 AREA-AVERAGED Ap = 0.35 EFFECTIVE STREAM AREA(ACRES) = 0.90 TOTAL STREAM AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.28 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 9

48 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 2 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC I ): RESIDENTIAL "8-10 DWELLINGS/ACRE" C NATURAL FAIR COVER "WOODLAND,GRASS" C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.79 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 1.89 TOTAL AREA(ACRES) = 1.51 PEAK FLOW RATE(CFS) = 1.89 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.51 PIPE-FLOW(CFS) = 1.89 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = RAINFALL INTENSITY(INCH/HR) = 1.74 AREA-AVERAGED Fm(INCH/HR) = 0.35 AREA-AVERAGED Fp(INCH/HR) = 0.79 AREA-AVERAGED Ap = 0.44 EFFECTIVE STREAM AREA(ACRES) = 1.51 TOTAL STREAM AREA(ACRES) = 1.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.89 ** CONFLUENCE DATA ** ( 0.28) ( 0.28) ( 0.35) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS ( 0.31) ( 0.31) ( 0.32) PEAK FLOW RATE(CFS) = 4.00 Tc(MIN.) = 8.92 EFFECTIVE AREA(ACRES) = 2.82 AREA-AVERAGED Fm(INCH/HR) = 0.31 AREA-AVERAGED Fp(INCH/HR) = 0.80 AREA-AVERAGED Ap = 0.39 TOTAL AREA(ACRES) = 3.0 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.77 PIPE-FLOW(CFS) = 4.00 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 8.97 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** ( 0.31) ( 0.31) ( 0.32) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** ( 0.31) ( 0.31) ( 0.31)

49 ( 0.31) ( 0.31) ( 0.31) ( 0.31) ( 0.35) LONGEST FLOWPATH FROM NODE TO NODE = FEET ( 0.31) ( 0.31) ( 0.31) ( 0.31) ( 0.31) ( 0.31) ( 0.31) ( 0.31) ( 0.31) ( 0.31) ( 0.34) TOTAL AREA(ACRES) = 9.2 PEAK FLOW RATE(CFS) = Tc(MIN.) = EFFECTIVE AREA(ACRES) = 8.21 AREA-AVERAGED Fm(INCH/HR) = 0.31 AREA-AVERAGED Fp(INCH/HR) = 0.79 AREA-AVERAGED Ap = 0.39 TOTAL AREA(ACRES) = 9.2 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.69 ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = PIPE TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = 9.49 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.49 RAINFALL INTENSITY(INCH/HR) = 1.79 AREA-AVERAGED Fm(INCH/HR) = 0.31 AREA-AVERAGED Fp(INCH/HR) = 0.79 AREA-AVERAGED Ap = 0.39 EFFECTIVE STREAM AREA(ACRES) = 8.21 TOTAL STREAM AREA(ACRES) = 9.22 PEAK FLOW RATE(CFS) AT CONFLUENCE = FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 2 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC I ): CONDOMINIUMS C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.81 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 0.78 TOTAL AREA(ACRES) = 0.37 PEAK FLOW RATE(CFS) = 0.78 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.14 PIPE-FLOW(CFS) = 0.78 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 5.04 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.04 RAINFALL INTENSITY(INCH/HR) = 2.62 AREA-AVERAGED Fm(INCH/HR) = 0.28 AREA-AVERAGED Fp(INCH/HR) = 0.81 AREA-AVERAGED Ap = 0.35 EFFECTIVE STREAM AREA(ACRES) =

50 TOTAL STREAM AREA(ACRES) = 0.37 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.78 ** CONFLUENCE DATA ** ( 0.31) ( 0.31) ( 0.31) ( 0.31) ( 0.31) ( 0.31) ( 0.31) ( 0.31) ( 0.31) ( 0.31) ( 0.34) ( 0.28) ( 0.31) ( 0.31) ( 0.31) ( 0.31) ( 0.31) ( 0.31) ( 0.31) ( 0.31) ( 0.31) ( 0.34) END OF RATIONAL METHOD ANALYSIS RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS ( 0.31) ( 0.31) ( 0.31) ( 0.31) ( 0.31) ( 0.31) ( 0.31) ( 0.31) ( 0.31) ( 0.31) ( 0.31) ( 0.34) PEAK FLOW RATE(CFS) = Tc(MIN.) = 9.24 EFFECTIVE AREA(ACRES) = 8.42 AREA-AVERAGED Fm(INCH/HR) = 0.31 AREA-AVERAGED Fp(INCH/HR) = 0.79 AREA-AVERAGED Ap = 0.39 TOTAL AREA(ACRES) = 9.6 LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 9.6 TC(MIN.) = 9.24 EFFECTIVE AREA(ACRES) = 8.42 AREA-AVERAGED Fm(INCH/HR)= 0.31 AREA-AVERAGED Fp(INCH/HR) = 0.79 AREA-AVERAGED Ap = PEAK FLOW RATE(CFS) = ( 0.31) ( 0.31)

51 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright Advanced Engineering Software (aes) Ver Release Date: 06/01/2014 License ID 1239 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * Hydrology Study for Founder's Project * * In the City of Chino Hills, San Bernardino County * * Proposed Condition, 10-year Storm * ************************************************************************** FILE NAME: 20049P.DAT TIME/DATE OF STUDY: 15:25 12/07/2016 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /0.018/ /0.020/ GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): CONDOMINIUMS C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 2.36 TOTAL AREA(ACRES) = 0.88 PEAK FLOW RATE(CFS) = 2.36 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.39 PIPE-FLOW(CFS) = 2.36 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 7.81 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = 7.81 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN CONDOMINIUMS C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = 0.26 SUBAREA RUNOFF(CFS) = 0.69 EFFECTIVE AREA(ACRES) = 1.14 AREA-AVERAGED Fm(INCH/HR) = 0.20 AREA-AVERAGED Fp(INCH/HR) = 0.57 AREA-AVERAGED Ap = 0.35 TOTAL AREA(ACRES) = 1.1 PEAK FLOW RATE(CFS) = 3.02 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 1

52 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.86 PIPE-FLOW(CFS) = 3.02 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 7.88 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = 7.88 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = 0.06 SUBAREA RUNOFF(CFS) = 0.17 EFFECTIVE AREA(ACRES) = 1.20 AREA-AVERAGED Fm(INCH/HR) = 0.19 AREA-AVERAGED Fp(INCH/HR) = 0.57 AREA-AVERAGED Ap = 0.34 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 3.17 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.27 PIPE-FLOW(CFS) = 3.17 PIPE TRAVEL TIME(MIN.) = 0.71 Tc(MIN.) = 8.59 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.59 RAINFALL INTENSITY(INCH/HR) = 2.97 AREA-AVERAGED Fm(INCH/HR) = 0.19 AREA-AVERAGED Fp(INCH/HR) = 0.57 AREA-AVERAGED Ap = 0.34 EFFECTIVE STREAM AREA(ACRES) = 1.20 TOTAL STREAM AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.17 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): CONDOMINIUMS C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 1.90 TOTAL AREA(ACRES) = 0.73 PEAK FLOW RATE(CFS) = 1.90 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.39 PIPE-FLOW(CFS) = 1.90 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 8.10 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.10 RAINFALL INTENSITY(INCH/HR) = 3.07 AREA-AVERAGED Fm(INCH/HR) = 0.20 AREA-AVERAGED Fp(INCH/HR) = 0.57 AREA-AVERAGED Ap =

