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HomeMy WebLinkAboutAppendix G - Preliminary Hydrology Analysis and Preliminary Water Quality Management Plan Appendix G Preliminary Hydrology Analysis and Preliminary Water Quality Management Plan PRELIMINARY HYDROLOGY ANALYSIS FOR BEGONIA VILLAGE AT ROUTE 66 City of Fontana County of San Bernardino, California August 4, 2021 Prepared for: BEGONIA REAL ESTATE DEVELOPMENT, INC. 300 Spectrum Way, Suite 400 Irvine, CA 92618 Prepared by: Hunsaker & Associate Irvine, Inc. 3 Hughes Irvine, CA 92618 (949)583-1010 PRELIMINARY HYDROLOGY ANALYSIS For BEGONIA VILLAGE AT ROUTE 66 City of Fontana County of San Bernardino, California Prepared Date: 08/04/21 PREPARED UNDER THE SUPERVISION OF: 08/04/2021 Matthew David Mohler, R.C.E. 84160, Exp. 09/30/21 Date: TABLE OF CONTENTS SECTION TITLE 1 INTRODUCTION &DISCUSSION A. PROJECT LOCATION B. STUDY PURPOSE C. METHODOLOGY D. DISCUSSION Existing Condition Proposed Condition E. CONCLUSION F. HYDROLOGIC DATA 2 EXISTING CONDITION HYDROLOGY CALCULATIONS 3 PROPOSED CONDITION HYDROLOGY CALCULATIONS 4 10-YEAR STORM UNIT HYDROGRAPH CALCULATIONS 5 PRELIMINARY DESIGN FOR UNDERGROUND DETENTION FACILITY (PROVIDED BY STORMTRAP) IN COMBINATION WITH WATER QUALITY INFILTRATION BMP SECTION 1 INTRODUCTION A. PROJECT LOCATION The proposed project, Begonia Village at Route 66, is currently a vacant land in the City of Fontana. The site has a total area of approximately 10.1 acres. The site is bound to the north by existing residential; to the east by Tokay Avenue; to the south by Foothill Boulevard; and to the west by vacant land; see Vicinity Map for details. B. STUDY PURPOSE The purpose of this study is to provide a hydrology analysis for the flow rates produced from existing and proposed site for comparison purposes. It also serves as the basis for analyzing and designing proposed and required storm drain drainage facilities. The study also demonstrates the mitigation measures (underground detention) to reduce the increased storm runoffs due to the project development to the existing levels. In addition, water quality treatment measures will be proposed to ensure the developed flows to be treated prior to releasing to downstream watercourses. C. METHODOLOGY The hydrology was prepared using the 1986 version of the San Bernardino County Hydrology Manual, and subsequent updates, as incorporated in the Advanced Engineering Software (AES) “RATSC”, “FLOODSC”, and “CH1” program. The classification soil in the project site is Type “B”, based in the Hydrologic Classifications of Soils maps contained in the San Bernardino County Hydrology Manual (Figure C-15) included herein for reference;hydrologic soils ratings are based on a scale of A through D, where A is the most pervious, providing the least runoff. The precipitation data was from the latest NOAA atlas rainfall per City requirements. The rational method was used to calculate the 2-year, 10-year and 100-year storm frequency peak flow rates for a 1- hour storm event.Synthetic Unit Hydrograph Method was used to calculate the storm runoff volumes. The Rational Method Calibration Coefficient was used to adjust the peak flow rates to match the peak flow rates generated by the Rational Method. D. DISCUSSION Existing Condition: Currently, the project site is comprised of vacant and undeveloped land with 100% of the surface area is presently pervious. There are no existing storm drain systems in the vicinity of the project site. The site surface flows in a northeast to southwest direction and conveyed via Foothill Blvd street flows. The surface flows continue along Foothill Blvd in a east to west direction. Detailed hydrology calculations and hydrology maps can be found in Section 2. Proposed Condition: Begonia Real Estate Development, Inc is proposing to construct multi-family residential units in the project site. The proposed development consisting of 13 buildings and one wrap building total approximately 423 units. The project site pervious percentage has reduced from 100% (under existing condition) to approximate 20% (under proposed condition), resulting in the storm runoff volume and peak flow rate increases due to the project developments. In addition to on-site drainage improvements, the proposed project will include the underground storage units for water quality treatment facilities and 10-year storm mitigation and the proposed underground volume will be infiltrated into the ground. There is only one area in the proposed condition. The storm runoffs from the project site were conveyed by the proposed on-site storm drain systems and discharge into the proposed underground facilities for water quality treatments. The water quality treatment facilities are sized for the water quality volume only. When the water quality treatment facilities reach the capacity, the storm runoffs discharge into the underground mitigation facilities where are sized to the 10-year storm volume differences between the existing and proposed conditions. The overflows in excess of the designed underground mitigation facilities will continue via surface flows or parkway culverts by the proposed on-site streets and discharge into Foothill Blvd; similar to existing condition. The hydrology summary with the comparison with existing conditions is illustrated in Table 1. Detailed hydrology calculation and hydrology map for the proposed condition can be found in Section 3. Unit Hydrograph Analysis As shown from Table 1, the flow rates for proposed condition are all more than the existing condition due to the project developments. The overall flow increase is 7.2 cfs for 2-year storm, 7.9 cfs for 10-year storm and 11.4 cfs for 100-year storm. The site improvement will direct project flows to the proposed storm drain inlets and storm drain pipe systems. The storm drain systems are designed for 10-year storm only. The storm drain systems are discharging into the proposed underground facilities for water quality treatments and mitigation. The mitigation facilities were designed to mitigate the flow runoff volume increases for the 10-year storm due to the project development. The provided underground vault (provided by Stormtrap) is approximately 39,207 ft3 for water quality and 800 ft3 for the 10-year storm mitigation. The overflows from the underground vault will be conveyed with the proposed streets and discharging into Foothill Blvd. Table 1 summarized the unit hydrograph calculations for the existing and proposed condition 10-year storm and detailed calculations can be found in Section 4. The preliminary design for the underground facility (provided by Stormtrap) in combination with the water quality infiltration facility can be found in Section 5. Water Quality: A complete Water Quality Report is present under a separate cover. E. CONCLUSION Begonia Real Estate Development, Inc is proposing to construct multi-family residential units in the project site which is resulting in the storm runoff volume and peak flow rate increases due to the project developments. In order to meet the requirements for Hydrological Conditions of Concern (HCOC) and Low Impacts Developments (LID), the project provides the underground mitigation facilities to infiltrate the 10-year volume differences between the existing and proposed conditions. In addition, water quality treatment measures are proposed to ensure the project water quality flows to be treated prior to releasing to downstream water courses. ^_ Ri C lt t I Vicinity Map Figure 1 ± Basemap Source: ESRI Data, 2004, and USGS/CDFG, 2002. ^_Los Angeles PacificOcean AngelesNationalForest Joshua TreeNationalPark MojaveNationalPreserve £¤101 |ÿ60 |ÿ99 |ÿ58|ÿ14 §¨¦805 §¨¦605§¨¦405 §¨¦210 §¨¦215 §¨¦8 §¨¦5 §¨¦15 §¨¦10 §¨¦40 Edwards AirForce Base Fort Irwin Anaheim Barstow CathedralCityCorona Indio Lancaster Murrieta Oceanside Palmdale Riverside Santa Ana Santa Clarita Simi ValleyThousand Oaks TwentyninePalms Victorville0 2,0001,000 Scale in Feet SubjectProperty ± Imagery provided by National Geographic Society, Esri andits licensors © 2020. The topographic representation depictedin this map may not portray all of the features currently found inthe vicinity today and/or features depicted in this map may havechanged since the original topographic map was assembled. F. HYDROLOGIC DATA PROJECT SITESOIL "B" NOAA Atlas 14, Volume 6, Version 2 Location name: Fontana, California, USA* Latitude: 34.1066°, Longitude: -117.4575° Elevation: 1294.93 ft*** source: ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Sarah Dietz, Sarah Heim, Lillian Hiner, Kazungu Maitaria, Deborah Martin, SandraPavlovic, Ishani Roy, Carl Trypaluk, Dale Unruh, Fenglin Yan, Michael Yekta, Tan Zhao, GeoffreyBonnin, Daniel Brewer, Li-Chuan Chen, Tye Parzybok, John Yarchoan NOAA, National Weather Service, Silver Spring, Maryland PF_tabular | PF_graphical | Maps_&_aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Duration Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 5-min 0.119(0.099‑0.144)0.156(0.130‑0.189)0.206(0.171‑0.251)0.249(0.205‑0.306)0.308(0.245‑0.392)0.356(0.277‑0.462)0.406(0.307‑0.540)0.459(0.338‑0.629)0.535(0.377‑0.765)0.596(0.406‑0.884) 10-min 0.170(0.142‑0.206)0.224(0.186‑0.272)0.296(0.245‑0.360)0.357(0.293‑0.438)0.442(0.351‑0.562)0.510(0.396‑0.662)0.581(0.441‑0.775)0.658(0.485‑0.902)0.766(0.541‑1.10)0.855(0.582‑1.27) 15-min 0.206(0.171‑0.249)0.270(0.225‑0.328)0.358(0.297‑0.436)0.431(0.355‑0.530)0.534(0.425‑0.679)0.617(0.479‑0.801)0.703(0.533‑0.937)0.796(0.586‑1.09)0.927(0.654‑1.33)1.03(0.704‑1.53) 30-min 0.307(0.256‑0.373)0.404(0.336‑0.491)0.535(0.444‑0.651)0.645(0.530‑0.792)0.799(0.635‑1.01)0.922(0.717‑1.20)1.05(0.797‑1.40)1.19(0.876‑1.63)1.39(0.977‑1.98)1.55(1.05‑2.29) 60-min 0.458(0.381‑0.556)0.602(0.501‑0.732)0.797(0.661‑0.970)0.960(0.790‑1.18)1.19(0.946‑1.51)1.37(1.07‑1.78)1.57(1.19‑2.09)1.77(1.31‑2.43)2.06(1.46‑2.95)2.30(1.57‑3.42) 2-hr 0.697(0.581‑0.846)0.907(0.754‑1.10)1.18(0.981‑1.44)1.41(1.16‑1.73)1.72(1.37‑2.19)1.97(1.53‑2.55)2.22(1.68‑2.95)2.48(1.83‑3.40)2.85(2.01‑4.07)3.14(2.14‑4.65) 3-hr 0.895(0.745‑1.09)1.16(0.963‑1.41)1.50(1.25‑1.83)1.78(1.47‑2.19)2.16(1.72‑2.75)2.46(1.91‑3.19)2.76(2.09‑3.67)3.07(2.26‑4.21)3.49(2.47‑5.00)3.83(2.61‑5.68) 6-hr 1.31(1.09‑1.59)1.69(1.41‑2.05)2.18(1.81‑2.66)2.58(2.12‑3.16)3.10(2.46‑3.94)3.50(2.72‑4.55)3.90(2.96‑5.20)4.31(3.17‑5.91)4.86(3.43‑6.95)5.28(3.60‑7.84) 12-hr 1.76(1.47‑2.14)2.29(1.91‑2.78)2.96(2.45‑3.60)3.49(2.87‑4.28)4.18(3.32‑5.31)4.69(3.65‑6.09)5.20(3.94‑6.93)5.71(4.21‑7.83)6.38(4.50‑9.14)6.89(4.70‑10.2) 24-hr 2.40(2.12‑2.77)3.16(2.80‑3.65)4.12(3.63‑4.76)4.86(4.25‑5.67)5.83(4.94‑7.03)6.55(5.43‑8.05)7.25(5.87‑9.13)7.94(6.26‑10.3)8.85(6.70‑11.9)9.53(6.97‑13.3) 2-day 2.92(2.59‑3.37)3.94(3.48‑4.54)5.23(4.61‑6.05)6.25(5.47‑7.29)7.60(6.44‑9.16)8.61(7.14‑10.6)9.62(7.79‑12.1)10.6(8.37‑13.8)12.0(9.05‑16.1)13.0(9.50‑18.1) 3-day 3.14(2.78‑3.62)4.31(3.81‑4.97)5.80(5.12‑6.72)7.01(6.14‑8.18)8.64(7.32‑10.4)9.88(8.19‑12.1)11.1(9.01‑14.0)12.4(9.77‑16.1)14.1(10.7‑19.0)15.4(11.3‑21.6) 4-day 3.37(2.99‑3.89)4.67(4.13‑5.39)6.36(5.61‑7.36)7.74(6.77‑9.02)9.60(8.13‑11.6)11.0(9.16‑13.6)12.5(10.1‑15.7)14.0(11.0‑18.1)16.0(12.1‑21.6)17.6(12.9‑24.6) 7-day 3.84(3.40‑4.42)5.40(4.78‑6.24)7.46(6.58‑8.63)9.14(8.00‑10.7)11.4(9.70‑13.8)13.2(11.0‑16.3)15.1(12.2‑19.0)17.0(13.4‑22.0)19.6(14.8‑26.5)21.7(15.9‑30.2) 10-day 4.16(3.68‑4.79)5.90(5.22‑6.81)8.21(7.24‑9.50)10.1(8.85‑11.8)12.7(10.8‑15.3)14.8(12.3‑18.2)16.9(13.7‑21.3)19.1(15.1‑24.8)22.2(16.8‑29.9)24.6(18.0‑34.3) 20-day 4.94(4.37‑5.69)7.10(6.28‑8.19)10.00(8.82‑11.6)12.4(10.9‑14.5)15.8(13.4‑19.1)18.5(15.4‑22.8)21.4(17.3‑26.9)24.4(19.2‑31.6)28.6(21.6‑38.6)32.0(23.4‑44.7) 30-day 5.80(5.14‑6.69)8.33(7.36‑9.61)11.8(10.4‑13.6)14.7(12.8‑17.1)18.8(15.9‑22.7)22.1(18.4‑27.2)25.6(20.8‑32.3)29.4(23.2‑38.1)34.8(26.3‑46.9)39.2(28.6‑54.7) 45-day 6.92(6.13‑7.97)9.81(8.68‑11.3)13.8(12.2‑16.0)17.2(15.1‑20.1)22.1(18.8‑26.7)26.1(21.7‑32.2)30.4(24.6‑38.3)35.1(27.7‑45.4)41.8(31.6‑56.4)47.4(34.7‑66.1) 60-day 8.12(7.19‑9.36)11.3(10.0‑13.1)15.8(14.0‑18.3)19.7(17.3‑23.0)25.4(21.5‑30.6)30.0(24.9‑36.9)35.0(28.4‑44.1)40.5(31.9‑52.4)48.5(36.7‑65.4)55.2(40.4‑77.1) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for agiven duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are notchecked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical Back to Top Maps & aerials Small scale terrain Large scale terrain Large scale map Large scale aerial + – 3km 2mi + – 100km 60mi + – 100km 60mi Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.Questions@noaa.gov Disclaimer + – 100km 60mi SECTION 2 EXISTING CONDITION HYDROLOGY CALCULATIONS A. 2-YEAR STORM 1 B. 10-YEAR STORM 1 C. 100-YEAR STORM 1 SECTION 3 PROPOSED CONDITION HYDROLOGY CALCULATIONS A. 2-YEAR STORM 1 2 3 4 5 6 7 B. 10-YEAR STORM 1 2 3 4 5 6 7 C. 100-YEAR STORM 1 2 3 4 5 6 7 SECTION 4 10-YEAR STORM UNIT HYDROGRAPH CALCULATIONS Page 1 of 4 10-Year Ex. Condition Unit Hydrograph Begonia Village at Route 66 - Fontana UNIT HYDROGRAPH CALCULATIONS BEGONIA VILLAGE AT ROUTE 66 IN CITY OF FONTANA EXISTING CONDITION 10-YEAR STORM Soil Loss and Low Loss Fraction Calculation 10-YEAR STORM ============================================================================ *** NON-HOMOGENEOUS WATERSHED AREA-AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC II: TOTAL 24-HOUR DURATION RAINFALL DEPTH = 4.86 (inches) SOIL-COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr.) YIELD 1 10.10 100.00 86. 0.272 0.687 TOTAL AREA (Acres) = 10.10 _ AREA-AVERAGED LOSS RATE, Fm (in./hr.) = 0.272 _ AREA-AVERAGED LOW LOSS FRACTION, Y = 0.313 ============================================================================ Page 2 of 4 10-Year Ex. Condition Unit Hydrograph Begonia Village at Route 66 - Fontana UNIT HYDROGRAPH DEVELOPMENT ---------------------------------------------------------------------------- RATIONAL METHOD CALIBRATION COEFFICIENT = 1.12 TOTAL CATCHMENT AREA(ACRES) = 10.10 SOIL-LOSS RATE, Fm,(INCH/HR) = 0.272 LOW LOSS FRACTION = 0.313 TIME OF CONCENTRATION(MIN.) = 18.67 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 10 5-MINUTE POINT RAINFALL VALUE(INCHES) = 0.25 30-MINUTE POINT RAINFALL VALUE(INCHES) = 0.64 1-HOUR POINT RAINFALL VALUE(INCHES) = 0.96 3-HOUR POINT RAINFALL VALUE(INCHES) = 1.78 6-HOUR POINT RAINFALL VALUE(INCHES) = 2.58 24-HOUR POINT RAINFALL VALUE(INCHES) = 4.86 ---------------------------------------------------------------------------- TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) = 3.19 TOTAL CATCHMENT SOIL-LOSS VOLUME(ACRE-FEET) = 0.90 **************************************************************************** TIME VOLUME Q 0. 5.0 10.0 15.0 20.0 (HOURS) (AF) (CFS) ---------------------------------------------------------------------------- 0.13 0.0039 0.72 .Q . . . . 0.44 0.0224 0.72 .Q . . . . 0.75 0.0410 0.73 .Q . . . . 1.06 0.0599 0.74 .Q . . . . 1.38 0.0790 0.75 .Q . . . . 1.69 0.0983 0.75 .Q . . . . 2.00 0.1178 0.77 .Q . . . . 2.31 0.1376 0.77 .Q . . . . 2.62 0.1576 0.78 .Q . . . . 2.93 0.1778 0.79 .Q . . . . 3.24 0.1984 0.80 .Q . . . . 3.55 0.2191 0.81 .Q . . . . 3.86 0.2402 0.83 .Q . . . . 4.18 0.2615 0.83 .Q . . . . 4.49 0.2832 0.85 .Q . . . . 4.80 0.3051 0.86 .Q . . . . 5.11 0.3274 0.88 .Q . . . . 5.42 0.3501 0.88 .Q . . . . 5.73 0.3730 0.90 .Q . . . . 6.04 0.3964 0.91 .Q . . . . 6.35 0.4201 0.93 .Q . . . . 6.66 0.4443 0.94 .Q . . . . 6.98 0.4689 0.97 .Q . . . . 7.29 0.4939 0.98 .Q . . . . 7.60 0.5194 1.00 . Q . . . . 7.91 0.5454 1.02 . Q . . . . 8.22 0.5720 1.05 . Q . . . . 8.53 0.5991 1.06 . Q . . . . Page 3 of 4 10-Year Ex. Condition Unit Hydrograph Begonia Village at Route 66 - Fontana 8.84 0.6268 1.09 . Q . . . . 9.15 0.6552 1.11 . Q . . . . 9.47 0.6842 1.15 . Q . . . . 9.78 0.7140 1.17 . Q . . . . 10.09 0.7445 1.21 . Q . . . . 10.40 0.7759 1.23 . Q . . . . 10.71 0.8083 1.28 . Q . . . . 11.02 0.8416 1.31 . Q . . . . 11.33 0.8760 1.37 . Q . . . . 11.64 0.9116 1.40 . Q . . . . 11.95 0.9486 1.47 . Q . . . . 12.27 0.9880 1.59 . Q . . . . 12.58 1.0324 1.87 . Q . . . . 12.89 1.0812 1.92 . Q . . . . 13.20 1.1321 2.04 . Q . . . . 13.51 1.1854 2.11 . Q . . . . 13.82 1.2417 2.27 . Q . . . . 14.13 1.3014 2.37 . Q . . . . 14.44 1.3670 2.73 . Q . . . . 14.76 1.4393 2.89 . Q . . . . 15.07 1.5190 3.31 . Q . . . . 15.38 1.6081 3.62 . Q . . . . 15.69 1.7160 4.78 . Q. . . . 16.00 1.8511 5.73 . .Q . . . 16.31 2.1193 15.12 . . . Q . 16.62 2.3659 4.06 . Q . . . . 16.93 2.4576 3.08 . Q . . . . 17.24 2.5301 2.56 . Q . . . . 17.56 2.5911 2.19 . Q . . . . 17.87 2.6447 1.98 . Q . . . . 18.18 2.6935 1.82 . Q . . . . 18.49 2.7354 1.44 . Q . . . . 18.80 2.7711 1.34 . Q . . . . 19.11 2.8044 1.26 . Q . . . . 19.42 2.8358 1.19 . Q . . . . 19.73 2.8656 1.13 . Q . . . . 20.05 2.8940 1.08 . Q . . . . 20.36 2.9211 1.03 . Q . . . . 20.67 2.9472 0.99 .Q . . . . 20.98 2.9722 0.96 .Q . . . . 21.29 2.9964 0.92 .Q . . . . 21.60 3.0197 0.89 .Q . . . . 21.91 3.0424 0.87 .Q . . . . 22.22 3.0643 0.84 .Q . . . . 22.53 3.0857 0.82 .Q . . . . 22.85 3.1065 0.80 .Q . . . . 23.16 3.1267 0.78 .Q . . . . 23.47 3.1465 0.76 .Q . . . . 23.78 3.1658 0.74 .Q . . . . 24.09 3.1847 0.73 .Q . . . . 24.40 3.1940 0.00 Q . . . . ---------------------------------------------------------------------------- -------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Page 4 of 4 10-Year Ex. Condition Unit Hydrograph Begonia Village at Route 66 - Fontana Percentile of Estimated Duration Peak Flow Rate (minutes) ======================= ========= 0% 1456.3 10% 373.4 20% 130.7 30% 56.0 40% 18.7 50% 18.7 60% 18.7 70% 18.7 80% 18.7 90% 18.7 Page 1 of 6 10-Year Proposed Condition Unit Hydrograph Begonia Village at Route 66 - Fontana UNIT HYDROGRAPH CALCULATIONS BEGONIA VILLAGE AT ROUTE 66 IN CITY OF FONTANA PROPOSED CONDITION 10-YEAR STORM Soil Loss and Low Loss Fraction Calculation 10-YEAR STORM ============================================================================ *** NON-HOMOGENEOUS WATERSHED AREA-AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC II: TOTAL 24-HOUR DURATION RAINFALL DEPTH = 4.86 (inches) SOIL-COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr.) YIELD 1 10.10 20.00 56. 0.748 0.801 TOTAL AREA (Acres) = 10.10 _ AREA-AVERAGED LOSS RATE, Fm (in./hr.) = 0.150 _ AREA-AVERAGED LOW LOSS FRACTION, Y = 0.199 ============================================================================ Page 2 of 6 10-Year Proposed Condition Unit Hydrograph Begonia Village at Route 66 - Fontana UNIT HYDROGRAPH DEVELOPMENT ---------------------------------------------------------------------------- RATIONAL METHOD CALIBRATION COEFFICIENT = 0.98 TOTAL CATCHMENT AREA(ACRES) = 10.10 SOIL-LOSS RATE, Fm,(INCH/HR) = 0.150 LOW LOSS FRACTION = 0.199 TIME OF CONCENTRATION(MIN.) = 7.39 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 10 5-MINUTE POINT RAINFALL VALUE(INCHES) = 0.25 30-MINUTE POINT RAINFALL VALUE(INCHES) = 0.64 1-HOUR POINT RAINFALL VALUE(INCHES) = 0.96 3-HOUR POINT RAINFALL VALUE(INCHES) = 1.78 6-HOUR POINT RAINFALL VALUE(INCHES) = 2.58 24-HOUR POINT RAINFALL VALUE(INCHES) = 4.86 ---------------------------------------------------------------------------- TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) = 3.21 TOTAL CATCHMENT SOIL-LOSS VOLUME(ACRE-FEET) = 0.88 **************************************************************************** TIME VOLUME Q 0. 7.5 15.0 22.5 30.0 (HOURS) (AF) (CFS) ---------------------------------------------------------------------------- 0.11 0.0034 0.73 Q . . . . 0.23 0.0108 0.73 Q . . . . 0.36 0.0183 0.74 Q . . . . 0.48 0.0258 0.74 Q . . . . 0.60 0.0333 0.74 Q . . . . 0.73 0.0409 0.75 Q . . . . 0.85 0.0485 0.75 Q . . . . 0.97 0.0562 0.75 .Q . . . . 1.10 0.0638 0.76 .Q . . . . 1.22 0.0715 0.76 .Q . . . . 1.34 0.0793 0.76 .Q . . . . 1.47 0.0871 0.77 .Q . . . . 1.59 0.0949 0.77 .Q . . . . 1.71 0.1027 0.77 .Q . . . . 1.84 0.1106 0.78 .Q . . . . 1.96 0.1185 0.78 .Q . . . . 2.08 0.1265 0.78 .Q . . . . 2.21 0.1345 0.79 .Q . . . . 2.33 0.1425 0.79 .Q . . . . 2.45 0.1506 0.79 .Q . . . . 2.57 0.1587 0.80 .Q . . . . 2.70 0.1669 0.80 .Q . . . . 2.82 0.1751 0.81 .Q . . . . 2.94 0.1833 0.81 .Q . . . . 3.07 0.1916 0.82 .Q . . . . 3.19 0.1999 0.82 .Q . . . . 3.31 0.2083 0.82 .Q . . . . 3.44 0.2167 0.83 .Q . . . . Page 3 of 6 10-Year Proposed Condition Unit Hydrograph Begonia Village at Route 66 - Fontana 3.56 0.2251 0.83 .Q . . . . 3.68 0.2336 0.84 .Q . . . . 3.81 0.2422 0.84 .Q . . . . 3.93 0.2508 0.85 .Q . . . . 4.05 0.2594 0.85 .Q . . . . 4.18 0.2681 0.86 .Q . . . . 4.30 0.2768 0.86 .Q . . . . 4.42 0.2856 0.86 .Q . . . . 4.55 0.2945 0.87 .Q . . . . 4.67 0.3034 0.87 .Q . . . . 4.79 0.3123 0.88 .Q . . . . 4.92 0.3213 0.89 .Q . . . . 5.04 0.3303 0.89 .Q . . . . 5.16 0.3394 0.90 .Q . . . . 5.28 0.3486 0.90 .Q . . . . 5.41 0.3578 0.91 .Q . . . . 5.53 0.3671 0.91 .Q . . . . 5.65 0.3764 0.92 .Q . . . . 5.78 0.3858 0.93 .Q . . . . 5.90 0.3953 0.93 .Q . . . . 6.02 0.4048 0.94 .Q . . . . 6.15 0.4144 0.94 .Q . . . . 6.27 0.4240 0.95 .Q . . . . 6.39 0.4337 0.96 .Q . . . . 6.52 0.4435 0.96 .Q . . . . 6.64 0.4533 0.97 .Q . . . . 6.76 0.4632 0.98 .Q . . . . 6.89 0.4732 0.98 .Q . . . . 7.01 0.4833 0.99 .Q . . . . 7.13 0.4934 1.00 .Q . . . . 7.26 0.5036 1.01 .Q . . . . 7.38 0.5139 1.01 .Q . . . . 7.50 0.5243 1.02 .Q . . . . 7.62 0.5347 1.03 .Q . . . . 7.75 0.5453 1.04 .Q . . . . 7.87 0.5559 1.05 .Q . . . . 7.99 0.5666 1.06 .Q . . . . 8.12 0.5774 1.06 .Q . . . . 8.24 0.5882 1.07 .Q . . . . 8.36 0.5992 1.08 .Q . . . . 8.49 0.6103 1.09 .Q . . . . 8.61 0.6214 1.10 .Q . . . . 8.73 0.6327 1.11 .Q . . . . 8.86 0.6441 1.12 .Q . . . . 8.98 0.6555 1.13 .Q . . . . 9.10 0.6671 1.14 .Q . . . . 9.23 0.6788 1.16 .Q . . . . 9.35 0.6906 1.16 .Q . . . . 9.47 0.7026 1.18 .Q . . . . 9.60 0.7146 1.19 .Q . . . . 9.72 0.7268 1.20 .Q . . . . 9.84 0.7391 1.21 .Q . . . . 9.96 0.7515 1.23 .Q . . . . 10.09 0.7641 1.24 .Q . . . . 10.21 0.7768 1.26 .Q . . . . 10.33 0.7896 1.27 .Q . . . . Page 4 of 6 10-Year Proposed Condition Unit Hydrograph Begonia Village at Route 66 - Fontana 10.46 0.8026 1.29 .Q . . . . 10.58 0.8158 1.30 .Q . . . . 10.70 0.8291 1.32 .Q . . . . 10.83 0.8426 1.33 .Q . . . . 10.95 0.8563 1.35 .Q . . . . 11.07 0.8701 1.37 .Q . . . . 11.20 0.8841 1.39 .Q . . . . 11.32 0.8983 1.40 .Q . . . . 11.44 0.9127 1.43 .Q . . . . 11.57 0.9274 1.44 .Q . . . . 11.69 0.9422 1.47 .Q . . . . 11.81 0.9573 1.49 .Q . . . . 11.94 0.9726 1.52 . Q . . . . 12.06 0.9881 1.54 . Q . . . . 12.18 1.0053 1.84 . Q . . . . 12.30 1.0241 1.86 . Q . . . . 12.43 1.0432 1.89 . Q . . . . 12.55 1.0626 1.91 . Q . . . . 12.67 1.0823 1.96 . Q . . . . 12.80 1.1023 1.98 . Q . . . . 12.92 1.1227 2.03 . Q . . . . 13.04 1.1434 2.05 . Q . . . . 13.17 1.1646 2.10 . Q . . . . 13.29 1.1861 2.13 . Q . . . . 13.41 1.2081 2.19 . Q . . . . 13.54 1.2306 2.22 . Q . . . . 13.66 1.2536 2.29 . Q . . . . 13.78 1.2771 2.33 . Q . . . . 13.91 1.3013 2.41 . Q . . . . 14.03 1.3260 2.45 . Q . . . . 14.15 1.3521 2.67 . Q . . . . 14.28 1.3796 2.72 . Q . . . . 14.40 1.4079 2.84 . Q . . . . 14.52 1.4371 2.90 . Q . . . . 14.65 1.4673 3.04 . Q . . . . 14.77 1.4986 3.12 . Q . . . . 14.89 1.5313 3.30 . Q . . . . 15.01 1.5655 3.41 . Q . . . . 15.14 1.6014 3.65 . Q . . . . 15.26 1.6394 3.80 . Q . . . . 15.38 1.6801 4.19 . Q . . . . 15.51 1.7247 4.58 . Q . . . . 15.63 1.7745 5.21 . Q . . . . 15.75 1.8297 5.63 . Q . . . . 15.88 1.8934 6.89 . Q. . . . 16.00 1.9757 9.28 . . Q . . . 16.12 2.1403 23.06 . . . Q . 16.25 2.2867 5.70 . Q . . . . 16.37 2.3404 4.86 . Q . . . . 16.49 2.3854 3.97 . Q . . . . 16.62 2.4235 3.52 . Q . . . . 16.74 2.4578 3.21 . Q . . . . 16.86 2.4892 2.97 . Q . . . . 16.99 2.5185 2.78 . Q . . . . 17.11 2.5455 2.54 . Q . . . . 17.23 2.5705 2.37 . Q . . . . Page 5 of 6 10-Year Proposed Condition Unit Hydrograph Begonia Village at Route 66 - Fontana 17.35 2.5941 2.26 . Q . . . . 17.48 2.6166 2.16 . Q . . . . 17.60 2.6382 2.08 . Q . . . . 17.72 2.6589 2.00 . Q . . . . 17.85 2.6790 1.94 . Q . . . . 17.97 2.6983 1.87 . Q . . . . 18.09 2.7168 1.74 . Q . . . . 18.22 2.7333 1.50 . Q . . . . 18.34 2.7484 1.46 .Q . . . . 18.46 2.7630 1.42 .Q . . . . 18.59 2.7772 1.38 .Q . . . . 18.71 2.7910 1.34 .Q . . . . 18.83 2.8045 1.31 .Q . . . . 18.96 2.8177 1.28 .Q . . . . 19.08 2.8305 1.25 .Q . . . . 19.20 2.8431 1.22 .Q . . . . 19.33 2.8554 1.20 .Q . . . . 19.45 2.8675 1.17 .Q . . . . 19.57 2.8793 1.15 .Q . . . . 19.69 2.8908 1.13 .Q . . . . 19.82 2.9022 1.11 .Q . . . . 19.94 2.9134 1.09 .Q . . . . 20.06 2.9244 1.07 .Q . . . . 20.19 2.9351 1.05 .Q . . . . 20.31 2.9458 1.03 .Q . . . . 20.43 2.9562 1.02 .Q . . . . 20.56 2.9665 1.00 .Q . . . . 20.68 2.9766 0.99 .Q . . . . 20.80 2.9866 0.97 .Q . . . . 20.93 2.9965 0.96 .Q . . . . 21.05 3.0062 0.95 .Q . . . . 21.17 3.0157 0.93 .Q . . . . 21.30 3.0252 0.92 .Q . . . . 21.42 3.0345 0.91 .Q . . . . 21.54 3.0437 0.90 .Q . . . . 21.67 3.0529 0.89 .Q . . . . 21.79 3.0618 0.88 .Q . . . . 21.91 3.0707 0.87 .Q . . . . 22.04 3.0795 0.86 .Q . . . . 22.16 3.0882 0.85 .Q . . . . 22.28 3.0968 0.84 .Q . . . . 22.40 3.1053 0.83 .Q . . . . 22.53 3.1137 0.82 .Q . . . . 22.65 3.1220 0.81 .Q . . . . 22.77 3.1303 0.81 .Q . . . . 22.90 3.1384 0.80 .Q . . . . 23.02 3.1465 0.79 .Q . . . . 23.14 3.1545 0.78 .Q . . . . 23.27 3.1624 0.77 .Q . . . . 23.39 3.1703 0.77 .Q . . . . 23.51 3.1781 0.76 .Q . . . . 23.64 3.1858 0.75 .Q . . . . 23.76 3.1934 0.75 Q . . . . 23.88 3.2010 0.74 Q . . . . 24.01 3.2085 0.73 Q . . . . 24.13 3.2122 0.00 Q . . . . Page 6 of 6 10-Year Proposed Condition Unit Hydrograph Begonia Village at Route 66 - Fontana ---------------------------------------------------------------------------- -------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Duration Peak Flow Rate (minutes) ======================= ========= 0% 1441.0 10% 214.3 20% 51.7 30% 14.8 40% 14.8 50% 7.4 60% 7.4 70% 7.4 80% 7.4 90% 7.4 SECTION 5 PRELIMINARY DESIGN FOR UNDERGROUND DETENTION FACILITY (PROVIDED BY STORMTRAP) IN COMBINATION WITH WATER QUALITY INFILTRATION BMP PRELIMINARY WATER QUALITY MANAGEMENT PLAN “BEGONIA VILLAGE AT ROUTE 66” Prepared for: BEGONIA REAL ESTATE DEVEOPMENT, INC 300 Spectrum Way, Suite 400 Irvine, CA 92618 Prepared by: Hunsaker & Associates Irvine, Inc. 3 Hughes Irvine, CA 92618 (949) 583-1010 WQMP Date: August 4, 2021 PRELIMINARY WATER QUALITY MANAGEMENT PLAN “BEGONIA VILLAGE AT ROUTE 66” Prepared for: BEGONIA REAL ESTATE DEVELOPMENT, INC 300 Spectrum Way, Suite 400 Irvine, CA 92618 Prepared by: Hunsaker & Associates, Irvine, Inc. 3 Hughes Irvine, CA 92618 (949) 583-1010 Submittal Date: 8/4/2021 Revision Date: Approval Date: Preliminary Water Quality Management Plan (WQMP) “Begonia Village at Route 66” Certification Project Owner’s Certification This Water Quality Management Plan (WQMP) has been prepared for Begonia Real Estate Development, Inc. by Hunsaker and Associates Irvine, Inc. The WQMP is intended to comply with the requirements of the City of Fontana and the NPDES Areawide Stormwater Program requiring the preparation of a WQMP. The undersigned, while it owns the subject property, is responsible for the implementation of the provisions of this plan and will ensure that this plan is amended as appropriate to reflect up-to-date conditions on the site consistent with the San Bernardino County’s Municipal Storm Water Management Program and the intent of the NPDES Permit for San Bernardino County and the incorporated cities of San Bernardino County within the Santa Ana Region. Once the undersigned transfers its interest in the property, its successors in interest and the city/county shall be notified of the transfer. The new owner will be informed of its responsibility under this WQMP. A copy of the approved WQMP shall be available on the subject site in perpetuity. “I certify under a penalty of law that the provisions (implementation, operation, maintenance, and funding) of the WQMP have been accepted and that the plan will be transferred to future successors. Project Data Permit/Application Number(s): TBD Grading Permit Number(s): TBD Tract/Parcel Map Number(s) TTM Building Permit Number(s): TBD CUP, SUP, and/or APN (Specify Lot Numbers if Portions of Tract): APN 1110-361-22 Owner’s Signature Owner Name: Begonia Real Estate Development, Inc. Name/Title Rod Fermin Company Begonia Real Estate Development, Inc. Address 300 Spectrum Way, Suite 400, Irvine CA 92618 Email rod@begoniared.com Telephone # Signature Date Preliminary Water Quality Management Plan (WQMP) “Begonia Village at Route 66” Certification Preparer’s Certification Project Data Permit/Application Number(s): TBD Grading Permit Number(s): TBD Tract/Parcel Map Number(s) TTM Building Permit Number(s): TBD CUP, SUP, and/or APN (Specify Lot Numbers if Portions of Tract): APN 1110-361-22 “The selection, sizing and design of stormwater treatment and other stormwater quality and quantity control measures in this plan were prepared under my oversight and meet the requirements of the Regional Water Quality Control Board Order No. R8-2010-0036.” Engineer: PE Stamp Below Title Company Hunsaker and Associates Irvine, Inc. Address 3 Hughes, Irvine, CA 92618 Email Telephone # (949) 583-1010 Signature Date Preliminary Water Quality Management Plan (WQMP) “Begonia Village at Route 66” Table of Contents Table of Contents Section 1 Discretionary Permit(s) ..................................................................................................................... 1 Section 2 Project Description ........................................................................................................................... 3 2.1 Project Description ......................................................................................................................... 3 2.2 Potential Stormwater Pollutants ................................................................................................. 4 2.3 Potential Stormwater Pollutants ................................................................................................. 5 2.4 Water Quality Credits .................................................................................................................... 6 Section 3 Site and Watershed Description ................................................................................................... 7 Section 4 Best Management Practices (BMPs) .......................................................................................... 10 4.1 Source Control BMP .................................................................................................................... 10 4.1.1 Pollution Prevention .................................................................................................................... 10 4.1.2 Preventive LID Site Design Practices ....................................................................................... 16 4.2 Project Performance Criteria ..................................................................................................... 17 4.3 Project Conformance Analysis ................................................................................................. 20 4.3.1 Site Design Hydrologic Source Control BMPs ...................................................................... 21 4.3.2 Infiltration BMPs .......................................................................................................................... 24 4.3.3 Harvest and Use BMPs ............................................................................................................... 25 4.3.4 Biotreatment BMPs ..................................................................................................................... 28 4.3.5 Conformance Summary .............................................................................................................. 31 4.3.6 Hydromodification Control BMP ............................................................................................. 33 4.4 Alternative Compliance Plan (if applicable) .......................................................................... 34 Section 5 Inspection and Maintenance Responsibility for Post Construction BMPs .................... 35 Section 6 WQMP Attachments ...................................................................................................................... 39 6.1 Site Plan and Drainage Plan ..................................................................................................... 39 6.2 Electronic Data Submittal .......................................................................................................... 39 6.3 Post Construction ........................................................................................................................ 39 6.4 Other Supporting Documentation .......................................................................................... 39 Forms Form 1-1 Project Infomation ......................................................................................................................................... 1 Form 2.1-1 Description of Proposed Project ............................................................................................................. 3 Form 2.2-1 Property Ownership/Management........................................................................................................ 4 Form 2.3-1 Pollutants of Concern ............................................................................................................................... 5 Form 2.4-1 Water Quality Credits ............................................................................................................................... 6 Preliminary Water Quality Management Plan (WQMP) “Begonia Village at Route 66” Table of Contents Form 3-1 Site Location and Hydrologic Features .................................................................................................... 7 Form 3-2 Existing Hydrologic Characteristics for Project Drainage Area.......................................................... 8 Form 3-3 Watershed Description for Drainage Area ............................................................................................. 9 Form 4.1-1 Non-Structural Source Control BMPs ................................................................................................... 11 Form 4.1-2 Structural Source Control BMPs ........................................................................................................... 13 Form 4.1-3 Preventative LID Site Design Practices Checklist .............................................................................. 16 Form 4.2-1 LID BMP Performance Criteria for Design Capture Volume DA-1 (DMA1) ................................ 17 Form 4.2-1 LID BMP Performance Criteria for Design Capture Volume DA-1 (DMA2) .... Error! Bookmark not defined. Form 4.2-1 LID BMP Performance Criteria for Design Capture Volume (DA-1 DMA3) .... Error! Bookmark not defined. Form 4.2-1 LID BMP Performance Criteria for Design Capture Volume DA-2 (DMA1) .... Error! Bookmark not defined. Form 4.2-1 LID BMP Performance Criteria for Design Capture Volume DA-2 (DMA2) .... Error! Bookmark not defined. Form 4.2-2 Summary of HCOC Assessment (DA 1 & 2) ...................................................................................... 18 Form 4.3-1 Infiltration BMP Feasibility (DA 1 & 2) ................................................................................................. 20 Form 4.3-2 Site Design Hydrologic Source Control BMPs ................................................................................. 21 Form 4.3-3 Infiltration LID BMP - including underground BMPs ..................................................................... 25 Form 4.3-4 Harvest and Use BMPs .......................................................................................................................... 27 Form 4.3-5 Selection and Evaluation of Biotreatment BMP DA-1 (DMA1) .................................................... 28 Form 4.3-5 Selection and Evaluation of Biotreatment BMP DA-1 (DMA2) ... Error! Bookmark not defined. Form 4.3-5 Selection and Evaluation of Biotreatment BMP DA-1 (DMA3) ... Error! Bookmark not defined. Form 4.3-5 Selection and Evaluation of Biotreatment BMP DA-2 (DMA1) ... Error! Bookmark not defined. Form 4.3-5 Selection and Evaluation of Biotreatment BMP DA-2 (DMA2) .. Error! Bookmark not defined. Form 4.3-6 Volume Based Biotreatment................................................................................................................ 29 Form 4.3-9 Conformance Summary and Alternative Compliance Volume Estimate ................................... 31 Form 4.3-10 Hydromodification Control BMPs ...................................................................................................... 33 Form 5-1 BMP Inspection and Maintenance ......................................................................................................... 35 Preliminary Water Quality Management Plan (WQMP) “Begonia Village at Route 66” Section I Page 1 Section 1 Discretionary Permit(s) Form 1-1 Project Infomation Project Name: “Begonia Village at Route 66” Project Owner Contact Name: Begonia Real Estate Development, Inc – Rod Fermin Mailing Address: 300 Spectrum Center Drive, Suite 400, Irvine, Ca 92618 E-mail Address: rod@begoniared.com Telephone: (951) 642-0439 Permit/Application Number(s): TBD Tract/Parcel Map Number(s) Additional Information/ Comments: None. Description of Project: The proposed project, Begonia Village at Route 66, is a residential development consisting of 13 buildings and one wrap building total approximately 423 units. The site is bound to the north by existing residential; to the east by Tokay Avenue; to the south by Foothill Boulevard; and to the west by vacant land. Entrance into the project site will be provided via Foothill Boulevard. Parking is anticipated to consist of both uncovered parking spaces and a parking structure. Total parking shall be consistent with the City of Fontana parking requirements. Open space/landscaping areas will consist of common landscape areas and private open spaces areas. Anticipated paved/impervious areas include project streets, parking areas, driveway and the building footprint. Total paved/impervious area is anticipated to consist of approximately 80% of the project site, or 8.16 acres. Typical household wastes and shopping center wastes are anticipated to be generated daily from the residential and commercial elements of the project, respectively. It is anticipated that each residential unit will have trash and recycle bins located/stored within the private areas of each unit, to be removed by the local contracting waste hauler on a weekly basis for disposal. Preliminary Water Quality Management Plan (WQMP) “Begonia Village at Route 66” Section I Page 2 Provide Summary of Conceptual WQMP Conditions (if previously submitted and approved). Attach complete copy. TBD Preliminary Water Quality Management Plan (WQMP) “Begonia Village at Route 66” Section 2 Page 3 Section 2 Project Description 2.1 Project Description Form 2.1-1 Description of Proposed Project 1 Development Category Significant re-development involving the addition or replacement of 5,000 ft2 or more of impervious surface on an already developed site New development involving the creation of 10,000 ft2 or more of impervious surface collectively over entire site Automotive repair shops with standard industrial classification (SIC) codes 5013, 5014, 5541, 7352-7354, 7356-7359 Restaurants (with SIC code 5812) where the land area of development is 5,000 ft2 or more Hillside developments of 5,000 ft2 or more which are located on areas with known erosive soil conditions or where the natural slope is 25 percent or more Developments of 2,500 ft2 of impervious surface or more adjacent to (within 200 ft) or discharging into environmentally sensitive areas or waterbodies listed on the CWA Section 303(d) list of impaired waters Parking lots of 5,000 ft2 or more exposed to storm water Retail gasoline outlets that are either 5,000 ft2 or more, or have a projected average daily traffic of 100 or more vehicles per day Non-Priority / Non-Category Project – May require source control LID BMPs and other LIP requirements. Please consult with local jurisdiction on specific requirements. 2 Project Area (ft2): 448,668 3 Number of Dwelling Units: 423 4 SIC Code: Not applicable for residential. 5 Is Project going to be phased? Yes No If yes, ensure that the WQMP evaluates each phase as a distinct DA, requiring LID BMPs to address runoff at time of completion. 