53 EFFECTIVE STREAM AREA(ACRES) = 0.73 TOTAL STREAM AREA(ACRES) = 0.73 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.90 ** CONFLUENCE DATA ** ( 0.19) ( 0.20) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS ( 0.19) ( 0.19) PEAK FLOW RATE(CFS) = 5.00 Tc(MIN.) = 8.10 EFFECTIVE AREA(ACRES) = 1.86 AREA-AVERAGED Fm(INCH/HR) = 0.19 AREA-AVERAGED Fp(INCH/HR) = 0.57 AREA-AVERAGED Ap = 0.34 TOTAL AREA(ACRES) = 1.9 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.79 PIPE-FLOW(CFS) = 5.00 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 8.19 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): NATURAL FAIR COVER "OPEN BRUSH" C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.43 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 1.06 TOTAL AREA(ACRES) = 0.95 PEAK FLOW RATE(CFS) = 1.06 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.77 PIPE-FLOW(CFS) = 1.06 PIPE TRAVEL TIME(MIN.) = 0.68 Tc(MIN.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = RAINFALL INTENSITY(INCH/HR) = 1.64 AREA-AVERAGED Fm(INCH/HR) = 0.43 AREA-AVERAGED Fp(INCH/HR) = 0.43 AREA-AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 0.95 TOTAL STREAM AREA(ACRES) = 0.95 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.06 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) =

54 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): CONDOMINIUMS C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 1.33 TOTAL AREA(ACRES) = 0.53 PEAK FLOW RATE(CFS) = 1.33 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.19 PIPE-FLOW(CFS) = 1.33 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 8.53 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.53 RAINFALL INTENSITY(INCH/HR) = 2.98 AREA-AVERAGED Fm(INCH/HR) = 0.20 AREA-AVERAGED Fp(INCH/HR) = 0.57 AREA-AVERAGED Ap = 0.35 EFFECTIVE STREAM AREA(ACRES) = 0.53 TOTAL STREAM AREA(ACRES) = 0.53 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.33 ** CONFLUENCE DATA ** ( 0.43) ( 0.20) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS ( 0.29) ( 0.35) PEAK FLOW RATE(CFS) = 2.16 Tc(MIN.) = 8.53 EFFECTIVE AREA(ACRES) = 0.88 AREA-AVERAGED Fm(INCH/HR) = 0.29 AREA-AVERAGED Fp(INCH/HR) = 0.48 AREA-AVERAGED Ap = 0.61 TOTAL AREA(ACRES) = 1.5 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.21 PIPE-FLOW(CFS) = 2.16 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 8.69 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = 8.69 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN CONDOMINIUMS C NATURAL FAIR COVER "OPEN BRUSH" C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.53 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = 0.64 SUBAREA RUNOFF(CFS) = 1.57 EFFECTIVE AREA(ACRES) = 1.52 AREA-AVERAGED Fm(INCH/HR) = 0.26 AREA-AVERAGED Fp(INCH/HR) = 0.50 AREA-AVERAGED Ap = 0.53 TOTAL AREA(ACRES) = 2.1 PEAK FLOW RATE(CFS) = 3.67 FLOW PROCESS FROM NODE TO NODE IS CODE = 1 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.69 RAINFALL INTENSITY(INCH/HR) = 2.94 AREA-AVERAGED Fm(INCH/HR) =

55 AREA-AVERAGED Fp(INCH/HR) = 0.50 AREA-AVERAGED Ap = 0.53 EFFECTIVE STREAM AREA(ACRES) = 1.52 TOTAL STREAM AREA(ACRES) = 2.12 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.67 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): CONDOMINIUMS C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 1.41 TOTAL AREA(ACRES) = 0.58 PEAK FLOW RATE(CFS) = 1.41 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.32 PIPE-FLOW(CFS) = 1.41 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 8.99 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.99 RAINFALL INTENSITY(INCH/HR) = 2.89 AREA-AVERAGED Fm(INCH/HR) = 0.20 AREA-AVERAGED Fp(INCH/HR) = 0.57 AREA-AVERAGED Ap = 0.35 EFFECTIVE STREAM AREA(ACRES) = 0.58 TOTAL STREAM AREA(ACRES) = 0.58 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.41 ** CONFLUENCE DATA ** ( 0.26) ( 0.31) ( 0.20) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS ( 0.25) ( 0.25) ( 0.29) PEAK FLOW RATE(CFS) = 5.07 Tc(MIN.) = 8.69 EFFECTIVE AREA(ACRES) = 2.08 AREA-AVERAGED Fm(INCH/HR) = 0.25 AREA-AVERAGED Fp(INCH/HR) = 0.51 AREA-AVERAGED Ap = 0.48 TOTAL AREA(ACRES) = 2.7 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.30 PIPE-FLOW(CFS) = 5.07 PIPE TRAVEL TIME(MIN.) = 0.64 Tc(MIN.) = 9.33 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.33 RAINFALL INTENSITY(INCH/HR) = 2.82 AREA-AVERAGED Fm(INCH/HR) = 0.25 AREA-AVERAGED Fp(INCH/HR) = 0.51 AREA-AVERAGED Ap =

56 EFFECTIVE STREAM AREA(ACRES) = 2.08 TOTAL STREAM AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.07 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): CONDOMINIUMS C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 0.96 TOTAL AREA(ACRES) = 0.35 PEAK FLOW RATE(CFS) = 0.96 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.02 PIPE-FLOW(CFS) = 0.96 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 7.37 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.37 RAINFALL INTENSITY(INCH/HR) = 3.25 AREA-AVERAGED Fm(INCH/HR) = 0.20 AREA-AVERAGED Fp(INCH/HR) = 0.57 AREA-AVERAGED Ap = 0.35 EFFECTIVE STREAM AREA(ACRES) = 0.35 TOTAL STREAM AREA(ACRES) = 0.35 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.96 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): CONDOMINIUMS C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 2.01 TOTAL AREA(ACRES) = 0.83 PEAK FLOW RATE(CFS) = 2.01 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.98 PIPE-FLOW(CFS) = 2.01 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 9.00 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 9.00 RAINFALL INTENSITY(INCH/HR) = 2.88 AREA-AVERAGED Fm(INCH/HR) = 0.20 AREA-AVERAGED Fp(INCH/HR) = 0.57 AREA-AVERAGED Ap = 0.35 EFFECTIVE STREAM AREA(ACRES) = 0.83 TOTAL STREAM AREA(ACRES) = 0.83 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.01 ** CONFLUENCE DATA ** 6