6 Does project include roads? Yes No If yes, ensure that applicable requirements for transportation projects are addressed (see Appendix A of TGD for WQMP) Preliminary Water Quality Management Plan (WQMP) “Begonia Village at Route 66” Section 2 Page 4 2.2 Property Ownership/Management The following section describes site ownership/management for all portions of the project site. Form 2.2-1 Property Ownership/Management Describe property ownership/management responsible for long-term maintenance of WQMP stormwater facilities: In the project’s ultimate condition, it is anticipated that a Property Owners Association (POA) shall be responsible for the long term funding and implementation of the project’s private common areas and improvements, as it pertains the POA’s jurisdiction. This responsibility shall be identified in the project’s Covenants, Conditions and Restrictions (CC&Rs). The POA shall be responsible for the maintenance of all project drainage facilities, including main storm drain lines, catch basins, proposed BMPs, slope drains, streets and common areas. Prior to the formation of the POA, the developer for the project, Begonia Real Estate Development, Inc, shall be the entity responsible for all site improvements. Preliminary Water Quality Management Plan (WQMP) “Begonia Village at Route 66” Section 2 Page 5 2.3 Potential Stormwater Pollutants The project’s expected stormwater pollutants of concern are provided in the following table. The pollutants were selected based on land use and site activities, as prescribed in Table 3-3 of the County of San Bernardino Technical Guidance Document (TGD) for WQMP. Form 2.3-1 Pollutants of Concern Pollutant Please check: E=Expected, N=Not Expected Additional Information and Comments Pathogens (Bacterial / Virus) E N Potential sources of pathogens from the project include pet wastes, sediment, landscaping and food wastes. Nutrients – Phosphorous E N Potential sources of phosphorus from the project include fertilizer use from the project’s landscaping areas. Nutrients – Nitrogen E N Potential sources of nitrogen from the project include fertilizer use from the project’s landscaping areas Noxious Aquatic Plants E N Sediment E N Potential sources of sediment for the project include landscaping area. Metals E N Potential sources include vehicles from uncovered parking areas and project streets. Trash / Debris E N Potential sources of trash / debris include common litter and trash cans. Pesticides / Herbicides E N Potential sources of pesticides from the project include fertilizer use from the project’s landscaping areas Organic Compounds E N Potential sources of organic compounds onsite include the project’s landscaping and landscaping maintenance activities, as well as leaked vehicle fluids and improperly stored or spilled solvents/cleaners from vehicles. Oxygen Demanding Compounds E N Oxygen demanding compounds for the project include nutrients that have the potential to cause eutrophication of downstream water bodies and reduce oxygen levels. Oil and Grease E N Anticipated sources of oil and grease include driveways, project streets, parking lots, parking areas and leaking vehicles. Preliminary Water Quality Management Plan (WQMP) “Begonia Village at Route 66” Section 2 Page 6 2.4 Water Quality Credits The project does not propose the use of water quality credits to meet LID requirements. Form 2.4-1 Water Quality Credits 1 Project Types that Qualify for Water Quality Credits: Select all that apply Redevelopment projects that reduce the overall impervious footprint of the project site. [Credit=% impervious reduced] Higher density development projects Vertical density [20%] 7 units / acre [5%] Mixed use development, (combination of residential, commercial, industrial, office, institutional, or other land uses which incorporate design principles that demonstrate environmental benefits not be realized through single use projects) [20%] Brownfield redevelopment (redevelop property complicated by presence of potential of hazardous contaminants) [25%] Redevelopment projects in established historic district, historic preservation area, or similar significant core city center areas [10%] Transit-oriented developments (mixed use residential or commercial area designed to maximize access to public transportation) [ 20%] In-fill projects (conversion of empty lots & other underused spaces , 5 acres, substantially surrounded by urban land uses, into more beneficially used spaces, such as residential or commercial areas) [10%] Live-Work developments, (variety of developments designed to support residential and vocational needs) [20%] 2 Total Credit % 0 (Total all credit percentages up to a maximum allowable credit of 50 percent) Description of Water Quality Credit Eligibility (if applicable) Not applicable. Preliminary Water Quality Management Plan (WQMP) “Begonia Village at Route 66” Section 3 Page 7 Section 3 Site and Watershed Description General descriptions of the project site and watershed are provided in the following tables. Form 3-1 Site Location and Hydrologic Features Site coordinates take GPS measurement at approximate center of site Latitude: 33.940324° Longitude: -117.627611° Thomas Bros Map Page: N/A 1 San Bernardino County climatic region: Valley Mountain 2 Does the site have more than one drainage area (DA): Yes No If no, proceed to form 3-2. If yes, then use this form to show a conceptual schematic describing DMAs and hydrologic feature connecting DMAs to the site outlet(s). Conveyance Briefly describe on-site drainage features to convey runoff that is not retained within a DMA Drainage Area 1 (DA-1) Runoff from DA1 will be directed to the proposed infiltration and detention system. Note Please note that the DMAs described in this WQMP may differ than the delineated drainage areas in the project’s overall hydrology report, as the DMAs in this WQMP refer to areas tributary to BMPs, while the drainage areas in hydrology reports refer to areas tributary to the same project outlet location. Outlet 1 DA1 DMA1 Preliminary Water Quality Management Plan (WQMP) “Begonia Village at Route 66” Section 3 Page 8 Form 3-2 Existing Hydrologic Characteristics for Project Drainage Area For Drainage Area’s sub-watershed DMA, provide the following characteristics DA-1 DMA1 1 DMA drainage area (ft2) 448,668 2 Existing site imperious area (ft2) 3 Antecedent moisture condition For desert areas, use http://www.sbcounty.gov/dpw/floodcontrol/pdf/20100412_map.pdf AMC I, II 4 Hydrologic soil group refer to Watershed Mapping Tool – http://sbcounty.permitrack.com/WAP A 5 Longest flowpath length (ft) See project Hydrology Report 6 Longest flowpath slope (ft/ft) 7 Current land cover type(s) Select from Fig C-3 of Hydrology Manual 86 8 Pre-developed pervious area condition: Based on the extent of wet season vegetated cover good >75%; Fair 50-75%; Poor <50%. Attach photos of site to support rating Fair Preliminary Water Quality Management Plan (WQMP) “Begonia Village at Route 66” Section 3 Page 9 Form 3-3 Watershed Description for Drainage Area Receiving waters Refer to Watershed Mapping Tool – http://sbcounty.permitrack.com/WAP Etiwanda Creek Channel Etiwanda/San Sevaine Channel Santa Ana River Reach 3 Prado Basin Santa Ana River Reach 2 Santa Ana River Reach 1 Pacific Ocean Applicable TMDLs Refer to Local Implementation Plan Santa Ana River (Reach 3) – Nitrate and Pathogens Prado Dam – Pathogens 303(d) listed impairments Refer to Local Implementation Plan and Watershed Mapping Tool – http://sbcounty.permitrack.com/WAP and SWRCB website Santa Ana River Reach 3 – Copper, Lead and Pathogens Prado Dam – Nutrients and Pathogens Santa Ana River Reach 2 – Indicator Bacteria Environmentally Sensitive Areas (ESA) Refer to Watershed Mapping Tool – http://sbcounty.permitrack.com/WAP None Unlined Downstream Water Bodies Refer to Watershed Mapping Tool – http://sbcounty.permitrack.com/WAP None Hydrologic Conditions of Concern Yes. Complete Hydrologic Conditions of Concern (HCOC) Assessment. Include forms 4.2-2 through Form 4.2-5 and Hydromodification BMP form 4.3-10 in submittal. No Watershed-based BMP included in a RWQCB approved WAP Yes. Attach verification of regional BMP evaluation criteria in WAP - More Effective than On-site LID - Remaining Capacity for Project DCV - Upstream of any Water of US - Operation at Project Completion - Long-Term Maintenance Plan No Preliminary Water Quality Management Plan (WQMP) “Begonia Village at Route 66” Section 4 Page 10 Section 4 Best Management Practices (BMPs) 4.1 Source Control BMP 4.1.1 Pollution Prevention Non-structural and structural source control BMPs are required to be incorporated into all new development and significant redevelopment projects. Form 4.1-1 and 4.1-2 are used to describe specific source control BMPs selected for the project and provide explanations for BMPs that are not applicable to the project. The source control BMP list provided in Table 7-3 of the TGD was reviewed by the preparer of this WQMP. The Table was used to determine all applicable non-structural and structural source controls for the proposed project based on the project’s proposed use/type. Preliminary Water Quality Management Plan (WQMP) “Begonia Village at Route 66” Section 4 Page 11 Form 4.1-1 Non-Structural Source Control BMPs Identifier Name Check One Describe BMP Implementation OR, if not applicable, state reason Included Not Applicable N1 Education of Property Owners, Tenants and Occupants on Stormwater BMPs The HOA shall periodically provide environmental awareness education materials to all HOA members and residents. Materials to include proper use of household chemicals, proper disposal of household wastes, awareness of storm drain conveyance systems and good housekeeping practices. The educational materials available from the County Stormwater Program can be downloaded at http://www.sbcountystormwater.org. N2 Activity Restrictions Conditions, Covenants, and Restrictions (CC&Rs) shall be prepared for the purpose of surface water quality protection required of each property owner. Requirements of the final CC&Rs will be provided in the in this WQMP when available. The requirements shall be enforced by the HOA. N3 Common Area Landscape Management Ongoing maintenance shall be consistent with City and County water conservation guidelines. Any fertilizer and/or pesticide usage shall be consistent with City and County use guidelines and per manufacturer’s recommendations. HOA shall be the mechanism to ensure compliance with N3. Landscaping areas shall be inspected for signs of erosion, vegetation health and mulch depth regularly with landscaping maintenance activities or at minimum once per month. Identified eroded areas, decaying or dying vegetation and bare areas shall be repaired, replaced and/or mulched as soon as possible to minimize exposed sediment and potential for erosion. N4 BMP Maintenance The Home Owners Association (HOA) shall be responsible for the inspection and maintenance of structural BMPs within their boundaries. All records shall be maintained for a minimum of five years after generation. Preliminary Water Quality Management Plan (WQMP) “Begonia Village at Route 66” Section 4 Page 12 Form 4.1-1 Non-Structural Source Control BMPs Identifier Name Check One Describe BMP Implementation OR, if not applicable, state reason Included Not Applicable N5 Title 22 CCR Compliance (How development will comply) Proposed facility will not generate waste subject to Title 22 CCR compliance. N6 Local Industrial Permit Compliance Not applicable to residential developments or parks. N7 Spill Contingency Plan Proposed facilities will not generate waste or store materials subject to the requirements of Chapter 6.95 of the CA Health and Safety Code. N8 Underground Storage Tank Compliance None proposed. N9 Hazardous Materials Disclosure Compliance Proposed project will not store or generate hazardous materials subject to agency requirements. N10 Uniform Fire Code Implementation Proposed facility does not propose to store toxic or highly toxic compressed gases. N11 Common Area Litter Control Litter patrol, emptying of trash receptacles in common areas, and noting trash disposal violations by residents and reporting the violations to the HOA for investigation shall be conducted. N12 Employee Training Proposed project is residential. N12 is intended for employees of business facilities. N13 Housekeeping of Loading Docks No loading docks proposed. N14 Common Area Catch Basin Inspection HOA shall have at least 80% of all privately maintained drainage facilities inspected and if necessary, cleaned and maintained, on an annual basis. 100% of the facilities shall be inspected within a two-year period. Cleaning should take place in the late summer/early fall prior to the start of the rainy season. Drainage facilities include catch basins, storm drain lines, slope drains, common area drains (park site), detention basins and water quality basins. Preliminary Water Quality Management Plan (WQMP) “Begonia Village at Route 66” Section 4 Page 13 Form 4.1-1 Non-Structural Source Control BMPs Identifier Name Check One Describe BMP Implementation OR, if not applicable, state reason Included Not Applicable N15 Street Sweeping Private Streets and Parking Lots HOA shall have all project streets and parking lots swept on a regular basis, based on facility use and field observation of accumulated sediment. At minimum, all areas shall be swept in late summer or early fall, just prior to the rainy season, and per City’s sweeping frequency. N16 Other Non-Structural Measures for Public Agency Projects Project is private development. N17 Comply with all other applicable NPDES Permits No individual permit required for the operation of the proposed project and facilities. Form 4.1-2 Structural Source Control BMPs Identifier Name Check One Describe BMP Implementation OR, if not applicable, state reason Included Not Applicable S1 Provide storm drain system stenciling and signage (CASQA New Development BMP Handbook SD-13) All storm drain inlets and catch basins, constructed or modified, within the Project area shall be stenciled or labeled. Signs (“No Dumping – Drains to River” or similar language) which prohibit illegal dumping shall be posted legibly adjacent to each catch basin. Legibility of stencils and signs shall be maintained by the HOA. S2 Design and construct outdoor material storage areas to reduce pollution introduction (CASQA New Development BMP Handbook SD-34) Project does not proposed outdoor storage areas for residential development. Preliminary Water Quality Management Plan (WQMP) “Begonia Village at Route 66” Section 4 Page 14 Form 4.1-1 Non-Structural Source Control BMPs Identifier Name Check One Describe BMP Implementation OR, if not applicable, state reason Included Not Applicable S3 Design and construct trash and waste storage areas to reduce pollution introduction (CASQA New Development BMP Handbook SD-32) Designated trash enclosures for commercial and residential elements shall be covered, precluded from rain and run-on. S4 Use efficient irrigation systems & landscape design, water conservation, smart controllers, and source control (Stateside Model Landscape Ordinance: CASQA New Development BMP Handbook SD-12) The timing and application methods of irrigation water in common areas shall minimize the runoff of excess irrigation water into the stormwater conveyance system through the use of automatic controllers that monitor weather conditions and/or soil moisture. Inspect system for leaks and broken parts. The HOA, through its landscape maintenance contractor, shall ensure that irrigation systems are functioning as intended and repaired as needed S5 Finish grade of landscaped areas at a minimum of 1-2” below top of curb, sidewalk or pavement Where feasible, landscaping areas (such as parkway landscaping) will be depressed to retain some runoff from infiltration and evapotranspiration. S6 Protect slopes and channels and provide energy dissipation (CASQA New Development BMP Handbook SD-10) Project slopes will be equipped with slope drains to convey runoff and minimize slope erosion. S7 Covered dock areas (CASQA New Development BMP Handbook SD-31) No dock areas proposed for project. Preliminary Water Quality Management Plan (WQMP) “Begonia Village at Route 66” Section 4 Page 15 Form 4.1-1 Non-Structural Source Control BMPs Identifier Name Check One Describe BMP Implementation OR, if not applicable, state reason Included Not Applicable S8 Covered maintenance bays with spill containment plans (CASQA New Development BMP Handbook SD-33) No maintenance bays proposed. S9 Vehicle wash areas with spill containment plans (CASQA New Development BMP Handbook SD-33) No community wash areas proposed. Project’s Covenants, Conditions and Restrictions (CC&Rs) to prohibit individual owners from washing personal vehicles and equipment onsite. S10 Covered outdoor processing areas (CASQA New Development BMP Handbook SD-36) No outdoor processing areas proposed. S11 Equipment wash areas with spill containment (CASQA New Development BMP Handbook SD-33) No wash areas proposed. Project’s Covenants, Conditions and Restrictions (CC&Rs) to prohibit individual owners from washing personal vehicles and equipment onsite. S12 Fueling areas (CASQA New Development BMP Handbook SD-30) No fueling areas proposed. S13 Hillside landscaping (CASQA New Development BMP Handbook SD-10) No hillsides onsite. S14 Wash water control for food preparation areas No food service facilities proposed. S15 Community car wash racks (CASQA New Development BMP Handbook SD-33) No community wash areas proposed. Project’s Covenants, Conditions and Restrictions (CC&Rs) to prohibit individual owners from washing personal vehicles and equipment onsite. Preliminary Water Quality Management Plan (WQMP) “Begonia Village at Route 66” Section 4 Page 16 4.1.2 Preventive LID Site Design Practices Site design practices associated with LID requirements in the MS4 should be considered in the earliest phases of the project. Preventative site design practices can result in smaller DCV for LID BMP and hydromodification control BMP by reducing runoff generation. The following section identifies all site design BMPs utilized onsite and the rational for measures not incorporated. Form 4.1-3 Preventative LID Site Design Practices Checklist Site Design Practices If yes, explain how preventative site design practice is addressed in project site plan. If no, other LID BMPs must be selected to meet targets Minimize impervious areas: Yes No Explanation: Project will minimize impervious area by constructing road widths and sidewalks to minimum widths allowable wherever feasible. Maximize natural infiltration capacity: Yes No Explanation: Based on the soils report the site has favorable infiltrate rates and infiltration will be proposed at the project’s BMP’s. Preserve existing drainage patters and time of concentration: Yes No Explanation: Project design has been prepared to be consistent with the site’s existing runoff patterns. Disconnect impervious areas: Yes No Explanation: Project site will consist of parkway landscaping and common open space areas. Protect existing vegetation and sensitive areas: Yes No Explanation: The site is currently a vacant lot with minimal vegetation and no known sensitive areas. The project will add common open space areas. Re-vegetate disturbed areas: Yes No Explanation: Project will re-vegetate and stabilize all disturbed areas prior to completion. Minimize unnecessary compaction in stormwater retention/infiltration basin/trench areas: Yes No Explanation: Based on favorable infiltration rates, the project will provide infiltration BMP’s. Utilize vegetated drainage swales in place of underground piping or imperviously lined swales: Yes No Explanation: Swales would not have the capacity to convey runoff from the project. Runoff to be conveyed in the storm drain system prior to discharging to the project’s LID BMPs for treatment, prior to discharging offsite. Stake off areas that will be used for landscaping to minimize compaction during construction: Yes No Explanation: When feasible, compaction within dedicated landscaping areas will be minimized. Preliminary Water Quality Management Plan (WQMP) “Begonia Village at Route 66” Section 4 Page 17 4.2 Project Performance Criteria The purpose of this section of the Project WQMP is to establish targets for post-development hydrology based on performance criteria specified in the MS4 Permit. These targets include runoff volume for water quality control (referred to as LID design capture volume), and runoff volume, time of concentration and peak runoff for protection of any downstream waterbody segments with a HCOC. The methods applied in the following forms include:  For LID BMP Design Capture Volume (DCV), the San Bernardino County Stormwater Program requires the use of the P6 method (MS4 Permit Section XI.D.6a.ii) – Form 4.2.1.  For HCOC pre- and post-development hydrologic calculations, the San Bernardino County Stormwater Program quires the use of the Rational Method (San Bernardino County Hydrology Manual Section D). Forms 4.2-2 through Form 4.2-5 calculate hydrologic variables including runoff volume, time of concentration, and peak runoff from the project site pre- and post-development using the Hydrology Manual Rational Method approach. Form 4.2-1 LID BMP Performance Criteria for Design Capture Volume DA-1 (DMA1) 1 Project Area DA-1 (DMA1) (ft2): 448,668 ft2 2 Imperviousness after applying preventative site design practices (Imp%): 80% 3 Runoff Coefficient (Rc): 0.599 Rc = 0.858(imp%)3-0.78(imp%)2+0.774(imp%)+0.04 4 Determine 1-hour rainfall depth for a 2-year return period P2yr-1hr (in): 0.602” 5 Compute P6, Mean 6-hr Precipitation (inches): 0.89138” P6 = Item 4 * C1, where C1 is a function of site climatic region specified in Form 3-1 Item 1 (Valley = 1.4807; Mountain = 1.909; Desert = 1.2371) 6 Drawdown Rate Use 48 hours as the default condition. Selection and use of the 24-hour drawdown time condition is subject to approval by the local jurisdiction. The necessary BMP footprint is a function of drawdown time. While shorter drawdown times reduce the performance criteria for LID BMP design capture volume, the depth of water that can be stored is also reduced. 24-hrs 48-hrs 7 Compute design capture volume, DCV (ft3): 39,207 ft3 (0.9 acre-ft) DCV = 1/12 * [Item 1* Item 3* Item 5* C2], where C2 is a function of drawdown rate (24-hr = 1.582; 48-hr = 1.963) Compute separate DCV for each outlet from the project site per schematic drawn in Form 3-1 Item 2 Preliminary Water Quality Management Plan (WQMP) “Begonia Village at Route 66” Section 4 Page 18 Form 4.2-2 Summary of HCOC Assessment (DA 1 ) Does the project have the potential to cause or contribute to an HCOC in a downstream channel: Yes No Go to: http//sbcounty.permitrack.com/WAP If “Yes”, then complete HCOC assessment of site hydrology for 2yr storm event using Forms 4.2-3 through 4.2-5 and insert results below (Forms 4.2-3 through 4.2-5 may be replaced by computer software analysis based on the San Bernardino County Hydrology Manual) If “No”, then proceed to Section 4.3 Project Conformance Analysis Condition Runoff Volume (ft3) Time of Concentration (min) Peak Runoff (cfs) Pre-developed 1 Form 4.2-3 Item 12 2 Form 4.2-4 Item 13 3 Form 4.2-5 Item 10 Post-developed 4 Form 4.2-3 Item 13 5 Form 4.2-4 Item 14 6 Form 4.2-5 Item 14 Difference 7 Item 4 – Item 1 8 Item 5 – Item 2 9 Item 6 – Item 3 Difference (as % of pre-developed) 10 Item 7 / Item 1 11 Item 8 / Item 2 12 Item 9 / Item 3 Per Figure 2-2 HCOC Exempt Areas from City of Fontana WQMP Handbook, the project site is located within an HCOC exempt area. Preliminary Water Quality Management Plan (WQMP) “Begonia Village at Route 66” Section 4 Page 19 Preliminary Water Quality Management Plan (WQMP) “Begonia Village at Route 66” Section 4 Page 20 4.3 Project Conformance Analysis Per the 4th Term MS4 Storm Water Permit, Low Impact Development (LID) BMPs must be incorporated into design features and source controls to reduce project related storm water pollutants. The incorporation of LID BMPs into project design requires evaluation of LID measures in the following hierarchy of BMP selection, as required by the Permit (Section 5.3.1 in the TGD for WQMP).  