57 ( 0.25) ( 0.25) ( 0.29) ( 0.20) ( 0.20) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS ( 0.23) ( 0.23) ( 0.23) ( 0.23) ( 0.26) PEAK FLOW RATE(CFS) = 7.86 Tc(MIN.) = 9.00 EFFECTIVE AREA(ACRES) = 3.19 AREA-AVERAGED Fm(INCH/HR) = 0.23 AREA-AVERAGED Fp(INCH/HR) = 0.53 AREA-AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 3.9 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.25 PIPE-FLOW(CFS) = 7.86 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 9.18 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** ( 0.23) ( 0.23) ( 0.23) ( 0.23) ( 0.26) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** ( 0.19) ( 0.19) LONGEST FLOWPATH FROM NODE TO NODE = FEET ( 0.21) ( 0.21) ( 0.21) ( 0.22) ( 0.22) ( 0.22) ( 0.24) TOTAL AREA(ACRES) = 5.8 PEAK FLOW RATE(CFS) = Tc(MIN.) = EFFECTIVE AREA(ACRES) = 4.96 AREA-AVERAGED Fm(INCH/HR) = 0.21 AREA-AVERAGED Fp(INCH/HR) = 0.52 AREA-AVERAGED Ap = 0.46 TOTAL AREA(ACRES) = 5.8 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.93 ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = PIPE TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = 8.95 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.95 RAINFALL INTENSITY(INCH/HR) = 2.89 AREA-AVERAGED Fm(INCH/HR) = 0.21 AREA-AVERAGED Fp(INCH/HR) = 0.54 AREA-AVERAGED Ap = 0.40 EFFECTIVE STREAM AREA(ACRES) =

58 TOTAL STREAM AREA(ACRES) = 5.81 PEAK FLOW RATE(CFS) AT CONFLUENCE = FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): CONDOMINIUMS C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 0.97 TOTAL AREA(ACRES) = 0.37 PEAK FLOW RATE(CFS) = 0.97 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.78 PIPE-FLOW(CFS) = 0.97 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 7.94 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.94 RAINFALL INTENSITY(INCH/HR) = 3.11 AREA-AVERAGED Fm(INCH/HR) = 0.20 AREA-AVERAGED Fp(INCH/HR) = 0.57 AREA-AVERAGED Ap = 0.35 EFFECTIVE STREAM AREA(ACRES) = 0.37 TOTAL STREAM AREA(ACRES) = 0.37 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.97 ** CONFLUENCE DATA ** ( 0.21) ( 0.21) ( 0.21) ( 0.22) ( 0.22) ( 0.22) ( 0.24) ( 0.20) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS ( 0.21) ( 0.21) ( 0.21) ( 0.21) ( 0.21) ( 0.21) ( 0.21) ( 0.24) PEAK FLOW RATE(CFS) = Tc(MIN.) = 8.95 EFFECTIVE AREA(ACRES) = 5.33 AREA-AVERAGED Fm(INCH/HR) = 0.21 AREA-AVERAGED Fp(INCH/HR) = 0.54 AREA-AVERAGED Ap = 0.39 TOTAL AREA(ACRES) = 6.2 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.53 ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 9.00 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< 8

59 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): CONDOMINIUMS C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 1.55 TOTAL AREA(ACRES) = 0.63 PEAK FLOW RATE(CFS) = 1.55 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.20 PIPE-FLOW(CFS) = 1.55 PIPE TRAVEL TIME(MIN.) = 0.95 Tc(MIN.) = 9.68 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.68 RAINFALL INTENSITY(INCH/HR) = 2.76 AREA-AVERAGED Fm(INCH/HR) = 0.20 AREA-AVERAGED Fp(INCH/HR) = 0.57 AREA-AVERAGED Ap = 0.35 EFFECTIVE STREAM AREA(ACRES) = 0.63 TOTAL STREAM AREA(ACRES) = 0.63 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.55 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): CONDOMINIUMS C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 2.19 TOTAL AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) = 2.19 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.68 PIPE-FLOW(CFS) = 2.19 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 8.92 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.92 RAINFALL INTENSITY(INCH/HR) = 2.90 AREA-AVERAGED Fm(INCH/HR) = 0.20 AREA-AVERAGED Fp(INCH/HR) = 0.57 AREA-AVERAGED Ap = 0.35 EFFECTIVE STREAM AREA(ACRES) = 0.90 TOTAL STREAM AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.19 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 9

60 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): RESIDENTIAL "8-10 DWELLINGS/ACRE" C NATURAL FAIR COVER "WOODLAND,GRASS" C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.55 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 3.36 TOTAL AREA(ACRES) = 1.51 PEAK FLOW RATE(CFS) = 3.36 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = PIPE-FLOW(CFS) = 3.36 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = RAINFALL INTENSITY(INCH/HR) = 2.71 AREA-AVERAGED Fm(INCH/HR) = 0.24 AREA-AVERAGED Fp(INCH/HR) = 0.55 AREA-AVERAGED Ap = 0.44 EFFECTIVE STREAM AREA(ACRES) = 1.51 TOTAL STREAM AREA(ACRES) = 1.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.36 ** CONFLUENCE DATA ** ( 0.20) ( 0.20) ( 0.24) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS ( 0.22) ( 0.22) ( 0.22) PEAK FLOW RATE(CFS) = 6.96 Tc(MIN.) = 9.68 EFFECTIVE AREA(ACRES) = 2.99 AREA-AVERAGED Fm(INCH/HR) = 0.22 AREA-AVERAGED Fp(INCH/HR) = 0.56 AREA-AVERAGED Ap = 0.39 TOTAL AREA(ACRES) = 3.0 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = PIPE-FLOW(CFS) = 6.96 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 9.72 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** ( 0.22) ( 0.22) ( 0.22) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** ( 0.21) ( 0.21) ( 0.21) ( 0.21)

61 ( 0.21) ( 0.21) ( 0.21) ( 0.24) LONGEST FLOWPATH FROM NODE TO NODE = FEET ( 0.21) ( 0.21) ( 0.21) ( 0.21) ( 0.21) ( 0.22) ( 0.22) ( 0.22) ( 0.22) ( 0.22) ( 0.23) TOTAL AREA(ACRES) = 9.2 PEAK FLOW RATE(CFS) = Tc(MIN.) = EFFECTIVE AREA(ACRES) = 8.16 AREA-AVERAGED Fm(INCH/HR) = 0.21 AREA-AVERAGED Fp(INCH/HR) = 0.55 AREA-AVERAGED Ap = 0.39 TOTAL AREA(ACRES) = 9.2 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.73 ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 9.24 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.24 RAINFALL INTENSITY(INCH/HR) = 2.84 AREA-AVERAGED Fm(INCH/HR) = 0.21 AREA-AVERAGED Fp(INCH/HR) = 0.55 AREA-AVERAGED Ap = 0.39 EFFECTIVE STREAM AREA(ACRES) = 8.16 TOTAL STREAM AREA(ACRES) = 9.22 PEAK FLOW RATE(CFS) AT CONFLUENCE = FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): CONDOMINIUMS C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 1.30 TOTAL AREA(ACRES) = 0.37 PEAK FLOW RATE(CFS) = 1.30 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.81 PIPE-FLOW(CFS) = 1.30 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 5.04 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.04 RAINFALL INTENSITY(INCH/HR) = 4.09 AREA-AVERAGED Fm(INCH/HR) = 0.20 AREA-AVERAGED Fp(INCH/HR) = 0.57 AREA-AVERAGED Ap = 0.35 EFFECTIVE STREAM AREA(ACRES) = 0.37 TOTAL STREAM AREA(ACRES) =

62 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.30 ** CONFLUENCE DATA ** ( 0.21) ( 0.21) ( 0.21) ( 0.21) ( 0.21) ( 0.22) ( 0.22) ( 0.22) ( 0.22) ( 0.22) ( 0.23) ( 0.20) ( 0.21) ( 0.21) ( 0.21) ( 0.21) ( 0.21) ( 0.22) ( 0.22) ( 0.22) ( 0.23) END OF RATIONAL METHOD ANALYSIS RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS ( 0.21) ( 0.21) ( 0.21) ( 0.21) ( 0.21) ( 0.21) ( 0.21) ( 0.21) ( 0.22) ( 0.22) ( 0.22) ( 0.23) PEAK FLOW RATE(CFS) = Tc(MIN.) = 9.24 EFFECTIVE AREA(ACRES) = 8.53 AREA-AVERAGED Fm(INCH/HR) = 0.21 AREA-AVERAGED Fp(INCH/HR) = 0.55 AREA-AVERAGED Ap = 0.39 TOTAL AREA(ACRES) = 9.6 LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 9.6 TC(MIN.) = 9.24 EFFECTIVE AREA(ACRES) = 8.53 AREA-AVERAGED Fm(INCH/HR)= 0.21 AREA-AVERAGED Fp(INCH/HR) = 0.55 AREA-AVERAGED Ap = PEAK FLOW RATE(CFS) = ( 0.21) ( 0.21) ( 0.21)

63 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright Advanced Engineering Software (aes) Ver Release Date: 06/01/2014 License ID 1239 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * Hydrology Study for Founder's Project * * In the City of Chino Hills, San Bernardino County * * Proposed Condition, 25-year Storm * ************************************************************************** FILE NAME: 20049P.DAT TIME/DATE OF STUDY: 15:26 12/07/2016 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /0.018/ /0.020/ GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): CONDOMINIUMS C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 2.92 TOTAL AREA(ACRES) = 0.88 PEAK FLOW RATE(CFS) = 2.92 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.72 PIPE-FLOW(CFS) = 2.92 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 7.80 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = 7.80 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN CONDOMINIUMS C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = 0.26 SUBAREA RUNOFF(CFS) = 0.85 EFFECTIVE AREA(ACRES) = 1.14 AREA-AVERAGED Fm(INCH/HR) = 0.20 AREA-AVERAGED Fp(INCH/HR) = 0.57 AREA-AVERAGED Ap = 0.35 TOTAL AREA(ACRES) = 1.1 PEAK FLOW RATE(CFS) = 3.74 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 1

64 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.22 PIPE-FLOW(CFS) = 3.74 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 7.86 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = 7.86 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = 0.06 SUBAREA RUNOFF(CFS) = 0.20 EFFECTIVE AREA(ACRES) = 1.20 AREA-AVERAGED Fm(INCH/HR) = 0.19 AREA-AVERAGED Fp(INCH/HR) = 0.57 AREA-AVERAGED Ap = 0.34 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 3.92 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.71 PIPE-FLOW(CFS) = 3.92 PIPE TRAVEL TIME(MIN.) = 0.67 Tc(MIN.) = 8.53 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.53 RAINFALL INTENSITY(INCH/HR) = 3.64 AREA-AVERAGED Fm(INCH/HR) = 0.19 AREA-AVERAGED Fp(INCH/HR) = 0.57 AREA-AVERAGED Ap = 0.34 EFFECTIVE STREAM AREA(ACRES) = 1.20 TOTAL STREAM AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.92 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): CONDOMINIUMS C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 2.36 TOTAL AREA(ACRES) = 0.73 PEAK FLOW RATE(CFS) = 2.36 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.59 PIPE-FLOW(CFS) = 2.36 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 8.10 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.10 RAINFALL INTENSITY(INCH/HR) = 3.76 AREA-AVERAGED Fm(INCH/HR) = 0.20 AREA-AVERAGED Fp(INCH/HR) = 0.57 AREA-AVERAGED Ap =

65 EFFECTIVE STREAM AREA(ACRES) = 0.73 TOTAL STREAM AREA(ACRES) = 0.73 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.36 ** CONFLUENCE DATA ** ( 0.19) ( 0.20) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS ( 0.19) ( 0.19) PEAK FLOW RATE(CFS) = 6.21 Tc(MIN.) = 8.10 EFFECTIVE AREA(ACRES) = 1.87 AREA-AVERAGED Fm(INCH/HR) = 0.19 AREA-AVERAGED Fp(INCH/HR) = 0.57 AREA-AVERAGED Ap = 0.34 TOTAL AREA(ACRES) = 1.9 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.32 PIPE-FLOW(CFS) = 6.21 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 8.18 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): NATURAL FAIR COVER "OPEN BRUSH" C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.43 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 1.38 TOTAL AREA(ACRES) = 0.95 PEAK FLOW RATE(CFS) = 1.38 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.21 PIPE-FLOW(CFS) = 1.38 PIPE TRAVEL TIME(MIN.) = 0.63 Tc(MIN.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = RAINFALL INTENSITY(INCH/HR) = 2.01 AREA-AVERAGED Fm(INCH/HR) = 0.43 AREA-AVERAGED Fp(INCH/HR) = 0.43 AREA-AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 0.95 TOTAL STREAM AREA(ACRES) = 0.95 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.38 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) =

66 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): CONDOMINIUMS C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 1.65 TOTAL AREA(ACRES) = 0.53 PEAK FLOW RATE(CFS) = 1.65 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.81 PIPE-FLOW(CFS) = 1.65 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 8.53 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.53 RAINFALL INTENSITY(INCH/HR) = 3.64 AREA-AVERAGED Fm(INCH/HR) = 0.20 AREA-AVERAGED Fp(INCH/HR) = 0.57 AREA-AVERAGED Ap = 0.35 EFFECTIVE STREAM AREA(ACRES) = 0.53 TOTAL STREAM AREA(ACRES) = 0.53 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.65 ** CONFLUENCE DATA ** ( 0.43) ( 0.20) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS ( 0.29) ( 0.35) PEAK FLOW RATE(CFS) = 2.69 Tc(MIN.) = 8.53 EFFECTIVE AREA(ACRES) = 0.88 AREA-AVERAGED Fm(INCH/HR) = 0.29 AREA-AVERAGED Fp(INCH/HR) = 0.48 AREA-AVERAGED Ap = 0.61 TOTAL AREA(ACRES) = 1.5 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.62 PIPE-FLOW(CFS) = 2.69 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 8.68 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = 8.68 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN CONDOMINIUMS C NATURAL FAIR COVER "OPEN BRUSH" C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.53 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = 0.64 SUBAREA RUNOFF(CFS) = 1.95 EFFECTIVE AREA(ACRES) = 1.52 AREA-AVERAGED Fm(INCH/HR) = 0.26 AREA-AVERAGED Fp(INCH/HR) = 0.50 AREA-AVERAGED Ap = 0.53 TOTAL AREA(ACRES) = 2.1 PEAK FLOW RATE(CFS) = 4.58 FLOW PROCESS FROM NODE TO NODE IS CODE = 1 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.68 RAINFALL INTENSITY(INCH/HR) = 3.60 AREA-AVERAGED Fm(INCH/HR) =