Site Design and Hydrologic Source Controls (Form 4.3-2)  Retention and Infiltration (Form 4.3-3)  Harvest and Use (Form 4.3-4)  Biotreatment (Form 4.3-5) Form 4.3-1 Infiltration BMP Feasibility (DA 1) Feasibility Criterion – Complete evaluation for each DA on the Project Site 1 Would infiltration BMP pose significant risk for groundwater related concerns? Yes No Refer to Section 5.3.2.1 of the TGD for WQMP If Yes, Provide basis: 2 Would installation of infiltration BMP significantly increase the risk of geotechnical hazards? Yes No (Yes, if the answer to any of the following questions is yes, as established by a geotechnical expert): • The location is less than 50 feet away from slopes steeper than 15 percent • The location is less than eight feet from building foundations or an alternative setback. • A study certified by a geotechnical professional or an available watershed study determines that stormwater infiltration would result in significantly increased risks of geotechnical hazards. If Yes, Provide basis: (attach) 3 Would infiltration of runoff on a Project site violate downstream water rights? Yes No If Yes, Provide basis: (attach) 4 Is proposed infiltration facility located on hydrologic soil group (HSG) D soils or does the site geotechnical investigation indicate presence of soil characteristics, which support categorization as D soils? Yes No If Yes, Provide basis: (attach) 5 Is the design infiltration rate, after accounting for safety factor of 2.0, below proposed facility less than 0.3 in/hr (accounting for soil amendments)? Yes No Preliminary Water Quality Management Plan (WQMP) “Begonia Village at Route 66” Section 4 Page 21 Form 4.3-1 Infiltration BMP Feasibility (DA 1) If Yes, Provide basis: 6 Would on-site infiltration or reduction of runoff over pre-developed conditions be partially or fully inconsistent with watershed management strategies as defined in the WAP, or impair beneficial uses? Yes No See Section 3.5 of the TGD for WQMP and WAP If Yes, Provide basis: (attach) 7 Any answer from Item 1 through Item 3 is “Yes”: Yes No If yes, infiltration of any volume is not feasible onsite. Proceed to Form 4.3-4, Harvest and Use BMP. If no, then proceed to Item 8 below. 8 Any answer from Item 4 through Item 6 is “Yes”: Yes No If yes, infiltration is permissible but is not required to be considered. Proceed to Form 4.3-2, Hydrologic Source Control BMP. If no, then proceed to Item 9, below. 9 All answers to Item 1 through Item 6 are “No”: Infiltration of the full DCV is potentially feasible, LID infiltration BMP must be designed to infiltrate the full DCV to the MEP. Proceed to Form 4.3-2, Hydrologic Source Control BMP. 4.3.1 Site Design Hydrologic Source Control BMPs Section XI.E. of the Permit emphasizes the use of LID preventive measures; and the use of LID HSC BMPs reduces the portion of the DCV that must be addressed in downstream BMPs. Since the project is at the preliminary planning stages, no HSC BMP credits have been determined at this time. Form 4.3-2 Site Design Hydrologic Source Control BMPs 1 Implementation of Impervious Area Dispersion BMP (i.e. routing runoff from impervious to pervious areas), excluding impervious areas planned for routing to on-lot infiltration BMP: Yes No If yes, complete Items 2-5; If no, proceed to Item 6 DA DMA BMP Type DA DMA BMP Type DA DMA BMP Type (Use additional forms for more BMPs) 2 Total impervious area draining to pervious area (ft2) Preliminary Water Quality Management Plan (WQMP) “Begonia Village at Route 66” Section 4 Page 22 3 Ratio of pervious area receiving runoff to impervious area 4 Retention volume achieved from impervious area dispersion (ft3) V = Item2 * Item 3 * (0.5/12), assuming retention of 0.5 inches of runoff 5 Sum of retention volume achieved from impervious area dispersion (ft3): 0 ft3 Vretention =Sum of Item 4 for all BMPs 6 Implementation of Localized On-lot Infiltration BMPs (e.g. on-lot rain gardens): Yes No If yes, complete Items 7-13 for aggregate of all on-lot infiltration BMP in each DA; If no, proceed to Item 14 DA DMA BMP Type DA DMA BMP Type DA DMA BMP Type (Use additional forms for more BMPs) 7 Ponding surface area (ft2) 8 Ponding depth (ft) 9 Surface area of amended soil/gravel (ft2) 10 Average depth of amended soil/gravel (ft) 11 Average porosity of amended soil/gravel 12 Retention volume achieved from on-lot infiltration (ft3) Vretention = (Item 7 *Item 8) + (Item 9 * Item 10 * Item 11) 13 Runoff volume retention from on-lot infiltration (ft3): 0 ft3 Vretention =Sum of Item 12 for all BMPs 14 Implementation of evapotranspiration BMP (green, brown, or blue roofs): Yes No If yes, complete Items 15-20. If no, proceed to Item 21 DA DMA BMP Type DA DMA BMP Type DA DMA BMP Type (Use additional forms for more BMPs) 15 Rooftop area planned for ET BMP (ft2) 16 Average wet season ET demand (in/day) Use local values, typical ~ 0.1 17 Daily ET demand (ft3/day) Item 15 * (Item 16 / 12) 18 Drawdown time (hrs) Preliminary Water Quality Management Plan (WQMP) “Begonia Village at Route 66” Section 4 Page 23 Copy Item 6 in Form 4.2-1 19 Retention Volume (ft3) Vretention = Item 17 * (Item 18 / 24) 20 Runoff volume retention from evapotranspiration BMPs (ft3): 0 ft3 Vretention =Sum of Item 19 for all BMPs 21 Implementation of Street Trees: Yes No If yes, complete Items 22-25. If no, proceed to Item 26 DA DMA BMP Type DA DMA BMP Type DA DMA BMP Type (Use additional forms for more BMPs) 22 Number of Street Trees 23 Average canopy cover over impervious area (ft2) 24 Runoff volume retention from street trees (ft3) Vretention = Item 22 * Item 23 * (0.05/12) assume runoff retention of 0.05 inches 25 Runoff volume retention from street tree BMPs (ft3): 0 ft3 Vretention = Sum of Item 24 for all BMPs 26 Implementation of residential rain barrel/cisterns: Yes No If yes, complete Items 27-29; If no, proceed to Item 30 DA DMA BMP Type DA DMA BMP Type DA DMA BMP Type (Use additional forms for more BMPs) 27 Number of rain barrels/cisterns 28 Runoff volume retention from rain barrels/cisterns (ft3) Vretention = Item 27 * 3 29 Runoff volume retention from residential rain barrels/Cisterns (ft3): 0 ft3 Vretention =Sum of Item 28 for all BMPs 30 Total Retention Volume from Site Design Hydrologic Source Control BMPs: 0 ft3 Sum of Items 5, 13, 20, 25 and 29 Preliminary Water Quality Management Plan (WQMP) “Begonia Village at Route 66” Section 4 Page 24 4.3.2 Infiltration BMPs Infiltration feasibility testing conducted yielded a design infiltration rate of approximately 12.96 inches per hour, with a safety factor of 2.0, per Geosoils report dated January 21, 2021. As such, the project will propose an infiltration system to fully infiltrate the required DCV for the entire site. Preliminary Water Quality Management Plan (WQMP) “Begonia Village at Route 66” Section 4 Page 25 Form 4.3-3 Infiltration LID BMP - including underground BMPs 1 Remaining LID DCV not met by site design HSC BMP (ft3): Vunmet = Form 4.2-1 Item 7 - Form 4.3-2 Item 30 BMP Type Use columns to the right to compute runoff volume retention from proposed infiltration BMP (select BMP from Table 5-4 in TGD for WQMP) - Use additional forms for more BMPs DA 1 DMA 1 BMP Type Underground Vault DA DMA BMP Type DA DMA BMP Type (Use additional forms for more BMPs) 2 Infiltration rate of underlying soils (in/hr) See Section 5.4.2 and Appendix D of the TGD for WQMP for minimum requirements for assessment methods 25.9 3 Infiltration safety factor See TGD Section 5.4.2 and Appendix D 3 4 Design percolation rate (in/hr) Pdesign = Item 2 / Item 3 8.63 5 Ponded water drawdown time (hr) Copy Item 6 in Form 4.2-1 48 6 Maximum ponding depth (ft) BMP specific, see Table 5-4 of the TGD for WQMP for BMP design details 35 7 Ponding Depth (ft) dBMP = Minimum of (1/12*Item 4*Item 5) or Item 6 35 8 Infiltrating surface area, SABMP (ft2) the lesser of the area needed for infiltration of full DCV or minimum space requirements from Table 5.7 of the TGD for WQMP 10,000 9 Amended soil depth, dmedia (ft) Only included in certain BMP types, see Table 5-4 in the TGD for WQMP for reference to BMP design details 0 10 Amended soil porosity 0 11 Gravel depth, dmedia (ft) Only included in certain BMP types, see Table 5-4 of the TGD for WQMP for BMP design details 2 12 Gravel porosity 0.35 13 Duration of storm as basin is filling (hrs) Typical ~ 3hrs 3 Preliminary Water Quality Management Plan (WQMP) “Begonia Village at Route 66” Section 4 Page 26 14 Above Ground Retention Volume (ft3) Vretention = Item 8 * [Item7 + (Item 9 * Item 10) + (Item 11 * Item 12) + (Item 13 * (Item 4 / 12))] 0 15 Underground Retention Volume (ft3) Volume determined using manufacturer’s specifications and calculations 39,207 16 Total Retention Volume from LID Infiltration BMPs: 39,207ft3 (Sum of Items 14 and 15 for all infiltration BMP included in plan) 17 Fraction of DCV achieved with infiltration BMP: 100% Retention% = Item 16 / Form 4.2-1 Item 7 18 Is full LID DCV retained onsite with combination of hydrologic source control and LID retention/infiltration BMPs? Yes No If yes, demonstrate conformance using Form 4.3-10; If no, then reduce Item 3, Factor of Safety to 2.0 and increase Item 8, Infiltrating Surface Area, such that the portion of the site area used for retention and infiltration BMPs equals or exceeds the minimum effective area thresholds (Table 5-7 of the TGD for WQMP) for the applicable category of development and repeat all above calculations. Preliminary Water Quality Management Plan (WQMP) “Begonia Village at Route 66” Section 4 Page 27 4.3.3 Harvest and Use BMPs The project does not propose harvest and use BMPs as it is anticipated that sources of reclaimed water will be available for project use. Form 4.3-4 Harvest and Use BMPs 1 Remaining LID DCV not met by site design HSC or infiltration BMP (ft3): Vunmet = Form 4.2-1 Item 7 - Form 4.3-2 Item 30 – Form 4.3-3 Item 16 BMP Type(s) Compute runoff volume retention from proposed harvest and use BMP (Select BMPs from Table 5-4 of the TGD for WQMP) - Use additional forms for more BMPs DA DMA BMP Type DA DMA BMP Type DA DMA BMP Type (Use additional forms for more BMPs) 2 Describe cistern or runoff detention facility 3 Storage volume for proposed detention type (ft3) Volume of cistern 4 Landscaped area planned for use of harvested stormwater (ft2) 5 Average wet season daily irrigation demand (in/day) Use local values, typical ~ 0.1 in/day 6 Daily water demand (ft3/day) Item 4 * (Item 5 / 12) 7 Drawdown time (hrs) Copy Item 6 from Form 4.2-1 8Retention Volume (ft3) Vretention = Minimum of (Item 3) or (Item 6 * (Item 7 / 24)) 9 Total Retention Volume (ft3) from Harvest and Use BMP: 0 ft3 (Sum of Item 8 for all harvest and use BMP included in plan) 10 Is the full DCV retained with a combination of LID HSC, retention and infiltration, and harvest & use BMPs? Yes No If yes, demonstrate conformance using Form 4.3-10. If no, then re-evaluate combinations of all LID BMP and optimize their implementation such that the maximum portion of the DCV is retained on-site (using a single BMP type or combination of BMP types). If the full DCV cannot be mitigated after this optimization process, proceed to Section 4.3.4. Preliminary Water Quality Management Plan (WQMP) “Begonia Village at Route 66” Section 4 Page 28 4.3.4 Biotreatment BMPs Form 4.3-5 Selection and Evaluation of Biotreatment BMP 1 Remaining LID DCV not met by site design HSC, infiltration, or harvest and use BMP for potential biotreatment (ft3): Form 4.2-1 Item 7 – Form 4.3-2 Item 30 – Form 4.3-3 Item 16 – Form 4.3-4 – Item 9 List pollutants of concern Copy from Form 2.3-1. Pathogens, Phosphorous, Nitrogen, Sediment, Trash / Debris, Pesticides / Herbicides, Organic Compounds, Metals, Oxygen Demanding Compounds, Oil and Grease 2 Biotreatment BMP Selected (Select biotreatment BMP(s) necessary to ensure all pollutants of concern are addressed through Unit Operations and Processes, described in Table 5-5 of the TGD for WQMP) Volume-based biotreatment Use forms 4.3-6 and 4.3-7 to compute treated volume Flow-based biotreatment Use form 4.3-8 to compute treated volume Bioretention with underdrain Planter box with underdrain Constructed wetland Wet extended detention Dry extended detention Vegetated swale Vegetated filter strip Proprietary biotreatment 3 Volume biotreated in volume based biotreatment BMP (ft3): Form 4.3-6 Item 15 + Form 4.3-7 Item 13 4 Compute remaining LID DCV with implementation of volume based biotreatment BMP (ft3): 0 ft3 Item 1 – Item 3 5 Remaining fraction of LID DCV for sizing flow based biotreatment BMP: 0 % Item 4 / Item 1 6 Flow-based biotreatment BMP capacity provided (cfs): N/A Use Figure 5-2 of the TGD for WQMP to determine flow capacity required to provide biotreatment of remaining percentage of unmet LID DCV (Item 5), for the project’s precipitation zone (Form 3-1 Item 1) 7 Metrics for MEP determination:  Provided a WQMP with the portion of site area used to suite of LID BMP equal to minimum thresholds in Table 5-7 of the TGD for WQMP for the proposed category of development: If maximized on-site retention BMPs is feasible for partial capture, then LID BMP implementation must be optimized to retain and infiltrate the maximum portion of the DCV possible within the prescribed minimum effective area. The remaining portion of the DCV shall then be mitigated using biotreatment BMP. Preliminary Water Quality Management Plan (WQMP) “Begonia Village at Route 66” Section 4 Page 29 Form 4.3-6 Volume Based Biotreatment Biotreatment BMP Type – Bioretention with Underdrains 1 Pollutants addressed with BMP Pathogens, Phosphorous, Nitrogen, Sediment, Trash / Debris, Pesticides / Herbicides, Organic Compounds, Metals, Oxygen Demanding Compounds, Oil and Grease 2 Amended soil infiltration rate Typical 5.0 3 Amended soil infiltraiton safety factor Typical 2.0 4 Amended soil design percolation rate (in/hr) Pdesign = item 2 / item 3 5 Ponded water drawdown time (hr) Copy Item 6 from Form 4.2-1 6 Maximum ponding depth (ft) see Table 5-6 of the TGD for WQMP for reference to BMP design details 7 Ponding Depth (ft) dBMP = Minimum of (1/12 * Item 4 * Item 5) or Item 6 8 Amended soil surface area (ft2) 9 Amended soil depth (ft) see Table 5-6 of the TGD for WQMP for reference to BMP design details 10 Amended soil porosity, n 11 Gravel depth (ft) see Table 5-6 of the TGD for WQMP for reference to BMP design details 12 Gravel porosity, n 13 Duration of storm as basin is filling (hrs) Typical 3 hrs 14 Biotreated Volume (ft3) Vbiotreated = Item 8 * [Item 7/2) + (Item 9 * Item 10) + (Item 11 * Item 12) + (Item 13 * (Item 4/12))] 15 Total biotreated volume from bioretention and/or planter box with underdrains BMP: Sum of Item 14 for all volume-based BMPs included in this form Since the project does not propose the use of constructed wetlands or extended detention basins, Form 4.3-7 has been omitted from this WQMP. Sizing for the project’s flow-based proprietary biotreatment BMPs, as well as the design aspects of Form 4.3-8 (intended for swales and strips), are not applicable to proposed proprietary biofitlration BMPs. Form 4.3-8 has also been removed from this WQMP. Per 5.5.5.2 of the San Bernardino County Technical Guidance Document, the design flow capacity for the pre-treatment BMP has been determined to be 0.135 cfs per impervious acre. The design treatment flow and details of the proposed BMP units are provided in the following table. Preliminary Water Quality Management Plan (WQMP) “Begonia Village at Route 66” Section 4 Page 30 DA-1 DMA 3 and 4 Design Summary DA1 DMA AC IMP ACRE AT 0.90 QDESIGN (0.135 cfs/imp acre) MWS sizing 1 10.1 9.81 1.32 MWS-L-10- 20 Preliminary Water Quality Management Plan (WQMP) “Begonia Village at Route 66” Section 4 Page 31 4.3.5 Conformance Summary Form 4.3-9 demonstrates how the project conforms with onsite LID DCV requirements via the project’s proposed measures. Form 4.3-9 Conformance Summary and Alternative Compliance Volume Estimate 1 Total LID DCV for project (ft3): Copy Item 7 in Form 4.2-1 2 On-site retention with site design hydrologic source control LID BMP (ft3): Copy Item 30 in Form 4.3-2 3 On-site retention with LID infiltration BMP (ft3): Copy Item 16 in Form 4.3-3 4 On-site retention with LID harvest and use BMP (ft3): Copy Item 9 in Form 4.3-4 5 On-site biotreatment with volume based biotreatment BMP (ft3): Copy Item 3 in Form 4.3-5 6 Flow capacity provided by flow based biotreatment BMP (cfs): Copy Item 6 in Form 4.3-5 7 LID BMP performance criteria area achieved if answer to any of the following is “Yes”:  Full retention of LID DCV with site design HSC, infiltration or harvest and use BMP: Yes No If yes, sum of Items 2, 3 and 4 is greater than Item 1  Combination of on-site retention BMPs for a portion of the LID DCV and volume-based biotreatment BMP that address all pollutants of concern for remaining LID DCV: Yes No If yes, a) sum of Items 2, 3, 4 and 5 is greater than Item 1, and Items 2, 3 and 4 are maximized; or b) Item 6 is greater than Form 4.3-5 Item 6 and Items 2, 3 and 4 are maximized  On-site retention and infiltration is determined to be infeasible and biotreatment BMP provide biotreatment for all pollutants of concern for full LID DCV: Yes No If yes, Form 4.3-1 Items 7 and 8 were both checked yes 8 If the LID DCV is not achieved by any of these means, then the project may be allowed to develop an alternative compliance plan. Check box that describes the scenario which caused the need for alternative compliance:  Combination of HSC, retention and infiltration, harvest and use, and biotreatment BMPs provide less than full LID DCV capture: Checked yes for Form 4.3-5 Item 7, Item 6 is zero, and sum of Items 1, 2, 3, 4 and 5 is less than Item 1. If so, apply water quality credits and calculate volume for alternative compliance, Valt = (Item 1 – Item 2 – Item 3 – Item 4 – Item 5) * (100 – Form 2.4-1 Item 2)% Preliminary Water Quality Management Plan (WQMP) “Begonia Village at Route 66” Section 4 Page 32  An approved Watershed Action Plan (WAP) demonstrates that water quality and hydrologic impacts of urbanization are more effective when managed at an off-site facility: Attach appropriate WAP section, including technical documentation, showing effectiveness comparisons for the project site and regional watershed Preliminary Water Quality Management Plan (WQMP) “Begonia Village at Route 66” Section 4 Page 33 4.3.6 Hydromodification Control BMP Per Figure F-1 of the WQMP TGD and http://permitrack.sbcounty.gov/wap/, the project does have the potential to cause or contribute to an HCOC in a downstream Channel. Form 4.3-10 Hydromodification Control BMPs 1 Volume reduction needed for HCOC performance criteria (ft3): See Project Hydrology Study (Form 4.2-2 Item 4 * 0.95) – Form 4.2-2 Item 1 2 On-site retention with site design hydrologic source control, infiltration, and harvest and use LID BMP (ft3): 0 Sum of Form 4.3-9 Items 2, 3, and 4 Evaluate option to increase implementation of on-site retention in Forms 4.3-2, 4.3-3, and 4.3-4 in excess of LID DCV toward achieving HCOC volume reduction 3 Remaining volume for HCOC volume capture (ft3): See Project Hydrology Study Item 1 – Item 2 4 Volume capture provided by incorporating additional on-site or off-site retention BMPs (ft3): 0 Existing downstream BMP may be used to demonstrate additional volume capture (if so, attach to this WQMP a hydrologic analysis showing how the additional volume would be retained during a 2-yr storm event for the regional watershed) 5 If Item 4 is less than Item 3, incorporate in-stream controls on downstream waterbody segment to prevent impacts due to hydromodification See discussion below Attach in-stream control BMP selection and evaluation to this WQMP 6 Is Form 4.2-2 Item 11 less than or equal to 5%: Yes No See Project Hydrology Study If yes, HCOC performance criteria is achieved. If no, select one or more mitigation options below: • Demonstrate increase in time of concentration achieved by proposed LID site design, LID BMP, and additional on-site or off-site retention BMP BMP upstream of a waterbody segment with a potential HCOC may be used to demonstrate increased time of concentration through hydrograph attenuation (if so, show that the hydraulic residence time provided in BMP for a 2-year storm event is equal or greater than the addition time of concentration requirement in Form 4.2-4 Item 15) • Increase time of concentration by preserving pre-developed flow path and/or increase travel time by reducing slope and increasing cross-sectional area and roughness for proposed on-site conveyance facilities • Incorporate appropriate in-stream controls for downstream waterbody segment to prevent impacts due to hydromodification, in a plan approved and signed by a licensed engineer in the State of California 7 Form 4.2-2 Item 12 less than or equal to 5%: Yes No If yes, HCOC performance criteria is achieved. If no, select one or more mitigation options below: • Demonstrate reduction in peak runoff achieved by proposed LID site design, LID BMPs, and additional on-site or off-site retention BMPs BMPs upstream of a waterbody segment with a potential HCOC may be used to demonstrate additional peak runoff reduction through hydrograph attenuation (if so, attach to this WQMP, Preliminary Water Quality Management Plan (WQMP) “Begonia Village at Route 66” Section 4 Page 34 See the project’s hydrology report in regards to hydromodification determination and mitigation. 