67 AREA-AVERAGED Fp(INCH/HR) = 0.50 AREA-AVERAGED Ap = 0.53 EFFECTIVE STREAM AREA(ACRES) = 1.52 TOTAL STREAM AREA(ACRES) = 2.12 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.58 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): CONDOMINIUMS C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 1.74 TOTAL AREA(ACRES) = 0.58 PEAK FLOW RATE(CFS) = 1.74 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.88 PIPE-FLOW(CFS) = 1.74 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 8.99 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.99 RAINFALL INTENSITY(INCH/HR) = 3.53 AREA-AVERAGED Fm(INCH/HR) = 0.20 AREA-AVERAGED Fp(INCH/HR) = 0.57 AREA-AVERAGED Ap = 0.35 EFFECTIVE STREAM AREA(ACRES) = 0.58 TOTAL STREAM AREA(ACRES) = 0.58 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.74 ** CONFLUENCE DATA ** ( 0.26) ( 0.31) ( 0.20) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS ( 0.25) ( 0.25) ( 0.29) PEAK FLOW RATE(CFS) = 6.30 Tc(MIN.) = 8.68 EFFECTIVE AREA(ACRES) = 2.08 AREA-AVERAGED Fm(INCH/HR) = 0.25 AREA-AVERAGED Fp(INCH/HR) = 0.51 AREA-AVERAGED Ap = 0.48 TOTAL AREA(ACRES) = 2.7 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.72 PIPE-FLOW(CFS) = 6.30 PIPE TRAVEL TIME(MIN.) = 0.60 Tc(MIN.) = 9.28 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.28 RAINFALL INTENSITY(INCH/HR) = 3.46 AREA-AVERAGED Fm(INCH/HR) = 0.25 AREA-AVERAGED Fp(INCH/HR) = 0.51 AREA-AVERAGED Ap =

68 EFFECTIVE STREAM AREA(ACRES) = 2.08 TOTAL STREAM AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.30 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): CONDOMINIUMS C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 1.19 TOTAL AREA(ACRES) = 0.35 PEAK FLOW RATE(CFS) = 1.19 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.56 PIPE-FLOW(CFS) = 1.19 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 7.37 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.37 RAINFALL INTENSITY(INCH/HR) = 3.98 AREA-AVERAGED Fm(INCH/HR) = 0.20 AREA-AVERAGED Fp(INCH/HR) = 0.57 AREA-AVERAGED Ap = 0.35 EFFECTIVE STREAM AREA(ACRES) = 0.35 TOTAL STREAM AREA(ACRES) = 0.35 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.19 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): CONDOMINIUMS C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 2.49 TOTAL AREA(ACRES) = 0.83 PEAK FLOW RATE(CFS) = 2.49 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = PIPE-FLOW(CFS) = 2.49 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 9.00 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 9.00 RAINFALL INTENSITY(INCH/HR) = 3.53 AREA-AVERAGED Fm(INCH/HR) = 0.20 AREA-AVERAGED Fp(INCH/HR) = 0.57 AREA-AVERAGED Ap = 0.35 EFFECTIVE STREAM AREA(ACRES) = 0.83 TOTAL STREAM AREA(ACRES) = 0.83 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.49 ** CONFLUENCE DATA ** 6

69 ( 0.25) ( 0.25) ( 0.29) ( 0.20) ( 0.20) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS ( 0.23) ( 0.23) ( 0.23) ( 0.23) ( 0.26) PEAK FLOW RATE(CFS) = 9.77 Tc(MIN.) = 9.28 EFFECTIVE AREA(ACRES) = 3.26 AREA-AVERAGED Fm(INCH/HR) = 0.23 AREA-AVERAGED Fp(INCH/HR) = 0.53 AREA-AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 3.9 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.43 PIPE-FLOW(CFS) = 9.77 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 9.46 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** ( 0.23) ( 0.23) ( 0.23) ( 0.23) ( 0.26) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** ( 0.19) ( 0.19) LONGEST FLOWPATH FROM NODE TO NODE = FEET ( 0.21) ( 0.21) ( 0.21) ( 0.22) ( 0.22) ( 0.22) ( 0.24) TOTAL AREA(ACRES) = 5.8 PEAK FLOW RATE(CFS) = Tc(MIN.) = EFFECTIVE AREA(ACRES) = 4.95 AREA-AVERAGED Fm(INCH/HR) = 0.21 AREA-AVERAGED Fp(INCH/HR) = 0.52 AREA-AVERAGED Ap = 0.46 TOTAL AREA(ACRES) = 5.8 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.39 ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 8.87 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.87 RAINFALL INTENSITY(INCH/HR) = 3.56 AREA-AVERAGED Fm(INCH/HR) = 0.21 AREA-AVERAGED Fp(INCH/HR) = 0.54 AREA-AVERAGED Ap = 0.40 EFFECTIVE STREAM AREA(ACRES) =

70 TOTAL STREAM AREA(ACRES) = 5.81 PEAK FLOW RATE(CFS) AT CONFLUENCE = FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): CONDOMINIUMS C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 1.20 TOTAL AREA(ACRES) = 0.37 PEAK FLOW RATE(CFS) = 1.20 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.23 PIPE-FLOW(CFS) = 1.20 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 7.94 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.94 RAINFALL INTENSITY(INCH/HR) = 3.80 AREA-AVERAGED Fm(INCH/HR) = 0.20 AREA-AVERAGED Fp(INCH/HR) = 0.57 AREA-AVERAGED Ap = 0.35 EFFECTIVE STREAM AREA(ACRES) = 0.37 TOTAL STREAM AREA(ACRES) = 0.37 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.20 ** CONFLUENCE DATA ** ( 0.21) ( 0.21) ( 0.21) ( 0.22) ( 0.22) ( 0.22) ( 0.24) ( 0.20) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS ( 0.21) ( 0.21) ( 0.21) ( 0.21) ( 0.21) ( 0.21) ( 0.21) ( 0.24) PEAK FLOW RATE(CFS) = Tc(MIN.) = 8.87 EFFECTIVE AREA(ACRES) = 5.32 AREA-AVERAGED Fm(INCH/HR) = 0.21 AREA-AVERAGED Fp(INCH/HR) = 0.54 AREA-AVERAGED Ap = 0.39 TOTAL AREA(ACRES) = 6.2 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.02 ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 8.92 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< 8

71 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): CONDOMINIUMS C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 1.92 TOTAL AREA(ACRES) = 0.63 PEAK FLOW RATE(CFS) = 1.92 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.60 PIPE-FLOW(CFS) = 1.92 PIPE TRAVEL TIME(MIN.) = 0.89 Tc(MIN.) = 9.62 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.62 RAINFALL INTENSITY(INCH/HR) = 3.39 AREA-AVERAGED Fm(INCH/HR) = 0.20 AREA-AVERAGED Fp(INCH/HR) = 0.57 AREA-AVERAGED Ap = 0.35 EFFECTIVE STREAM AREA(ACRES) = 0.63 TOTAL STREAM AREA(ACRES) = 0.63 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.92 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): CONDOMINIUMS C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 2.72 TOTAL AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) = 2.72 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.24 PIPE-FLOW(CFS) = 2.72 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 8.91 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.91 RAINFALL INTENSITY(INCH/HR) = 3.55 AREA-AVERAGED Fm(INCH/HR) = 0.20 AREA-AVERAGED Fp(INCH/HR) = 0.57 AREA-AVERAGED Ap = 0.35 EFFECTIVE STREAM AREA(ACRES) = 0.90 TOTAL STREAM AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.72 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 9

72 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): RESIDENTIAL "8-10 DWELLINGS/ACRE" C NATURAL FAIR COVER "WOODLAND,GRASS" C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.55 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 4.18 TOTAL AREA(ACRES) = 1.51 PEAK FLOW RATE(CFS) = 4.18 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = PIPE-FLOW(CFS) = 4.18 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = RAINFALL INTENSITY(INCH/HR) = 3.31 AREA-AVERAGED Fm(INCH/HR) = 0.24 AREA-AVERAGED Fp(INCH/HR) = 0.55 AREA-AVERAGED Ap = 0.44 EFFECTIVE STREAM AREA(ACRES) = 1.51 TOTAL STREAM AREA(ACRES) = 1.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.18 ** CONFLUENCE DATA ** ( 0.20) ( 0.20) ( 0.24) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS ( 0.22) ( 0.22) ( 0.22) PEAK FLOW RATE(CFS) = 8.64 Tc(MIN.) = 9.62 EFFECTIVE AREA(ACRES) = 2.98 AREA-AVERAGED Fm(INCH/HR) = 0.22 AREA-AVERAGED Fp(INCH/HR) = 0.56 AREA-AVERAGED Ap = 0.39 TOTAL AREA(ACRES) = 3.0 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = PIPE-FLOW(CFS) = 8.64 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 9.67 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** ( 0.22) ( 0.22) ( 0.22) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** ( 0.21) ( 0.21) ( 0.21) ( 0.21)

73 ( 0.21) ( 0.21) ( 0.21) ( 0.24) LONGEST FLOWPATH FROM NODE TO NODE = FEET ( 0.21) ( 0.21) ( 0.21) ( 0.21) ( 0.21) ( 0.22) ( 0.22) ( 0.22) ( 0.22) ( 0.22) ( 0.23) TOTAL AREA(ACRES) = 9.2 PEAK FLOW RATE(CFS) = Tc(MIN.) = EFFECTIVE AREA(ACRES) = 8.16 AREA-AVERAGED Fm(INCH/HR) = 0.21 AREA-AVERAGED Fp(INCH/HR) = 0.55 AREA-AVERAGED Ap = 0.39 TOTAL AREA(ACRES) = 9.2 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.02 ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 9.18 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.18 RAINFALL INTENSITY(INCH/HR) = 3.49 AREA-AVERAGED Fm(INCH/HR) = 0.21 AREA-AVERAGED Fp(INCH/HR) = 0.55 AREA-AVERAGED Ap = 0.39 EFFECTIVE STREAM AREA(ACRES) = 8.16 TOTAL STREAM AREA(ACRES) = 9.22 PEAK FLOW RATE(CFS) AT CONFLUENCE = FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): CONDOMINIUMS C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 1.61 TOTAL AREA(ACRES) = 0.37 PEAK FLOW RATE(CFS) = 1.61 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.12 PIPE-FLOW(CFS) = 1.61 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 5.04 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.04 RAINFALL INTENSITY(INCH/HR) = 5.00 AREA-AVERAGED Fm(INCH/HR) = 0.20 AREA-AVERAGED Fp(INCH/HR) = 0.57 AREA-AVERAGED Ap = 0.35 EFFECTIVE STREAM AREA(ACRES) = 0.37 TOTAL STREAM AREA(ACRES) =

74 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.61 ** CONFLUENCE DATA ** ( 0.21) ( 0.21) ( 0.21) ( 0.21) ( 0.21) ( 0.22) ( 0.22) ( 0.22) ( 0.22) ( 0.22) ( 0.23) ( 0.20) ( 0.21) ( 0.21) ( 0.21) ( 0.21) ( 0.21) ( 0.22) ( 0.22) ( 0.22) ( 0.23) END OF RATIONAL METHOD ANALYSIS RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS ( 0.21) ( 0.21) ( 0.21) ( 0.21) ( 0.21) ( 0.21) ( 0.21) ( 0.21) ( 0.22) ( 0.22) ( 0.22) ( 0.23) PEAK FLOW RATE(CFS) = Tc(MIN.) = 9.18 EFFECTIVE AREA(ACRES) = 8.53 AREA-AVERAGED Fm(INCH/HR) = 0.21 AREA-AVERAGED Fp(INCH/HR) = 0.55 AREA-AVERAGED Ap = 0.39 TOTAL AREA(ACRES) = 9.6 LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 9.6 TC(MIN.) = 9.18 EFFECTIVE AREA(ACRES) = 8.53 AREA-AVERAGED Fm(INCH/HR)= 0.21 AREA-AVERAGED Fp(INCH/HR) = 0.55 AREA-AVERAGED Ap = PEAK FLOW RATE(CFS) = ( 0.21) ( 0.21) ( 0.21)

75 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright Advanced Engineering Software (aes) Ver Release Date: 06/01/2014 License ID 1239 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * Hydrology Study for Founder's Project * * In the City of Chino Hills, San Bernardino County * * Proposed Condition, 100-year Storm * ************************************************************************** FILE NAME: 20049P.DAT TIME/DATE OF STUDY: 15:27 12/07/2016 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /0.018/ /0.020/ GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC III): CONDOMINIUMS C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 3.93 TOTAL AREA(ACRES) = 0.88 PEAK FLOW RATE(CFS) = 3.93 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.21 PIPE-FLOW(CFS) = 3.93 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 7.79 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = 7.79 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN CONDOMINIUMS C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = 0.26 SUBAREA RUNOFF(CFS) = 1.15 EFFECTIVE AREA(ACRES) = 1.14 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.27 AREA-AVERAGED Ap = 0.35 TOTAL AREA(ACRES) = 1.1 PEAK FLOW RATE(CFS) = 5.04 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 1