4.4 Alternative Compliance Plan (if applicable) The project is able to meet onsite treatment of the DCV via onsite infiltration BMPs. Therefore, an alternative compliance plan is not applicable to this project. a hydrograph analysis showing how the peak runoff would be reduced during a 2-yr storm event) • Incorporate appropriate in-stream controls for downstream waterbody segment to prevent impacts due to hydromodification, in a plan approved and signed by a licensed engineer in the State of California Preliminary Water Quality Management Plan (WQMP) “Begonia Village at Route 66” Section 5 Page 35 Section 5 Inspection and Maintenance Responsibility for Post Construction BMPs All BMPs included as part of this WQMP are required to be maintained through regular scheduled inspection and maintenance. Form 5-1 summarizes all of the BMPs included in the WQMP as well as their respective inspection and maintenance activities and frequencies. An Operation and Maintenance Plan is provided in Section 6.3. Inspection and maintenance records must be kept for a minimum of five years for inspection by the regulatory agencies. Form 5-1 BMP Inspection and Maintenance BMP Responsible Party(s) Inspection / Maintenance Activities Required Minimum Frequency of Activities Non-Structural Source Control BMPs N1 Education of Property Owners, Tenants and Occupants on Stormwater BMPs POA POA shall distribute appropriate materials to owners, tenants and/or occupants via contract language, mailings, website or meeting. Materials can be downloaded from http://www.sbcountystormwater.org. Information to be initially provided to owners & tenants upon sale or lease agreement. Educational materials will be provided to owners and/or tenants annually, thereafter. N2 Activity Restrictions POA Within the CC&R’s or lease agreement, the following activity restrictions shall be enforced: Proper disposal of hazardous materials, requirements on vehicle washing, household material use and storage, pet waste and littering. Continuous Preliminary Water Quality Management Plan (WQMP) “Begonia Village at Route 66” Section 5 Page 36 Form 5-1 BMP Inspection and Maintenance BMP Responsible Party(s) Inspection / Maintenance Activities Required Minimum Frequency of Activities N3 Common Area Landscape Management POA Landscape Management Includes: • Mitigation of the potential dangers of fertilizer and pesticide usage through the incorporation of an Integrated Pest Management Program (IPM). • Monitor for runoff and efficiency regularly. • Implementation of a water budget. • Irrigation systems shall be automatically controlled and designed, installed, and maintained so as to minimize overspray and runoff onto streets, sidewalks, driveways, structures, windows, walls, and fences. • Use of native and drought tolerant species when replanting. • Inspect for signs of erosion, vegetation health and mulch depth. • Repair/replant bare areas. Inspected once a month or with scheduled landscaping service. N4 BMP Maintenance POA POA shall inspect/maintain project BMPs per table herein. Retain all records for a minimum 5 years after generation. BMPs maintained per specified BMP. N11 Common Area Litter Control POA Weekly sweeping and trash pickup as necessary within all project areas and common landscape areas. Daily inspection of trash receptacles to ensure that lids are closed and pick up any excess trash on the ground, noting trash disposal violations by homeowners, proper disposal of pet, green and household wastes, and reporting the violations to the POA. Daily inspection and bi-weekly sweeping and clean-up or as needed Preliminary Water Quality Management Plan (WQMP) “Begonia Village at Route 66” Section 5 Page 37 Form 5-1 BMP Inspection and Maintenance BMP Responsible Party(s) Inspection / Maintenance Activities Required Minimum Frequency of Activities N14 Common Area Catch Basin Inspection POA The project’s catch basins, slope drains, common area drainage system (park) and main storm drain system shall be private, owned, inspected and maintained by the POA. All facilities shall be inspected and maintained as needed to ensure adequate capacity and flow. At a minimum, 80% of all facilities shall be inspected annually, with 100% of all facilities inspected within a 2-year period. N15 Street Sweeping Private Streets and Parking Lots POA Vacuum street sweeping will occur on a regular basis, prior to the rainy season, and on an as needed basis by contractors of the POA. Once every 2 weeks and as needed. Structural Source Control BMPs S1 Provide storm drain system stenciling and signage (CASQA New Development BMP Handbook SD-13) POA All catch basins where applicable in paved areas, will be marked or stenciled with “No Dumping - Drains to River, No Descargue Basura” or similar language. This will be done in a location that can be clearly seen by all and will be routinely inspected and re-labeled, as necessary. Thereafter, the POA shall routinely inspect and re-label the catch basins, as necessary. Catch basin labels will be inspected once annually and relabeled as necessary to maintain legibility. S4 Use efficient irrigation systems & landscape design, water conservation, smart controllers, and source control (Stateside Model Landscape Ordinance: CASQA New Development BMP Handbook SD-12) POA Minimize timing and application methods for watering project landscaping in common areas to limit amount of non-storm water discharge. Inspect irrigation system with landscaping maintenance to ensure timers, shut off valves and other automatic irrigation devices are functioning adequately. Inspect system for broken parts and replace as needed to prevent leaks. BMP shall be implemented by the POA, through the landscape maintenance contractor. Monthly with landscaping maintenance activities. Preliminary Water Quality Management Plan (WQMP) “Begonia Village at Route 66” Section 5 Page 38 Form 5-1 BMP Inspection and Maintenance BMP Responsible Party(s) Inspection / Maintenance Activities Required Minimum Frequency of Activities S5 Finish grade of landscaped areas at a minimum of 1-2” below top of curb, sidewalk or pavement POA Maintain vegetation height to ensure area has ponding capacity. Inspect area for standing water, saturated soil or other nuisance conditions. Repair as needed. Monthly with landscaping maintenance activities and after irrigation or storm events. S6 Protect slopes and channels and provide energy dissipation (CASQA New Development BMP Handbook SD-10) POA Use native/drought tolerant vegetation onsite to limit water use to ensure plant viability to dry climates and good plant establishment. Group vegetation with similar water requirements. Replace dead/dying vegetation with same grouping as planting area. Repair rills and other signs of erosion as soon as possible. POA shall ensure proper implementation by its contractors. Monthly with landscaping maintenance activities. Infiltration BMPs Underground Infiltration Vault POA Remove sediment, trash, and debris from pretreatment facilities and chambers Check inlets/outlets and clean as needed Check access points and maintain Refer to manufacturer’s maintenance guidelines for specific maintenance Annually Preliminary Water Quality Management Plan (WQMP) “Begonia Village at Route 66” Section 6 Page 39 Section 6 WQMP Attachments 6.1 Site Plan and Drainage Plan The exhibits provided in this section are to illustrate the post construction BMPs prescribed within this WQMP. Drainage flow information of the proposed project, such as general surface flow lines, concrete or other surface drainage conveyances, and storm drain facilities are also depicted. All structural source control and treatment control BMPs are shown as well. Exhibits provided include the following:  WQMP Vicinity Map  WQMP Site Plan  WQMP Receiving Waters Exhibit 6.2 Electronic Data Submittal In addition to hard copies, the WQMP shall also be provided, at minimum, in PDF format. 6.3 Post Construction An Operation and Maintenance Plan has been provided as Form 5-1 of this WQMP. A BMP Maintenance Agreement will be provided as an attachment upon approval of the Final WQMP. 6.4 Other Supporting Documentation The following items are also provided in this Preliminary WQMP:  Educational Materials (included in Final WQMP)  Covenants, Conditions and Restrictions (included in Final WQMP)  Project Hydrology Study  Stormtrap and MWS Details  Project Geotechnical Investigation Preliminary Water Quality Management Plan (WQMP) “Begonia Village at Route 66” Attachment WQMP Vicinity Map Preliminary Water Quality Management Plan (WQMP) “Begonia Village at Route 66” Attachment WQMP Site Plan LEGEND STORMTRAP (40,007 CF TOTAL REQUIRED STORAGE) PROJECT BACKBONE STORM DRAIN SYSTEM MWS VAULT DMA DESIGNATION AND ACRES "BEGONIA VILLAGE AT ROUTE 66" CITY OF FONTANA, CA TRACT BOUNDARY DISCHARGE POINT PROJECT FLOW DIRECTION PRELIMINARY WATER QUALITY MANAGEMENT PLAN SITE PLAN ( 39,207 CF FOR WQ AND 800 CF FOR 10 YR STORM MITIGATION ) DMA 1 - DRAINAGE AREA PROJECT CATCH BASIN PRIVATE WITH BMPSS1 STORM DRAIN STENCILING AND SIGNAGEN14 COMMON AREA CATCH BASIN INSPECTIONMAINTAINED BY CITY Preliminary Water Quality Management Plan (WQMP) “Begonia Village at Route 66” Attachment WQMP Receiving Waters Exhibit Preliminary Water Quality Management Plan (WQMP) “Begonia Village at Route 66” Attachment Educational Materials (Materials to be provided in Final WQMP) 1. BMPs for Homeowner’s Associations, Property managers and Property Owners 2. A Safe Garden 3. Hazardous Waste Centers 4. Household Hazardous Waste Collection Centers 5. Landscape Maintenance 6. Cooking Oil Recycling 7. Pool Discharge Tips 8. Carwash Tips 9. Pick Up After Your Pet 10. A Guide for Equestrian and Livestock Owners 11. Home Painting 12. Concrete Use Preliminary Water Quality Management Plan (WQMP) “Begonia Village at Route 66” Attachment Covenants, Conditions and Restrictions (To be provided in Final WQMP) Preliminary Water Quality Management Plan (WQMP) “Begonia Village at Route 66” Attachment Hydrology Study PRELIMINARY HYDROLOGY ANALYSIS FOR BEGONIA VILLAGE AT ROUTE 66 City of Fontana County of San Bernardino, California August 4, 2021 Prepared for: BEGONIA REAL ESTATE DEVELOPMENT, INC. 300 Spectrum Way, Suite 400 Irvine, CA 92618 Prepared by: Hunsaker & Associate Irvine, Inc. 3 Hughes Irvine, CA 92618 (949)583-1010 PRELIMINARY HYDROLOGY ANALYSIS For BEGONIA VILLAGE AT ROUTE 66 City of Fontana County of San Bernardino, California Prepared Date: 08/04/21 PREPARED UNDER THE SUPERVISION OF: 08/04/2021 Matthew David Mohler, R.C.E. 84160, Exp. 09/30/21 Date: TABLE OF CONTENTS SECTION TITLE 1 INTRODUCTION &DISCUSSION A.PROJECT LOCATION B.STUDY PURPOSE C.METHODOLOGY D.DISCUSSION •Existing Condition •Proposed Condition E.CONCLUSION F.HYDROLOGIC DATA 2 EXISTING CONDITION HYDROLOGY CALCULATIONS 3 PROPOSED CONDITION HYDROLOGY CALCULATIONS 4 10-YEAR STORM UNIT HYDROGRAPH CALCULATIONS 5 PRELIMINARY DESIGN FOR UNDERGROUND DETENTION FACILITY (PROVIDED BY STORMTRAP) IN COMBINATION WITH WATER QUALITY INFILTRATION BMP SECTION 1 INTRODUCTION A. PROJECT LOCATION The proposed project, Begonia Village at Route 66, is currently a vacant land in the City of Fontana. The site has a total area of approximately 10.1 acres. The site is bound to the north by existing residential; to the east by Tokay Avenue; to the south by Foothill Boulevard; and to the west by vacant land; see Vicinity Map for details. B. STUDY PURPOSE The purpose of this study is to provide a hydrology analysis for the flow rates produced from existing and proposed site for comparison purposes. It also serves as the basis for analyzing and designing proposed and required storm drain drainage facilities. The study also demonstrates the mitigation measures (underground detention) to reduce the increased storm runoffs due to the project development to the existing levels. In addition, water quality treatment measures will be proposed to ensure the developed flows to be treated prior to releasing to downstream watercourses. C. METHODOLOGY The hydrology was prepared using the 1986 version of the San Bernardino County Hydrology Manual, and subsequent updates, as incorporated in the Advanced Engineering Software (AES) “RATSC”, “FLOODSC”, and “CH1” program. The classification soil in the project site is Type “B”, based in the Hydrologic Classifications of Soils maps contained in the San Bernardino County Hydrology Manual (Figure C-15) included herein for reference;hydrologic soils ratings are based on a scale of A through D, where A is the most pervious, providing the least runoff. The precipitation data was from the latest NOAA atlas rainfall per City requirements. The rational method was used to calculate the 2-year, 10-year and 100-year storm frequency peak flow rates for a 1- hour storm event.Synthetic Unit Hydrograph Method was used to calculate the storm runoff volumes. The Rational Method Calibration Coefficient was used to adjust the peak flow rates to match the peak flow rates generated by the Rational Method. D. DISCUSSION Existing Condition: Currently, the project site is comprised of vacant and undeveloped land with 100% of the surface area is presently pervious. There are no existing storm drain systems in the vicinity of the project site. The site surface flows in a northeast to southwest direction and conveyed via Foothill Blvd street flows. The surface flows continue along Foothill Blvd in a east to west direction. Detailed hydrology calculations and hydrology maps can be found in Section 2. Proposed Condition: Begonia Real Estate Development, Inc is proposing to construct multi-family residential units in the project site. The proposed development consisting of 13 buildings and one wrap building total approximately 423 units. The project site pervious percentage has reduced from 100% (under existing condition) to approximate 20% (under proposed condition), resulting in the storm runoff volume and peak flow rate increases due to the project developments. In addition to on-site drainage improvements, the proposed project will include the underground storage units for water quality treatment facilities and 10-year storm mitigation and the proposed underground volume will be infiltrated into the ground. There is only one area in the proposed condition. The storm runoffs from the project site were conveyed by the proposed on-site storm drain systems and discharge into the proposed underground facilities for water quality treatments. The water quality treatment facilities are sized for the water quality volume only. When the water quality treatment facilities reach the capacity, the storm runoffs discharge into the underground mitigation facilities where are sized to the 10-year storm volume differences between the existing and proposed conditions. The overflows in excess of the designed underground mitigation facilities will continue via surface flows or parkway culverts by the proposed on-site streets and discharge into Foothill Blvd; similar to existing condition. The hydrology summary with the comparison with existing conditions is illustrated in Table 1. Detailed hydrology calculation and hydrology map for the proposed condition can be found in Section 3. Table 1 Hydrology Analysis Summary Begonia Village at Route 66 City of Fontana Existing Condition Proposed Condition Difference (Proposed-Existing) Area Area 2-yr 10-yr 100-yr Area Area 2-yr 10-yr 100-yr Area 2-yr 10-yr 100-yr (acre)(cfs) (cfs) (cfs)(acre)(cfs) (cfs) (cfs)(acre)(cfs) (cfs) (cfs) Overall Project 10.1 6.4 15.1 27.8 Overall Project 10.1 13.6 23.0 39.2 0.0 7.2 7.9 11.4 Overall 10.1 6.4 15.1 27.8 Overall 10.1 13.6 23.0 39.2 0.0 7.2 7.9 11.4 Unit Hydrograph Analysis As shown from Table 1, the flow rates for proposed condition are all more than the existing condition due to the project developments. The overall flow increase is 7.2 cfs for 2-year storm, 7.9 cfs for 10-year storm and 11.4 cfs for 100-year storm. The site improvement will direct project flows to the proposed storm drain inlets and storm drain pipe systems. The storm drain systems are designed for 10-year storm only. The storm drain systems are discharging into the proposed underground facilities for water quality treatments and mitigation. The mitigation facilities were designed to mitigate the flow runoff volume increases for the 10-year storm due to the project development. The provided underground vault (provided by Stormtrap) is approximately 39,207 ft3 for water quality and 800 ft3 for the 10-year storm mitigation. The overflows from the underground vault will be conveyed with the proposed streets and discharging into Foothill Blvd. Table 1 summarized the unit hydrograph calculations for the existing and proposed condition 10-year storm and detailed calculations can be found in Section 4. The preliminary design for the underground facility (provided by Stormtrap) in combination with the water quality infiltration facility can be found in Section 5. Table 2 10-year Storm Volume Summary Begonia Village at Route 66 City of Fontana Existing Condition Proposed Condition Difference (Proposed- Existing) Area Area 10-yr Storm Area Area 10-yr Storm Area 10-yr Storm (acre) (ac-ft)(cu-ft)(acre) (ac-ft)(cu-ft)(acre) (ac-ft)(cu-ft) Overall Project 10.1 3.1940 139,131 Overall Project 10.1 3.2122 139,923 0.00 0.0182 793 Overall 10.10 3.1940 139,131 Overall 10.10 3.2122 139,923 0.00 0.0182 793 Note: The 10-year volume difference between the existing and proposed conditions will be contained within the proposed underground storage and infiltrated into the ground and the proposed underground storage is about 800 cu-ft. Water Quality: A complete Water Quality Report is present under a separate cover. E. CONCLUSION Begonia Real Estate Development, Inc is proposing to construct multi-family residential units in the project site which is resulting in the storm runoff volume and peak flow rate increases due to the project developments. In order to meet the requirements for Hydrological Conditions of Concern (HCOC) and Low Impacts Developments (LID), the project provides the underground mitigation facilities to infiltrate the 10-year volume differences between the existing and proposed conditions. In addition, water quality treatment measures are proposed to ensure the project water quality flows to be treated prior to releasing to downstream water courses. ^_ Ri C lt t I Vicinity Map Figure 1 ± Basemap Source: ESRI Data, 2004, and USGS/CDFG, 2002. ^_Los Angeles Pacific Ocean AngelesNationalForest Joshua TreeNationalPark MojaveNationalPreserve £¤101 |ÿ60 |ÿ99 |ÿ58|ÿ14 §¨¦805 §¨¦605§¨¦405 §¨¦210 §¨¦215 §¨¦8 §¨¦5 §¨¦15 §¨¦10 §¨¦40 Edwards AirForce Base Fort Irwin Anaheim Barstow CathedralCityCorona Indio Lancaster Murrieta Oceanside Palmdale Riverside Santa Ana Santa Clarita Simi ValleyThousand Oaks TwentyninePalms Victorville02,0001,000 Scale in Feet Subject Property ± Imagery provided by National Geographic Society, Esri and its licensors © 2020. The topographic representation depicted in this map may not portray all of the features currently found inthe vicinity today and/or features depicted in this map may havechanged since the original topographic map was assembled. F. HYDROLOGIC DATA NOAA Atlas 14, Volume 6, Version 2 Location name: Fontana, California, USA* Latitude: 34.1066°, Longitude: -117.4575° Elevation: 1294.93 ft** * source: ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Sarah Dietz, Sarah Heim, Lillian Hiner, Kazungu Maitaria, Deborah Martin, SandraPavlovic, Ishani Roy, Carl Trypaluk, Dale Unruh, Fenglin Yan, Michael Yekta, Tan Zhao, GeoffreyBonnin, Daniel Brewer, Li-Chuan Chen, Tye Parzybok, John Yarchoan NOAA, National Weather Service, Silver Spring, Maryland PF_tabular | PF_graphical | Maps_&_aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Duration Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 5-min 0.119 (0.099‑0.144) 0.156 (0.130‑0.189) 0.206 (0.171‑0.251) 0.249 (0.205‑0.306) 0.308 (0.245‑0.392) 0.356 (0.277‑0.462) 0.406 (0.307‑0.540) 0.459 (0.338‑0.629) 0.535 (0.377‑0.765) 0.596 (0.406‑0.884) 10-min 0.170 (0.142‑0.206) 0.224 (0.186‑0.272) 0.296 (0.245‑0.360) 0.357 (0.293‑0.438) 0.442 (0.351‑0.562) 0.510 (0.396‑0.662) 0.581 (0.441‑0.775) 0.658 (0.485‑0.902) 0.766 (0.541‑1.10) 0.855 (0.582‑1.27) 15-min 0.206 (0.171‑0.249) 0.270 (0.225‑0.328) 0.358 (0.297‑0.436) 0.431 (0.355‑0.530) 0.534 (0.425‑0.679) 0.617 (0.479‑0.801) 0.703 (0.533‑0.937) 0.796 (0.586‑1.09) 0.927 (0.654‑1.33) 1.03 (0.704‑1.53) 30-min 0.307 (0.256‑0.373) 0.404 (0.336‑0.491) 0.535 (0.444‑0.651) 0.645 (0.530‑0.792) 0.799 (0.635‑1.01) 0.922 (0.717‑1.20) 1.05 (0.797‑1.40) 1.19 (0.876‑1.63) 1.39 (0.977‑1.98) 1.55 (1.05‑2.29) 60-min 0.458 (0.381‑0.556) 0.602 (0.501‑0.732) 0.797 (0.661‑0.970) 0.960 (0.790‑1.18) 1.19 (0.946‑1.51) 1.37 (1.07‑1.78) 1.57 (1.19‑2.09) 1.77 (1.31‑2.43) 2.06 (1.46‑2.95) 2.30 (1.57‑3.42) 2-hr 0.697 (0.581‑0.846) 0.907 (0.754‑1.10) 1.18 (0.981‑1.44) 1.41 (1.16‑1.73) 1.72 (1.37‑2.19) 1.97 (1.53‑2.55) 2.22 (1.68‑2.95) 2.48 (1.83‑3.40) 2.85 (2.01‑4.07) 3.14 (2.14‑4.65) 3-hr 0.895 (0.745‑1.09) 1.16 (0.963‑1.41) 1.50 (1.25‑1.83) 1.78 (1.47‑2.19) 2.16 (1.72‑2.75) 2.46 (1.91‑3.19) 2.76 (2.09‑3.67) 3.07 (2.26‑4.21) 3.49 (2.47‑5.00) 3.83 (2.61‑5.68) 6-hr 1.31 (1.09‑1.59) 1.69 (1.41‑2.05) 2.18 (1.81‑2.66) 2.58 (2.12‑3.16) 3.10 (2.46‑3.94) 3.50 (2.72‑4.55) 3.90 (2.96‑5.20) 4.31 (3.17‑5.91) 4.86 (3.43‑6.95) 5.28 (3.60‑7.84) 12-hr 1.76 (1.47‑2.14) 2.29 (1.91‑2.78) 2.96 (2.45‑3.60) 3.49 (2.87‑4.28) 4.18 (3.32‑5.31) 4.69 (3.65‑6.09) 5.20 (3.94‑6.93) 5.71 (4.21‑7.83) 6.38 (4.50‑9.14) 6.89 (4.70‑10.2) 24-hr 2.40 (2.12‑2.77) 3.16 (2.80‑3.65) 4.12 (3.63‑4.76) 4.86 (4.25‑5.67) 5.83 (4.94‑7.03) 6.55 (5.43‑8.05) 7.25 (5.87‑9.13) 7.94 (6.26‑10.3) 8.85 (6.70‑11.9) 9.53 (6.97‑13.3) 2-day 2.92 (2.59‑3.37) 3.94 (3.48‑4.54) 5.23 (4.61‑6.05) 6.25 (5.47‑7.29) 7.60 (6.44‑9.16) 8.61 (7.14‑10.6) 9.62 (7.79‑12.1) 10.6 (8.37‑13.8) 12.0 (9.05‑16.1) 13.0 (9.50‑18.1) 3-day 3.14 (2.78‑3.62) 4.31 (3.81‑4.97) 5.80 (5.12‑6.72) 7.01 (6.14‑8.18) 8.64 (7.32‑10.4) 9.88 (8.19‑12.1) 11.1 (9.01‑14.0) 12.4 (9.77‑16.1) 14.1 (10.7‑19.0) 15.4 (11.3‑21.6) 4-day 3.37 (2.99‑3.89) 4.67 (4.13‑5.39) 6.36 (5.61‑7.36) 7.74 (6.77‑9.02) 9.60 (8.13‑11.6) 11.0 (9.16‑13.6) 12.5 (10.1‑15.7) 14.0 (11.0‑18.1) 16.0 (12.1‑21.6) 17.6 (12.9‑24.6) 7-day 3.84(3.40‑4.42)5.40(4.78‑6.24)7.46(6.58‑8.63)9.14(8.00‑10.7)11.4(9.70‑13.8)13.2(11.0‑16.3)15.1(12.2‑19.0)17.0(13.4‑22.0)19.6(14.8‑26.5)21.7(15.9‑30.2) 10-day 4.16 (3.68‑4.79) 5.90 (5.22‑6.81) 8.21 (7.24‑9.50) 10.1 (8.85‑11.8) 12.7 (10.8‑15.3) 14.8 (12.3‑18.2) 16.9 (13.7‑21.3) 19.1 (15.1‑24.8) 22.2 (16.8‑29.9) 24.6 (18.0‑34.3) 20-day 4.94 (4.37‑5.69) 7.10 (6.28‑8.19) 10.00 (8.82‑11.6) 12.4 (10.9‑14.5) 15.8 (13.4‑19.1) 18.5 (15.4‑22.8) 21.4 (17.3‑26.9) 24.4 (19.2‑31.6) 28.6 (21.6‑38.6) 32.0 (23.4‑44.7) 30-day 5.80 (5.14‑6.69) 8.33 (7.36‑9.61) 11.8 (10.4‑13.6) 14.7 (12.8‑17.1) 18.8 (15.9‑22.7) 22.1 (18.4‑27.2) 25.6 (20.8‑32.3) 29.4 (23.2‑38.1) 34.8 (26.3‑46.9) 39.2 (28.6‑54.7) 45-day 6.92 (6.13‑7.97) 9.81 (8.68‑11.3) 13.8 (12.2‑16.0) 17.2 (15.1‑20.1) 22.1 (18.8‑26.7) 26.1 (21.7‑32.2) 30.4 (24.6‑38.3) 35.1 (27.7‑45.4) 41.8 (31.6‑56.4) 47.4 (34.7‑66.1) 60-day 8.12 (7.19‑9.36) 11.3 (10.0‑13.1) 15.8 (14.0‑18.3) 19.7 (17.3‑23.0) 25.4 (21.5‑30.6) 30.0 (24.9‑36.9) 35.0 (28.4‑44.1) 40.5 (31.9‑52.4) 48.5 (36.7‑65.4) 55.2 (40.4‑77.1) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical Back to Top Maps & aerials Small scale terrain Large scale terrain Large scale map Large scale aerial + – 3km 2mi + – 100km 60mi + – 100km 60mi Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.Questions@noaa.gov Disclaimer + – 100km 60mi SECTION 2 EXISTING CONDITION HYDROLOGY CALCULATIONS A.2-YEAR STORM 1 ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1239 Analysis prepared by: HUNSAKER & ASSOCIATES Irvine,Inc Planning * Engineering * Surveying Three Hughes * Irvine, California 92618 * (949)583-1010 ************************** DESCRIPTION OF STUDY ************************** * Hydrology Study for Begonia Village at Route 66 * * 15926 Foothill Blvd in the City of Fontana * * Existing Condition - 2-year Storm * ************************************************************************** FILE NAME: BVEX2.DAT TIME/DATE OF STUDY: 11:03 06/04/2021 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 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)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 0.6020 *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) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 2 18.0 13.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 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 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 965.00 ELEVATION DATA: UPSTREAM(FEET) = 1310.80 DOWNSTREAM(FEET) = 1295.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 18.670 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.213 SUBAREA Tc AND LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL POOR COVER "BARREN" B 10.10 0.50 1.000 72 18.67 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.50 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA RUNOFF(CFS) = 6.44 TOTAL AREA(ACRES) = 10.10 PEAK FLOW RATE(CFS) = 6.44 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 10.1 TC(MIN.) = 18.67 EFFECTIVE AREA(ACRES) = 10.10 AREA-AVERAGED Fm(INCH/HR)= 0.50 AREA-AVERAGED Fp(INCH/HR) = 0.50 AREA-AVERAGED Ap = 1.000 PEAK FLOW RATE(CFS) = 6.44 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS B.10-YEAR STORM 1 ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1239 Analysis prepared by: HUNSAKER & ASSOCIATES Irvine,Inc Planning * Engineering * Surveying Three Hughes * Irvine, California 92618 * (949)583-1010 ************************** DESCRIPTION OF STUDY ************************** * Hydrology Study for Begonia Village at Route 66 * * 15926 Foothill Blvd in the City of Fontana * * Existing Condition - 10-year Storm * ************************************************************************** FILE NAME: BVEX10.DAT TIME/DATE OF STUDY: 11:07 06/04/2021 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 0.9600 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 2 18.0 13.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 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 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 965.00 ELEVATION DATA: UPSTREAM(FEET) = 1310.80 DOWNSTREAM(FEET) = 1295.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 18.670 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.934 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL POOR COVER "BARREN" B 10.10 0.27 1.000 86 18.67 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA RUNOFF(CFS) = 15.11 TOTAL AREA(ACRES) = 10.10 PEAK FLOW RATE(CFS) = 15.11 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 10.1 TC(MIN.) = 18.67 EFFECTIVE AREA(ACRES) = 10.10 AREA-AVERAGED Fm(INCH/HR)= 0.27 AREA-AVERAGED Fp(INCH/HR) = 0.27 AREA-AVERAGED Ap = 1.000 PEAK FLOW RATE(CFS) = 15.11 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS C.100-YEAR STORM 1 ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1239 Analysis prepared by: HUNSAKER & ASSOCIATES Irvine,Inc Planning * Engineering * Surveying Three Hughes * Irvine, California 92618 * (949)583-1010 ************************** DESCRIPTION OF STUDY ************************** * Hydrology Study for Begonia Village at Route 66 * * 15926 Foothill Blvd in the City of Fontana * * Existing COndition - 100-year Storm * ************************************************************************** FILE NAME: BVEX100.DAT TIME/DATE OF STUDY: 15:41 06/21/2021 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.5700 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 2 18.0 13.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 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 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 965.00 ELEVATION DATA: UPSTREAM(FEET) = 1310.80 DOWNSTREAM(FEET) = 1295.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 18.670 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.163 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL POOR COVER "BARREN" B 10.10 0.11 1.000 97 18.67 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.11 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA RUNOFF(CFS) = 27.79 TOTAL AREA(ACRES) = 10.10 PEAK FLOW RATE(CFS) = 27.79 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 10.1 TC(MIN.) = 18.67 EFFECTIVE AREA(ACRES) = 10.10 AREA-AVERAGED Fm(INCH/HR)= 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.11 AREA-AVERAGED Ap = 1.000 PEAK FLOW RATE(CFS) = 27.79 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS Α∆ΦΝΜΗ≅ Θ∆≅Κ ∆ΡΣ≅Σ∆ Χ∆Υ∆ΚΝΟΛ∆ΜΣ+ ΗΜΒ 2// ΡΟ∆ΒΣΘΤΛ ς≅Ξ+ ΡΤΗΣ∆ 3// ΗΘΥΗΜ∆+ Β≅ 81507 SECTION 3 PROPOSED CONDITION HYDROLOGY CALCULATIONS A.2-YEAR STORM 1 ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1239 Analysis prepared by: HUNSAKER & ASSOCIATES Irvine,Inc Planning * Engineering * Surveying Three Hughes * Irvine, California 92618 * (949)583-1010 ************************** DESCRIPTION OF STUDY ************************** * Hydrology Study for Begonia Village at Route 66 * * 15926 Foothill Blvd in the City of Fontana * * Proposed Condition - 2-year Storm * ************************************************************************** FILE NAME: BVPROP2.DAT TIME/DATE OF STUDY: 15:59 06/08/2021 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 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)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 0.6020 *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) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 2 18.0 13.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 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 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 110.00 ELEVATION DATA: UPSTREAM(FEET) = 1311.00 DOWNSTREAM(FEET) = 1306.80 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.674 SUBAREA Tc AND LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) APARTMENTS B 0.43 0.94 0.200 36 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 0.96 TOTAL AREA(ACRES) = 0.43 PEAK FLOW RATE(CFS) = 0.96 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1306.80 DOWNSTREAM(FEET) = 1306.00 FLOW LENGTH(FEET) = 155.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 2.82 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.96 PIPE TRAVEL TIME(MIN.) = 0.92 Tc(MIN.) = 5.92 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 265.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 5.92 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.417 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 0.36 0.94 0.200 36 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.36 SUBAREA RUNOFF(CFS) = 0.72 EFFECTIVE AREA(ACRES) = 0.79 AREA-AVERAGED Fm(INCH/HR) = 0.19 AREA-AVERAGED Fp(INCH/HR) = 0.94 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 1.58 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< 2 >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1306.00 DOWNSTREAM(FEET) = 1305.70 FLOW LENGTH(FEET) = 35.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.90 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.58 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 6.06 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 300.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 6.06 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.381 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 0.11 0.94 0.200 36 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.11 SUBAREA RUNOFF(CFS) = 0.22 EFFECTIVE AREA(ACRES) = 0.90 AREA-AVERAGED Fm(INCH/HR) = 0.19 AREA-AVERAGED Fp(INCH/HR) = 0.94 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 0.9 PEAK FLOW RATE(CFS) = 1.78 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1305.70 DOWNSTREAM(FEET) = 1305.20 FLOW LENGTH(FEET) = 125.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.06 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.78 PIPE TRAVEL TIME(MIN.) = 0.68 Tc(MIN.) = 6.74 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 425.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 6.74 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.234 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 1.06 0.94 0.200 36 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 1.06 SUBAREA RUNOFF(CFS) = 1.95 EFFECTIVE AREA(ACRES) = 1.96 AREA-AVERAGED Fm(INCH/HR) = 0.19 AREA-AVERAGED Fp(INCH/HR) = 0.94 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 2.0 PEAK FLOW RATE(CFS) = 3.61 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1305.20 DOWNSTREAM(FEET) = 1304.70 FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.36 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.61 PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 7.05 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 15.00 = 505.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 7.05 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.175 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 0.43 0.94 0.200 36 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.43 SUBAREA RUNOFF(CFS) = 0.77 EFFECTIVE AREA(ACRES) = 2.39 AREA-AVERAGED Fm(INCH/HR) = 0.19 AREA-AVERAGED Fp(INCH/HR) = 0.94 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 2.4 PEAK FLOW RATE(CFS) = 4.27 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 7.05 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.175 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 0.35 0.94 0.200 36 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.35 SUBAREA RUNOFF(CFS) = 0.63 3 EFFECTIVE AREA(ACRES) = 2.74 AREA-AVERAGED Fm(INCH/HR) = 0.19 AREA-AVERAGED Fp(INCH/HR) = 0.94 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 2.7 PEAK FLOW RATE(CFS) = 4.90 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1304.70 DOWNSTREAM(FEET) = 1304.20 FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.59 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.90 PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 7.36 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 16.00 = 590.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 7.36 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.120 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 0.09 0.94 0.200 36 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.09 SUBAREA RUNOFF(CFS) = 0.16 EFFECTIVE AREA(ACRES) = 2.83 AREA-AVERAGED Fm(INCH/HR) = 0.19 AREA-AVERAGED Fp(INCH/HR) = 0.94 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 2.8 PEAK FLOW RATE(CFS) = 4.92 **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1304.20 DOWNSTREAM(FEET) = 1304.00 FLOW LENGTH(FEET) = 35.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.54 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.92 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 7.49 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 17.00 = 625.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 7.49 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.098 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 0.44 0.94 0.200 36 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.44 SUBAREA RUNOFF(CFS) = 0.76 EFFECTIVE AREA(ACRES) = 3.27 AREA-AVERAGED Fm(INCH/HR) = 0.19 AREA-AVERAGED Fp(INCH/HR) = 0.94 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 3.3 PEAK FLOW RATE(CFS) = 5.62 **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 7.49 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.098 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 0.38 0.94 0.200 36 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.38 SUBAREA RUNOFF(CFS) = 0.65 EFFECTIVE AREA(ACRES) = 3.65 AREA-AVERAGED Fm(INCH/HR) = 0.19 AREA-AVERAGED Fp(INCH/HR) = 0.94 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 3.7 PEAK FLOW RATE(CFS) = 6.27 **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 7.49 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.098 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 0.25 0.94 0.200 36 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.25 SUBAREA RUNOFF(CFS) = 0.43 EFFECTIVE AREA(ACRES) = 3.90 AREA-AVERAGED Fm(INCH/HR) = 0.19 AREA-AVERAGED Fp(INCH/HR) = 0.94 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 3.9 PEAK FLOW RATE(CFS) = 6.70 **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 7.49 4 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.098 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 0.22 0.94 0.200 36 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.22 SUBAREA RUNOFF(CFS) = 0.38 EFFECTIVE AREA(ACRES) = 4.12 AREA-AVERAGED Fm(INCH/HR) = 0.19 AREA-AVERAGED Fp(INCH/HR) = 0.94 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 4.1 PEAK FLOW RATE(CFS) = 7.08 **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 27.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1304.00 DOWNSTREAM(FEET) = 1301.50 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.11 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.08 PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 7.73 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 27.00 = 745.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.73 RAINFALL INTENSITY(INCH/HR) = 2.06 AREA-AVERAGED Fm(INCH/HR) = 0.19 AREA-AVERAGED Fp(INCH/HR) = 0.94 AREA-AVERAGED Ap = 0.20 EFFECTIVE STREAM AREA(ACRES) = 4.12 TOTAL STREAM AREA(ACRES) = 4.12 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.08 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 440.00 ELEVATION DATA: UPSTREAM(FEET) = 1305.60 DOWNSTREAM(FEET) = 1303.40 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.669 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.697 SUBAREA Tc AND LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) APARTMENTS B 1.30 0.94 0.200 36 10.67 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 1.76 TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 1.76 **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1303.40 DOWNSTREAM(FEET) = 1303.00 FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.39 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.76 PIPE TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 11.04 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 22.00 = 515.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 11.04 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.662 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 0.42 0.94 0.200 36 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.42 SUBAREA RUNOFF(CFS) = 0.56 EFFECTIVE AREA(ACRES) = 1.72 AREA-AVERAGED Fm(INCH/HR) = 0.19 AREA-AVERAGED Fp(INCH/HR) = 0.94 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 1.7 PEAK FLOW RATE(CFS) = 2.28 **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 11.04 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.662 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 0.36 0.94 0.200 36 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 5 SUBAREA AREA(ACRES) = 0.36 SUBAREA RUNOFF(CFS) = 0.48 EFFECTIVE AREA(ACRES) = 2.08 AREA-AVERAGED Fm(INCH/HR) = 0.19 AREA-AVERAGED Fp(INCH/HR) = 0.94 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 2.1 PEAK FLOW RATE(CFS) = 2.76 **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1303.00 DOWNSTREAM(FEET) = 1302.90 FLOW LENGTH(FEET) = 15.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.16 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.76 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 11.10 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 23.00 = 530.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 11.10 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.657 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 1.11 0.94 0.200 36 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 1.11 SUBAREA RUNOFF(CFS) = 1.47 EFFECTIVE AREA(ACRES) = 3.19 AREA-AVERAGED Fm(INCH/HR) = 0.19 AREA-AVERAGED Fp(INCH/HR) = 0.94 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 3.2 PEAK FLOW RATE(CFS) = 4.22 **************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1302.90 DOWNSTREAM(FEET) = 1301.90 FLOW LENGTH(FEET) = 190.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.25 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.22 PIPE TRAVEL TIME(MIN.) = 0.74 Tc(MIN.) = 11.84 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 24.00 = 720.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 11.84 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.594 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 0.44 0.94 0.200 36 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.44 SUBAREA RUNOFF(CFS) = 0.56 EFFECTIVE AREA(ACRES) = 3.63 AREA-AVERAGED Fm(INCH/HR) = 0.19 AREA-AVERAGED Fp(INCH/HR) = 0.94 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 3.6 PEAK FLOW RATE(CFS) = 4.59 **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 11.84 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.594 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 0.35 0.94 0.200 36 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.35 SUBAREA RUNOFF(CFS) = 0.44 EFFECTIVE AREA(ACRES) = 3.98 AREA-AVERAGED Fm(INCH/HR) = 0.19 AREA-AVERAGED Fp(INCH/HR) = 0.94 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 4.0 PEAK FLOW RATE(CFS) = 5.03 **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1301.90 DOWNSTREAM(FEET) = 1301.80 FLOW LENGTH(FEET) = 15.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.85 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.03 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 11.89 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 25.00 = 735.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 11.89 6 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.590 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 0.25 0.94 0.200 36 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.25 SUBAREA RUNOFF(CFS) = 0.32 EFFECTIVE AREA(ACRES) = 4.23 AREA-AVERAGED Fm(INCH/HR) = 0.19 AREA-AVERAGED Fp(INCH/HR) = 0.94 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 4.2 PEAK FLOW RATE(CFS) = 5.33 **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1301.80 DOWNSTREAM(FEET) = 1301.70 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.39 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.33 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 11.97 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 26.00 = 755.