76 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.74 PIPE-FLOW(CFS) = 5.04 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 7.85 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = 7.85 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = 0.06 SUBAREA RUNOFF(CFS) = 0.27 EFFECTIVE AREA(ACRES) = 1.20 AREA-AVERAGED Fm(INCH/HR) = 0.09 AREA-AVERAGED Fp(INCH/HR) = 0.27 AREA-AVERAGED Ap = 0.34 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 5.28 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.38 PIPE-FLOW(CFS) = 5.28 PIPE TRAVEL TIME(MIN.) = 0.62 Tc(MIN.) = 8.46 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.46 RAINFALL INTENSITY(INCH/HR) = 4.76 AREA-AVERAGED Fm(INCH/HR) = 0.09 AREA-AVERAGED Fp(INCH/HR) = 0.27 AREA-AVERAGED Ap = 0.34 EFFECTIVE STREAM AREA(ACRES) = 1.20 TOTAL STREAM AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.28 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC III): CONDOMINIUMS C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 3.17 TOTAL AREA(ACRES) = 0.73 PEAK FLOW RATE(CFS) = 3.17 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.88 PIPE-FLOW(CFS) = 3.17 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 8.09 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.09 RAINFALL INTENSITY(INCH/HR) = 4.89 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.27 AREA-AVERAGED Ap =

77 EFFECTIVE STREAM AREA(ACRES) = 0.73 TOTAL STREAM AREA(ACRES) = 0.73 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.17 ** CONFLUENCE DATA ** ( 0.09) ( 0.10) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS ( 0.09) ( 0.09) PEAK FLOW RATE(CFS) = 8.37 Tc(MIN.) = 8.46 EFFECTIVE AREA(ACRES) = 1.93 AREA-AVERAGED Fm(INCH/HR) = 0.09 AREA-AVERAGED Fp(INCH/HR) = 0.27 AREA-AVERAGED Ap = 0.34 TOTAL AREA(ACRES) = 1.9 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = PIPE-FLOW(CFS) = 8.37 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 8.54 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC III): NATURAL FAIR COVER "OPEN BRUSH" C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.19 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 2.11 TOTAL AREA(ACRES) = 0.95 PEAK FLOW RATE(CFS) = 2.11 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.06 PIPE-FLOW(CFS) = 2.11 PIPE TRAVEL TIME(MIN.) = 0.55 Tc(MIN.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = RAINFALL INTENSITY(INCH/HR) = 2.62 AREA-AVERAGED Fm(INCH/HR) = 0.19 AREA-AVERAGED Fp(INCH/HR) = 0.19 AREA-AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 0.95 TOTAL STREAM AREA(ACRES) = 0.95 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.11 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) =

78 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC III): CONDOMINIUMS C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 2.22 TOTAL AREA(ACRES) = 0.53 PEAK FLOW RATE(CFS) = 2.22 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = PIPE-FLOW(CFS) = 2.22 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 8.53 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.53 RAINFALL INTENSITY(INCH/HR) = 4.74 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.27 AREA-AVERAGED Ap = 0.35 EFFECTIVE STREAM AREA(ACRES) = 0.53 TOTAL STREAM AREA(ACRES) = 0.53 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.22 ** CONFLUENCE DATA ** ( 0.19) ( 0.10) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS ( 0.13) ( 0.16) PEAK FLOW RATE(CFS) = 3.69 Tc(MIN.) = 8.53 EFFECTIVE AREA(ACRES) = 0.88 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.22 AREA-AVERAGED Ap = 0.61 TOTAL AREA(ACRES) = 1.5 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.23 PIPE-FLOW(CFS) = 3.69 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 8.67 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = 8.67 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN CONDOMINIUMS C NATURAL FAIR COVER "OPEN BRUSH" C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = 0.64 SUBAREA RUNOFF(CFS) = 2.64 EFFECTIVE AREA(ACRES) = 1.52 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.23 AREA-AVERAGED Ap = 0.53 TOTAL AREA(ACRES) = 2.1 PEAK FLOW RATE(CFS) = 6.27 FLOW PROCESS FROM NODE TO NODE IS CODE = 1 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.67 RAINFALL INTENSITY(INCH/HR) = 4.69 AREA-AVERAGED Fm(INCH/HR) =

79 AREA-AVERAGED Fp(INCH/HR) = 0.23 AREA-AVERAGED Ap = 0.53 EFFECTIVE STREAM AREA(ACRES) = 1.52 TOTAL STREAM AREA(ACRES) = 2.12 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.27 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC III): CONDOMINIUMS C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 2.35 TOTAL AREA(ACRES) = 0.58 PEAK FLOW RATE(CFS) = 2.35 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.71 PIPE-FLOW(CFS) = 2.35 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 8.99 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.99 RAINFALL INTENSITY(INCH/HR) = 4.59 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.27 AREA-AVERAGED Ap = 0.35 EFFECTIVE STREAM AREA(ACRES) = 0.58 TOTAL STREAM AREA(ACRES) = 0.58 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.35 ** CONFLUENCE DATA ** ( 0.12) ( 0.14) ( 0.10) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS ( 0.11) ( 0.11) ( 0.13) PEAK FLOW RATE(CFS) = 8.59 Tc(MIN.) = 8.67 EFFECTIVE AREA(ACRES) = 2.08 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.24 AREA-AVERAGED Ap = 0.48 TOTAL AREA(ACRES) = 2.7 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.33 PIPE-FLOW(CFS) = 8.59 PIPE TRAVEL TIME(MIN.) = 0.56 Tc(MIN.) = 9.22 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.22 RAINFALL INTENSITY(INCH/HR) = 4.52 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.24 AREA-AVERAGED Ap =

80 EFFECTIVE STREAM AREA(ACRES) = 2.08 TOTAL STREAM AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.59 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC III): CONDOMINIUMS C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 1.60 TOTAL AREA(ACRES) = 0.35 PEAK FLOW RATE(CFS) = 1.60 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.34 PIPE-FLOW(CFS) = 1.60 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 7.37 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.37 RAINFALL INTENSITY(INCH/HR) = 5.17 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.27 AREA-AVERAGED Ap = 0.35 EFFECTIVE STREAM AREA(ACRES) = 0.35 TOTAL STREAM AREA(ACRES) = 0.35 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.60 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC III): CONDOMINIUMS C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 3.36 TOTAL AREA(ACRES) = 0.83 PEAK FLOW RATE(CFS) = 3.36 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = PIPE-FLOW(CFS) = 3.36 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 8.99 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 8.99 RAINFALL INTENSITY(INCH/HR) = 4.59 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.27 AREA-AVERAGED Ap = 0.35 EFFECTIVE STREAM AREA(ACRES) = 0.83 TOTAL STREAM AREA(ACRES) = 0.83 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.36 ** CONFLUENCE DATA ** 6

81 ( 0.11) ( 0.11) ( 0.13) ( 0.10) ( 0.10) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS ( 0.11) ( 0.11) ( 0.11) ( 0.11) ( 0.12) PEAK FLOW RATE(CFS) = Tc(MIN.) = 9.22 EFFECTIVE AREA(ACRES) = 3.26 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 3.9 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.06 ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 9.39 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** ( 0.11) ( 0.11) ( 0.11) ( 0.11) ( 0.12) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** ( 0.09) ( 0.09) LONGEST FLOWPATH FROM NODE TO NODE = FEET ( 0.10) ( 0.10) ( 0.10) ( 0.10) ( 0.10) ( 0.10) ( 0.11) TOTAL AREA(ACRES) = 5.8 PEAK FLOW RATE(CFS) = Tc(MIN.) = EFFECTIVE AREA(ACRES) = 4.94 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.24 AREA-AVERAGED Ap = 0.46 TOTAL AREA(ACRES) = 5.8 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.97 ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 8.77 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.77 RAINFALL INTENSITY(INCH/HR) = 4.66 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.26 AREA-AVERAGED Ap = 0.40 EFFECTIVE STREAM AREA(ACRES) =