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 11.97 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.583 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 0.62 0.94 0.200 36 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.62 SUBAREA RUNOFF(CFS) = 0.78 EFFECTIVE AREA(ACRES) = 4.85 AREA-AVERAGED Fm(INCH/HR) = 0.19 AREA-AVERAGED Fp(INCH/HR) = 0.94 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 4.8 PEAK FLOW RATE(CFS) = 6.09 **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 11.97 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.583 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 0.69 0.94 0.200 36 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.69 SUBAREA RUNOFF(CFS) = 0.87 EFFECTIVE AREA(ACRES) = 5.54 AREA-AVERAGED Fm(INCH/HR) = 0.19 AREA-AVERAGED Fp(INCH/HR) = 0.94 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 5.5 PEAK FLOW RATE(CFS) = 6.96 **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 11.97 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.583 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 0.24 0.94 0.200 36 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.24 SUBAREA RUNOFF(CFS) = 0.30 EFFECTIVE AREA(ACRES) = 5.78 AREA-AVERAGED Fm(INCH/HR) = 0.19 AREA-AVERAGED Fp(INCH/HR) = 0.94 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 5.8 PEAK FLOW RATE(CFS) = 7.26 **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 11.97 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.583 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 0.21 0.94 0.200 36 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.21 SUBAREA RUNOFF(CFS) = 0.26 EFFECTIVE AREA(ACRES) = 5.99 AREA-AVERAGED Fm(INCH/HR) = 0.19 AREA-AVERAGED Fp(INCH/HR) = 0.94 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 6.0 PEAK FLOW RATE(CFS) = 7.52 **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1301.70 DOWNSTREAM(FEET) = 1301.50 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.22 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.52 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 12.07 7 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 27.00 = 785.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.07 RAINFALL INTENSITY(INCH/HR) = 1.58 AREA-AVERAGED Fm(INCH/HR) = 0.19 AREA-AVERAGED Fp(INCH/HR) = 0.94 AREA-AVERAGED Ap = 0.20 EFFECTIVE STREAM AREA(ACRES) = 5.99 TOTAL STREAM AREA(ACRES) = 5.99 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.52 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 7.08 7.73 2.058 0.94( 0.19) 0.20 4.1 10.00 2 7.52 12.07 1.576 0.94( 0.19) 0.20 6.0 20.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 13.58 7.73 2.058 0.94( 0.19) 0.20 8.0 10.00 2 12.78 12.07 1.576 0.94( 0.19) 0.20 10.1 20.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.58 Tc(MIN.) = 7.73 EFFECTIVE AREA(ACRES) = 7.96 AREA-AVERAGED Fm(INCH/HR) = 0.19 AREA-AVERAGED Fp(INCH/HR) = 0.94 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 10.1 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 27.00 = 785.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 10.1 TC(MIN.) = 7.73 EFFECTIVE AREA(ACRES) = 7.96 AREA-AVERAGED Fm(INCH/HR)= 0.19 AREA-AVERAGED Fp(INCH/HR) = 0.94 AREA-AVERAGED Ap = 0.200 PEAK FLOW RATE(CFS) = 13.58 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 13.58 7.73 2.058 0.94( 0.19) 0.20 8.0 10.00 2 12.78 12.07 1.576 0.94( 0.19) 0.20 10.1 20.00 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS B.10-YEAR STORM 1 ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1239 Analysis prepared by: HUNSAKER & ASSOCIATES Irvine,Inc Planning * Engineering * Surveying Three Hughes * Irvine, California 92618 * (949)583-1010 ************************** DESCRIPTION OF STUDY ************************** * Hydrology Study for Begonia Village at Route 66 * * 15926 Foothill Blvd in the City of Fontana * * Proposed Condition - 10-year Storm * ************************************************************************** FILE NAME: BVPROP10.DAT TIME/DATE OF STUDY: 16:01 06/08/2021 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 0.9600 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 2 18.0 13.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 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 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 110.00 ELEVATION DATA: UPSTREAM(FEET) = 1311.00 DOWNSTREAM(FEET) = 1306.80 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 4.264 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) APARTMENTS B 0.43 0.75 0.200 56 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 1.59 TOTAL AREA(ACRES) = 0.43 PEAK FLOW RATE(CFS) = 1.59 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1306.80 DOWNSTREAM(FEET) = 1306.00 FLOW LENGTH(FEET) = 155.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.26 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.59 PIPE TRAVEL TIME(MIN.) = 0.79 Tc(MIN.) = 5.79 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 265.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 5.79 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.904 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 0.36 0.75 0.200 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.36 SUBAREA RUNOFF(CFS) = 1.22 EFFECTIVE AREA(ACRES) = 0.79 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 2.67 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< 2 >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1306.00 DOWNSTREAM(FEET) = 1305.70 FLOW LENGTH(FEET) = 35.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.52 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.67 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 5.92 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 300.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 5.92 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.852 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 0.11 0.75 0.200 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.11 SUBAREA RUNOFF(CFS) = 0.37 EFFECTIVE AREA(ACRES) = 0.90 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 0.9 PEAK FLOW RATE(CFS) = 3.00 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1305.70 DOWNSTREAM(FEET) = 1305.20 FLOW LENGTH(FEET) = 125.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.52 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.00 PIPE TRAVEL TIME(MIN.) = 0.59 Tc(MIN.) = 6.51 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 425.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 6.51 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.638 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 1.06 0.75 0.200 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 1.06 SUBAREA RUNOFF(CFS) = 3.33 EFFECTIVE AREA(ACRES) = 1.96 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 2.0 PEAK FLOW RATE(CFS) = 6.15 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1305.20 DOWNSTREAM(FEET) = 1304.70 FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.93 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.15 PIPE TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = 6.78 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 15.00 = 505.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 6.78 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.551 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 0.43 0.75 0.200 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.43 SUBAREA RUNOFF(CFS) = 1.32 EFFECTIVE AREA(ACRES) = 2.39 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 2.4 PEAK FLOW RATE(CFS) = 7.32 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 6.78 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.551 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 0.35 0.75 0.200 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.35 SUBAREA RUNOFF(CFS) = 1.07 EFFECTIVE AREA(ACRES) = 2.74 AREA-AVERAGED Fm(INCH/HR) = 0.15 3 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 2.7 PEAK FLOW RATE(CFS) = 8.39 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1304.70 DOWNSTREAM(FEET) = 1304.20 FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.23 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.39 PIPE TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = 7.05 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 16.00 = 590.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 7.05 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.468 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 0.09 0.75 0.200 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.09 SUBAREA RUNOFF(CFS) = 0.27 EFFECTIVE AREA(ACRES) = 2.83 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 2.8 PEAK FLOW RATE(CFS) = 8.45 **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1304.20 DOWNSTREAM(FEET) = 1304.00 FLOW LENGTH(FEET) = 35.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.18 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.45 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 7.17 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 17.00 = 625.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 7.17 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.435 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 0.44 0.75 0.200 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.44 SUBAREA RUNOFF(CFS) = 1.30 EFFECTIVE AREA(ACRES) = 3.27 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 3.3 PEAK FLOW RATE(CFS) = 9.67 **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 7.17 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.435 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 0.38 0.75 0.200 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.38 SUBAREA RUNOFF(CFS) = 1.12 EFFECTIVE AREA(ACRES) = 3.65 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 3.7 PEAK FLOW RATE(CFS) = 10.79 **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 7.17 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.435 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 0.25 0.75 0.200 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.25 SUBAREA RUNOFF(CFS) = 0.74 EFFECTIVE AREA(ACRES) = 3.90 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 3.9 PEAK FLOW RATE(CFS) = 11.53 **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 7.17 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.435 4 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 0.22 0.75 0.200 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.22 SUBAREA RUNOFF(CFS) = 0.65 EFFECTIVE AREA(ACRES) = 4.12 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 4.1 PEAK FLOW RATE(CFS) = 12.18 **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 27.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1304.00 DOWNSTREAM(FEET) = 1301.50 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.13 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.18 PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 7.39 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 27.00 = 745.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.39 RAINFALL INTENSITY(INCH/HR) = 3.37 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.20 EFFECTIVE STREAM AREA(ACRES) = 4.12 TOTAL STREAM AREA(ACRES) = 4.12 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.18 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 440.00 ELEVATION DATA: UPSTREAM(FEET) = 1305.60 DOWNSTREAM(FEET) = 1303.40 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.669 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.706 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) APARTMENTS B 1.30 0.75 0.200 56 10.67 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 2.99 TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 2.99 **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1303.40 DOWNSTREAM(FEET) = 1303.00 FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.92 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.99 PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 10.99 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 22.00 = 515.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 10.99 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.658 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 0.42 0.75 0.200 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.42 SUBAREA RUNOFF(CFS) = 0.95 EFFECTIVE AREA(ACRES) = 1.72 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 1.7 PEAK FLOW RATE(CFS) = 3.88 **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 10.99 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.658 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 0.36 0.75 0.200 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.36 SUBAREA RUNOFF(CFS) = 0.81 EFFECTIVE AREA(ACRES) = 2.08 AREA-AVERAGED Fm(INCH/HR) = 0.15 5 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 2.1 PEAK FLOW RATE(CFS) = 4.70 **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1303.00 DOWNSTREAM(FEET) = 1302.90 FLOW LENGTH(FEET) = 15.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.77 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.70 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 11.04 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 23.00 = 530.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 11.04 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.651 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 1.11 0.75 0.200 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 1.11 SUBAREA RUNOFF(CFS) = 2.50 EFFECTIVE AREA(ACRES) = 3.19 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 3.2 PEAK FLOW RATE(CFS) = 7.18 **************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1302.90 DOWNSTREAM(FEET) = 1301.90 FLOW LENGTH(FEET) = 190.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.66 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.18 PIPE TRAVEL TIME(MIN.) = 0.68 Tc(MIN.) = 11.72 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 24.00 = 720.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 11.72 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.557 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 0.44 0.75 0.200 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.44 SUBAREA RUNOFF(CFS) = 0.95 EFFECTIVE AREA(ACRES) = 3.63 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 3.6 PEAK FLOW RATE(CFS) = 7.87 **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 11.72 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.557 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 0.35 0.75 0.200 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.35 SUBAREA RUNOFF(CFS) = 0.76 EFFECTIVE AREA(ACRES) = 3.98 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 4.0 PEAK FLOW RATE(CFS) = 8.62 **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1301.90 DOWNSTREAM(FEET) = 1301.80 FLOW LENGTH(FEET) = 15.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.52 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.62 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 11.77 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 25.00 = 735.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 11.77 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.552 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS 6 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 0.25 0.75 0.200 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.25 SUBAREA RUNOFF(CFS) = 0.54 EFFECTIVE AREA(ACRES) = 4.23 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 4.2 PEAK FLOW RATE(CFS) = 9.14 **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1301.80 DOWNSTREAM(FEET) = 1301.70 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.97 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.14 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 11.83 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 26.00 = 755.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 11.83 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.543 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 0.62 0.75 0.200 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.62 SUBAREA RUNOFF(CFS) = 1.34 EFFECTIVE AREA(ACRES) = 4.85 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 4.8 PEAK FLOW RATE(CFS) = 10.45 **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 11.83 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.543 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 0.69 0.75 0.200 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.69 SUBAREA RUNOFF(CFS) = 1.49 EFFECTIVE AREA(ACRES) = 5.54 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 5.5 PEAK FLOW RATE(CFS) = 11.93 **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 11.83 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.543 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 0.24 0.75 0.200 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.24 SUBAREA RUNOFF(CFS) = 0.52 EFFECTIVE AREA(ACRES) = 5.78 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 5.8 PEAK FLOW RATE(CFS) = 12.45 **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 11.83 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.543 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 0.21 0.75 0.200 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.21 SUBAREA RUNOFF(CFS) = 0.45 EFFECTIVE AREA(ACRES) = 5.99 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 6.0 PEAK FLOW RATE(CFS) = 12.90 **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1301.70 DOWNSTREAM(FEET) = 1301.50 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.10 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.90 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 11.91 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 27.00 = 785.00 FEET. **************************************************************************** 7 FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.91 RAINFALL INTENSITY(INCH/HR) = 2.53 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.20 EFFECTIVE STREAM AREA(ACRES) = 5.99 TOTAL STREAM AREA(ACRES) = 5.99 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.90 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 12.18 7.39 3.374 0.75( 0.15) 0.20 4.1 10.00 2 12.90 11.91 2.532 0.75( 0.15) 0.20 6.0 20.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 23.01 7.39 3.374 0.75( 0.15) 0.20 7.8 10.00 2 21.91 11.91 2.532 0.75( 0.15) 0.20 10.1 20.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 23.01 Tc(MIN.) = 7.39 EFFECTIVE AREA(ACRES) = 7.83 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 10.1 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 27.00 = 785.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 10.1 TC(MIN.) = 7.39 EFFECTIVE AREA(ACRES) = 7.83 AREA-AVERAGED Fm(INCH/HR)= 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.200 PEAK FLOW RATE(CFS) = 23.01 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 23.01 7.39 3.374 0.75( 0.15) 0.20 7.8 10.00 2 21.91 11.91 2.532 0.75( 0.15) 0.20 10.1 20.00 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS C.100-YEAR STORM 1 ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1239 Analysis prepared by: HUNSAKER & ASSOCIATES Irvine,Inc Planning * Engineering * Surveying Three Hughes * Irvine, California 92618 * (949)583-1010 ************************** DESCRIPTION OF STUDY ************************** * Hydrology Study for Begonia Village at Route 66 * * 15926 Foothill Blvd in the City of Fontana * * Proposed Condition - 100-year Storm * ************************************************************************** FILE NAME: BVPROP.DAT TIME/DATE OF STUDY: 15:36 06/21/2021 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.5700 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 2 18.0 13.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 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 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 110.00 ELEVATION DATA: UPSTREAM(FEET) = 1311.00 DOWNSTREAM(FEET) = 1306.80 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.973 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) APARTMENTS B 0.43 0.42 0.200 76 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 2.67 TOTAL AREA(ACRES) = 0.43 PEAK FLOW RATE(CFS) = 2.67 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1306.80 DOWNSTREAM(FEET) = 1306.00 FLOW LENGTH(FEET) = 155.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.75 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.67 PIPE TRAVEL TIME(MIN.) = 0.69 Tc(MIN.) = 5.69 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 265.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 5.69 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.454 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 0.36 0.42 0.200 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.36 SUBAREA RUNOFF(CFS) = 2.06 EFFECTIVE AREA(ACRES) = 0.79 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 4.53 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< 2 >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1306.00 DOWNSTREAM(FEET) = 1305.70 FLOW LENGTH(FEET) = 35.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.20 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.53 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 5.80 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 300.