82 TOTAL STREAM AREA(ACRES) = 5.81 PEAK FLOW RATE(CFS) AT CONFLUENCE = FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC III): CONDOMINIUMS C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 1.62 TOTAL AREA(ACRES) = 0.37 PEAK FLOW RATE(CFS) = 1.62 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.91 PIPE-FLOW(CFS) = 1.62 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 7.94 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.94 RAINFALL INTENSITY(INCH/HR) = 4.95 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.27 AREA-AVERAGED Ap = 0.35 EFFECTIVE STREAM AREA(ACRES) = 0.37 TOTAL STREAM AREA(ACRES) = 0.37 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.62 ** CONFLUENCE DATA ** ( 0.10) ( 0.10) ( 0.10) ( 0.10) ( 0.10) ( 0.10) ( 0.11) ( 0.10) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS ( 0.10) ( 0.10) ( 0.10) ( 0.10) ( 0.10) ( 0.10) ( 0.10) ( 0.11) PEAK FLOW RATE(CFS) = Tc(MIN.) = 8.77 EFFECTIVE AREA(ACRES) = 5.31 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.26 AREA-AVERAGED Ap = 0.39 TOTAL AREA(ACRES) = 6.2 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 24.0 INCH PIPE IS 19.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.37 ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 8.83 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< 8

83 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC III): CONDOMINIUMS C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 2.59 TOTAL AREA(ACRES) = 0.63 PEAK FLOW RATE(CFS) = 2.59 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.20 PIPE-FLOW(CFS) = 2.59 PIPE TRAVEL TIME(MIN.) = 0.81 Tc(MIN.) = 9.55 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.55 RAINFALL INTENSITY(INCH/HR) = 4.43 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.27 AREA-AVERAGED Ap = 0.35 EFFECTIVE STREAM AREA(ACRES) = 0.63 TOTAL STREAM AREA(ACRES) = 0.63 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.59 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC III): CONDOMINIUMS C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 3.67 TOTAL AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) = 3.67 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = PIPE-FLOW(CFS) = 3.67 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 8.91 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.91 RAINFALL INTENSITY(INCH/HR) = 4.62 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.27 AREA-AVERAGED Ap = 0.35 EFFECTIVE STREAM AREA(ACRES) = 0.90 TOTAL STREAM AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.67 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 9

84 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC III): RESIDENTIAL "8-10 DWELLINGS/ACRE" C NATURAL FAIR COVER "WOODLAND,GRASS" C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.26 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 5.71 TOTAL AREA(ACRES) = 1.51 PEAK FLOW RATE(CFS) = 5.71 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = PIPE-FLOW(CFS) = 5.71 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = RAINFALL INTENSITY(INCH/HR) = 4.31 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.26 AREA-AVERAGED Ap = 0.44 EFFECTIVE STREAM AREA(ACRES) = 1.51 TOTAL STREAM AREA(ACRES) = 1.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.71 ** CONFLUENCE DATA ** ( 0.10) ( 0.10) ( 0.11) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS ( 0.10) ( 0.10) ( 0.10) PEAK FLOW RATE(CFS) = Tc(MIN.) = 9.55 EFFECTIVE AREA(ACRES) = 2.97 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.27 AREA-AVERAGED Ap = 0.39 TOTAL AREA(ACRES) = 3.0 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = PIPE-FLOW(CFS) = PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 9.59 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** ( 0.10) ( 0.10) ( 0.10) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** ( 0.10) ( 0.10) ( 0.10) ( 0.10)

85 ( 0.10) ( 0.10) ( 0.10) ( 0.11) LONGEST FLOWPATH FROM NODE TO NODE = FEET ( 0.10) ( 0.10) ( 0.10) ( 0.10) ( 0.10) ( 0.10) ( 0.10) ( 0.10) ( 0.10) ( 0.10) ( 0.11) TOTAL AREA(ACRES) = 9.2 PEAK FLOW RATE(CFS) = Tc(MIN.) = EFFECTIVE AREA(ACRES) = 8.19 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.26 AREA-AVERAGED Ap = 0.39 TOTAL AREA(ACRES) = 9.2 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.62 ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 9.16 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.16 RAINFALL INTENSITY(INCH/HR) = 4.54 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.26 AREA-AVERAGED Ap = 0.39 EFFECTIVE STREAM AREA(ACRES) = 8.19 TOTAL STREAM AREA(ACRES) = 9.22 PEAK FLOW RATE(CFS) AT CONFLUENCE = FLOW PROCESS FROM NODE TO NODE IS CODE = 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC III): CONDOMINIUMS C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 2.14 TOTAL AREA(ACRES) = 0.37 PEAK FLOW RATE(CFS) = 2.14 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.57 PIPE-FLOW(CFS) = 2.14 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 5.03 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.03 RAINFALL INTENSITY(INCH/HR) = 6.50 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.27 AREA-AVERAGED Ap = 0.35 EFFECTIVE STREAM AREA(ACRES) = 0.37 TOTAL STREAM AREA(ACRES) =

86 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.14 ** CONFLUENCE DATA ** ( 0.10) ( 0.10) ( 0.10) ( 0.10) ( 0.10) ( 0.10) ( 0.10) ( 0.10) ( 0.10) ( 0.10) ( 0.11) ( 0.10) ( 0.10) ( 0.10) ( 0.10) ( 0.10) ( 0.10) ( 0.10) ( 0.10) ( 0.10) ( 0.11) END OF RATIONAL METHOD ANALYSIS RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS ( 0.10) ( 0.10) ( 0.10) ( 0.10) ( 0.10) ( 0.10) ( 0.10) ( 0.10) ( 0.10) ( 0.10) ( 0.10) ( 0.11) PEAK FLOW RATE(CFS) = Tc(MIN.) = 9.16 EFFECTIVE AREA(ACRES) = 8.56 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.26 AREA-AVERAGED Ap = 0.39 TOTAL AREA(ACRES) = 9.6 LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 9.6 TC(MIN.) = 9.16 EFFECTIVE AREA(ACRES) = 8.56 AREA-AVERAGED Fm(INCH/HR)= 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.26 AREA-AVERAGED Ap = PEAK FLOW RATE(CFS) = ( 0.10) ( 0.10) ( 0.10)

87

88 SECTION 4 REFERENCES

89 AS-BUILT STORM DRAIN IMPROVEMENT PLAN FOR GRAND AVE (SHEETS 12 AND 13 OF 35A, DATED: 12/21/1987)

90

91

92 July 2016 HYDROLOGIC ANALYSIS For Tentative Tract City of Chino Hills County of San Bernardino HUNSAKER & ASSOCIATES IRVINE, INC.

93 HYDROLOGY ANALYSIS Tentative Tract City of Chino Hills County of San Bernardino County of Orange HUNSAKER & ASSOCIATES IRVINE, INC. July 2016