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 5.80 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.379 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 0.11 0.42 0.200 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.11 SUBAREA RUNOFF(CFS) = 0.62 EFFECTIVE AREA(ACRES) = 0.90 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 0.9 PEAK FLOW RATE(CFS) = 5.10 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1305.70 DOWNSTREAM(FEET) = 1305.20 FLOW LENGTH(FEET) = 125.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.97 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.10 PIPE TRAVEL TIME(MIN.) = 0.52 Tc(MIN.) = 6.33 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 425.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 6.33 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.056 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 1.06 0.42 0.200 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 1.06 SUBAREA RUNOFF(CFS) = 5.70 EFFECTIVE AREA(ACRES) = 1.96 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 2.0 PEAK FLOW RATE(CFS) = 10.53 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1305.20 DOWNSTREAM(FEET) = 1304.70 FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.58 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.53 PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 6.56 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 15.00 = 505.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 6.56 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.922 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 0.43 0.42 0.200 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.43 SUBAREA RUNOFF(CFS) = 2.26 EFFECTIVE AREA(ACRES) = 2.39 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 2.4 PEAK FLOW RATE(CFS) = 12.56 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 6.56 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.922 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 0.35 0.42 0.200 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.35 SUBAREA RUNOFF(CFS) = 1.84 EFFECTIVE AREA(ACRES) = 2.74 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.20 3 TOTAL AREA(ACRES) = 2.7 PEAK FLOW RATE(CFS) = 14.40 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1304.70 DOWNSTREAM(FEET) = 1304.20 FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.90 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.40 PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 6.80 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 16.00 = 590.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 6.80 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.796 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 0.09 0.42 0.200 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.09 SUBAREA RUNOFF(CFS) = 0.46 EFFECTIVE AREA(ACRES) = 2.83 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 2.8 PEAK FLOW RATE(CFS) = 14.55 **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1304.20 DOWNSTREAM(FEET) = 1304.00 FLOW LENGTH(FEET) = 35.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.84 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.55 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 6.90 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 17.00 = 625.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 6.90 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.746 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 0.44 0.42 0.200 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.44 SUBAREA RUNOFF(CFS) = 2.24 EFFECTIVE AREA(ACRES) = 3.27 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 3.3 PEAK FLOW RATE(CFS) = 16.66 **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 6.90 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.746 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 0.38 0.42 0.200 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.38 SUBAREA RUNOFF(CFS) = 1.94 EFFECTIVE AREA(ACRES) = 3.65 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 3.7 PEAK FLOW RATE(CFS) = 18.60 **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 6.90 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.746 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 0.25 0.42 0.200 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.25 SUBAREA RUNOFF(CFS) = 1.27 EFFECTIVE AREA(ACRES) = 3.90 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 3.9 PEAK FLOW RATE(CFS) = 19.87 **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 6.90 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.746 SUBAREA LOSS RATE DATA(AMC III): 4 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 0.22 0.42 0.200 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.22 SUBAREA RUNOFF(CFS) = 1.12 EFFECTIVE AREA(ACRES) = 4.12 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 4.1 PEAK FLOW RATE(CFS) = 20.99 **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 27.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1304.00 DOWNSTREAM(FEET) = 1301.50 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.28 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.99 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 7.10 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 27.00 = 745.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.10 RAINFALL INTENSITY(INCH/HR) = 5.65 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.20 EFFECTIVE STREAM AREA(ACRES) = 4.12 TOTAL STREAM AREA(ACRES) = 4.12 PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.99 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 440.00 ELEVATION DATA: UPSTREAM(FEET) = 1305.60 DOWNSTREAM(FEET) = 1303.40 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.669 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.425 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) APARTMENTS B 1.30 0.42 0.200 76 10.67 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 5.08 TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 5.08 **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1303.40 DOWNSTREAM(FEET) = 1303.00 FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.45 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.08 PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 10.95 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 22.00 = 515.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 10.95 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.357 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 0.42 0.42 0.200 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.42 SUBAREA RUNOFF(CFS) = 1.61 EFFECTIVE AREA(ACRES) = 1.72 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 1.7 PEAK FLOW RATE(CFS) = 6.61 **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 10.95 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.357 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 0.36 0.42 0.200 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.36 SUBAREA RUNOFF(CFS) = 1.38 EFFECTIVE AREA(ACRES) = 2.08 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 2.1 PEAK FLOW RATE(CFS) = 8.00 5 **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1303.00 DOWNSTREAM(FEET) = 1302.90 FLOW LENGTH(FEET) = 15.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.25 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.00 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 11.00 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 23.00 = 530.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 11.00 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.345 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 1.11 0.42 0.200 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 1.11 SUBAREA RUNOFF(CFS) = 4.26 EFFECTIVE AREA(ACRES) = 3.19 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 3.2 PEAK FLOW RATE(CFS) = 12.23 **************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1302.90 DOWNSTREAM(FEET) = 1301.90 FLOW LENGTH(FEET) = 190.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.49 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.23 PIPE TRAVEL TIME(MIN.) = 0.58 Tc(MIN.) = 11.57 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 24.00 = 720.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 11.57 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.214 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 0.44 0.42 0.200 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.44 SUBAREA RUNOFF(CFS) = 1.64 EFFECTIVE AREA(ACRES) = 3.63 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 3.6 PEAK FLOW RATE(CFS) = 13.49 **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 11.57 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.214 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 0.35 0.42 0.200 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.35 SUBAREA RUNOFF(CFS) = 1.30 EFFECTIVE AREA(ACRES) = 3.98 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 4.0 PEAK FLOW RATE(CFS) = 14.79 **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1301.90 DOWNSTREAM(FEET) = 1301.80 FLOW LENGTH(FEET) = 15.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.25 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.79 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 11.61 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 25.00 = 735.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 11.61 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.205 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 0.25 0.42 0.200 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 6 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.25 SUBAREA RUNOFF(CFS) = 0.93 EFFECTIVE AREA(ACRES) = 4.23 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 4.2 PEAK FLOW RATE(CFS) = 15.69 **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1301.80 DOWNSTREAM(FEET) = 1301.70 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.74 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.69 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 11.67 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 26.00 = 755.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 11.67 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.193 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 0.62 0.42 0.200 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.62 SUBAREA RUNOFF(CFS) = 2.29 EFFECTIVE AREA(ACRES) = 4.85 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 4.8 PEAK FLOW RATE(CFS) = 17.93 **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 11.67 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.193 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 0.69 0.42 0.200 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.69 SUBAREA RUNOFF(CFS) = 2.55 EFFECTIVE AREA(ACRES) = 5.54 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 5.5 PEAK FLOW RATE(CFS) = 20.48 **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 11.67 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.193 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 0.24 0.42 0.200 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.24 SUBAREA RUNOFF(CFS) = 0.89 EFFECTIVE AREA(ACRES) = 5.78 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 5.8 PEAK FLOW RATE(CFS) = 21.37 **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 11.67 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.193 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS B 0.21 0.42 0.200 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.21 SUBAREA RUNOFF(CFS) = 0.78 EFFECTIVE AREA(ACRES) = 5.99 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 6.0 PEAK FLOW RATE(CFS) = 22.15 **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1301.70 DOWNSTREAM(FEET) = 1301.50 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.85 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 22.15 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 11.75 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 27.00 = 785.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 7 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.75 RAINFALL INTENSITY(INCH/HR) = 4.18 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.20 EFFECTIVE STREAM AREA(ACRES) = 5.99 TOTAL STREAM AREA(ACRES) = 5.99 PEAK FLOW RATE(CFS) AT CONFLUENCE = 22.15 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 20.99 7.10 5.651 0.42( 0.08) 0.20 4.1 10.00 2 22.15 11.75 4.177 0.42( 0.08) 0.20 6.0 20.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 39.19 7.10 5.651 0.42( 0.08) 0.20 7.7 10.00 2 37.58 11.75 4.177 0.42( 0.08) 0.20 10.1 20.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 39.19 Tc(MIN.) = 7.10 EFFECTIVE AREA(ACRES) = 7.74 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 10.1 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 27.00 = 785.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 10.1 TC(MIN.) = 7.10 EFFECTIVE AREA(ACRES) = 7.74 AREA-AVERAGED Fm(INCH/HR)= 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.42 AREA-AVERAGED Ap = 0.200 PEAK FLOW RATE(CFS) = 39.19 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 39.19 7.10 5.651 0.42( 0.08) 0.20 7.7 10.00 2 37.58 11.75 4.177 0.42( 0.08) 0.20 10.1 20.00 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS Α∆ΦΝΜΗ≅ Θ∆≅Κ ∆ΡΣ≅Σ∆ Χ∆Υ∆ΚΝΟΛ∆ΜΣ+ ΗΜΒ 2// ΡΟ∆ΒΣΘΤΛ ς≅Ξ+ ΡΤΗΣ∆ 3// ΗΘΥΗΜ∆+ Β≅ 81507 SECTION 4 10-YEAR STORM UNIT HYDROGRAPH CALCULATIONS Page 1 of 4 10-Year Ex. Condition Unit Hydrograph Begonia Village at Route 66 - Fontana UNIT HYDROGRAPH CALCULATIONS BEGONIA VILLAGE AT ROUTE 66 IN CITY OF FONTANA EXISTING CONDITION 10-YEAR STORM Soil Loss and Low Loss Fraction Calculation 10-YEAR STORM ============================================================================ *** NON-HOMOGENEOUS WATERSHED AREA-AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC II: TOTAL 24-HOUR DURATION RAINFALL DEPTH = 4.86 (inches) SOIL-COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr.) YIELD 1 10.10 100.00 86. 0.272 0.687 TOTAL AREA (Acres) = 10.10 _ AREA-AVERAGED LOSS RATE, Fm (in./hr.) = 0.272 _ AREA-AVERAGED LOW LOSS FRACTION, Y = 0.313 ============================================================================ Page 2 of 4 10-Year Ex. Condition Unit Hydrograph Begonia Village at Route 66 - Fontana UNIT HYDROGRAPH DEVELOPMENT ---------------------------------------------------------------------------- RATIONAL METHOD CALIBRATION COEFFICIENT = 1.12 TOTAL CATCHMENT AREA(ACRES) = 10.10 SOIL-LOSS RATE, Fm,(INCH/HR) = 0.272 LOW LOSS FRACTION = 0.313 TIME OF CONCENTRATION(MIN.) = 18.67 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 10 5-MINUTE POINT RAINFALL VALUE(INCHES) = 0.25 30-MINUTE POINT RAINFALL VALUE(INCHES) = 0.64 1-HOUR POINT RAINFALL VALUE(INCHES) = 0.96 3-HOUR POINT RAINFALL VALUE(INCHES) = 1.78 6-HOUR POINT RAINFALL VALUE(INCHES) = 2.58 24-HOUR POINT RAINFALL VALUE(INCHES) = 4.86 ---------------------------------------------------------------------------- TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) = 3.19 TOTAL CATCHMENT SOIL-LOSS VOLUME(ACRE-FEET) = 0.90 **************************************************************************** TIME VOLUME Q 0. 5.0 10.0 15.0 20.0 (HOURS) (AF) (CFS) ---------------------------------------------------------------------------- 0.13 0.0039 0.72 .Q . . . . 0.44 0.0224 0.72 .Q . . . . 0.75 0.0410 0.73 .Q . . . . 1.06 0.0599 0.74 .Q . . . . 1.38 0.0790 0.75 .Q . . . . 1.69 0.0983 0.75 .Q . . . . 2.00 0.1178 0.77 .Q . . . . 2.31 0.1376 0.77 .Q . . . . 2.62 0.1576 0.78 .Q . . . . 2.93 0.1778 0.79 .Q . . . . 3.24 0.1984 0.80 .Q . . . . 3.55 0.2191 0.81 .Q . . . . 3.86 0.2402 0.83 .Q . . . . 4.18 0.2615 0.83 .Q . . . . 4.49 0.2832 0.85 .Q . . . . 4.80 0.3051 0.86 .Q . . . . 5.11 0.3274 0.88 .Q . . . . 5.42 0.3501 0.88 .Q . . . . 5.73 0.3730 0.90 .Q . . . . 6.04 0.3964 0.91 .Q . . . . 6.35 0.4201 0.93 .Q . . . . 6.66 0.4443 0.94 .Q . . . . 6.98 0.4689 0.97 .Q . . . . 7.29 0.4939 0.98 .Q . . . . 7.60 0.5194 1.00 . Q . . . . 7.91 0.5454 1.02 . Q . . . . 8.22 0.5720 1.05 . Q . . . . 8.53 0.5991 1.06 . Q . . . . Page 3 of 4 10-Year Ex. Condition Unit Hydrograph Begonia Village at Route 66 - Fontana 8.84 0.6268 1.09 . Q . . . . 9.15 0.6552 1.11 . Q . . . . 9.47 0.6842 1.15 . Q . . . . 9.78 0.7140 1.17 . Q . . . . 10.09 0.7445 1.21 . Q . . . . 10.40 0.7759 1.23 . Q . . . . 10.71 0.8083 1.28 . Q . . . . 11.02 0.8416 1.31 . Q . . . . 11.33 0.8760 1.37 . Q . . . . 11.64 0.9116 1.40 . Q . . . . 11.95 0.9486 1.47 . Q . . . . 12.27 0.9880 1.59 . Q . . . . 12.58 1.0324 1.87 . Q . . . . 12.89 1.0812 1.92 . Q . . . . 13.20 1.1321 2.04 . Q . . . . 13.51 1.1854 2.11 . Q . . . . 13.82 1.2417 2.27 . Q . . . . 14.13 1.3014 2.37 . Q . . . . 14.44 1.3670 2.73 . Q . . . . 14.76 1.4393 2.89 . Q . . . . 15.07 1.5190 3.31 . Q . . . . 15.38 1.6081 3.62 . Q . . . . 15.69 1.7160 4.78 . Q. . . . 16.00 1.8511 5.73 . .Q . . . 16.31 2.1193 15.12 . . . Q . 16.62 2.3659 4.06 . Q . . . . 16.93 2.4576 3.08 . Q . . . . 17.24 2.5301 2.56 . Q . . . . 17.56 2.5911 2.19 . Q . . . . 17.87 2.6447 1.98 . Q . . . . 18.18 2.6935 1.82 . Q . . . . 18.49 2.7354 1.44 . Q . . . . 18.80 2.7711 1.34 . Q . . . . 19.11 2.8044 1.26 . Q . . . . 19.42 2.8358 1.19 . Q . . . . 19.73 2.8656 1.13 . Q . . . . 20.05 2.8940 1.08 . Q . . . . 20.36 2.9211 1.03 . Q . . . . 20.67 2.9472 0.99 .Q . . . . 20.98 2.9722 0.96 .Q . . . . 21.29 2.9964 0.92 .Q . . . . 21.60 3.0197 0.89 .Q . . . . 21.91 3.0424 0.87 .Q . . . . 22.22 3.0643 0.84 .Q . . . . 22.53 3.0857 0.82 .Q . . . . 22.85 3.1065 0.80 .Q . . . . 23.16 3.1267 0.78 .Q . . . . 23.47 3.1465 0.76 .Q . . . . 23.78 3.1658 0.74 .Q . . . . 24.09 3.1847 0.73 .Q . . . . 24.40 3.1940 0.00 Q . . . . ---------------------------------------------------------------------------- -------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Page 4 of 4 10-Year Ex. Condition Unit Hydrograph Begonia Village at Route 66 - Fontana Percentile of Estimated Duration Peak Flow Rate (minutes) ======================= ========= 0% 1456.3 10% 373.4 20% 130.7 30% 56.0 40% 18.7 50% 18.7 60% 18.7 70% 18.7 80% 18.7 90% 18.7 Page 1 of 6 10-Year Proposed Condition Unit Hydrograph Begonia Village at Route 66 - Fontana UNIT HYDROGRAPH CALCULATIONS BEGONIA VILLAGE AT ROUTE 66 IN CITY OF FONTANA PROPOSED CONDITION 10-YEAR STORM Soil Loss and Low Loss Fraction Calculation 10-YEAR STORM ============================================================================ *** NON-HOMOGENEOUS WATERSHED AREA-AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC II: TOTAL 24-HOUR DURATION RAINFALL DEPTH = 4.86 (inches) SOIL-COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr.) YIELD 1 10.10 20.00 56. 0.748 0.801 TOTAL AREA (Acres) = 10.10 _ AREA-AVERAGED LOSS RATE, Fm (in./hr.) = 0.150 _ AREA-AVERAGED LOW LOSS FRACTION, Y = 0.199 ============================================================================ Page 2 of 6 10-Year Proposed Condition Unit Hydrograph Begonia Village at Route 66 - Fontana UNIT HYDROGRAPH DEVELOPMENT ---------------------------------------------------------------------------- RATIONAL METHOD CALIBRATION COEFFICIENT = 0.98 TOTAL CATCHMENT AREA(ACRES) = 10.10 SOIL-LOSS RATE, Fm,(INCH/HR) = 0.150 LOW LOSS FRACTION = 0.199 TIME OF CONCENTRATION(MIN.) = 7.39 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 10 5-MINUTE POINT RAINFALL VALUE(INCHES) = 0.25 30-MINUTE POINT RAINFALL VALUE(INCHES) = 0.64 1-HOUR POINT RAINFALL VALUE(INCHES) = 0.96 3-HOUR POINT RAINFALL VALUE(INCHES) = 1.78 6-HOUR POINT RAINFALL VALUE(INCHES) = 2.58 24-HOUR POINT RAINFALL VALUE(INCHES) = 4.86 ---------------------------------------------------------------------------- TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) = 3.21 TOTAL CATCHMENT SOIL-LOSS VOLUME(ACRE-FEET) = 0.88 **************************************************************************** TIME VOLUME Q 0. 7.5 15.0 22.5 30.0 (HOURS) (AF) (CFS) ---------------------------------------------------------------------------- 0.11 0.0034 0.73 Q . . . . 0.23 0.0108 0.73 Q . . . . 0.36 0.0183 0.74 Q . . . . 0.48 0.0258 0.74 Q . . . . 0.60 0.0333 0.74 Q . . . . 0.73 0.0409 0.75 Q . . . . 0.85 0.0485 0.75 Q . . . . 0.97 0.0562 0.75 .Q . . . . 1.10 0.0638 0.76 .Q . . . . 1.22 0.0715 0.76 .Q . . . . 1.34 0.0793 0.76 .Q . . . . 1.47 0.0871 0.77 .Q . . . . 1.59 0.0949 0.77 .Q . . . . 1.71 0.1027 0.77 .Q . . . . 1.84 0.1106 0.78 .Q . . . . 1.96 0.1185 0.78 .Q . . . . 2.08 0.1265 0.78 .Q . . . . 2.21 0.1345 0.79 .Q . . . . 2.33 0.1425 0.79 .Q . . . . 2.45 0.1506 0.79 .Q . . . . 2.57 0.1587 0.80 .Q . . . . 2.70 0.1669 0.80 .Q . . . . 2.82 0.1751 0.81 .Q . . . . 2.94 0.1833 0.81 .Q . . . . 3.07 0.1916 0.82 .Q . . . . 3.19 0.1999 0.82 .Q . . . . 3.31 0.2083 0.82 .Q . . . . 3.44 0.2167 0.83 .Q . . . . Page 3 of 6 10-Year Proposed Condition Unit Hydrograph Begonia Village at Route 66 - Fontana 3.56 0.2251 0.83 .Q . . . . 3.68 0.2336 0.84 .Q . . . . 3.81 0.2422 0.84 .Q . . . . 3.93 0.2508 0.85 .Q . . . . 4.05 0.2594 0.85 .Q . . . . 4.18 0.2681 0.86 .Q . . . . 4.30 0.2768 0.86 .Q . . . . 4.42 0.2856 0.86 .Q . . . . 4.55 0.2945 0.87 .Q . . . . 4.67 0.3034 0.87 .Q . . . . 4.79 0.3123 0.88 .Q . . . . 4.92 0.3213 0.89 .Q . . . . 5.04 0.3303 0.89 .Q . . . . 5.16 0.3394 0.90 .Q . . . . 5.28 0.3486 0.90 .Q . . . . 5.41 0.3578 0.91 .Q . . . . 5.53 0.3671 0.91 .Q . . . . 5.65 0.3764 0.92 .Q . . . . 5.78 0.3858 0.93 .Q . . . . 5.90 0.3953 0.93 .Q . . . . 6.02 0.4048 0.94 .Q . . . . 6.15 0.4144 0.94 .Q . . . . 6.27 0.4240 0.95 .Q . . . . 6.39 0.4337 0.96 .Q . . . . 6.52 0.4435 0.96 .Q . . . . 6.64 0.4533 0.97 .Q . . . . 6.76 0.4632 0.98 .Q . . . . 6.89 0.4732 0.98 .Q . . . . 7.01 0.4833 0.99 .Q . . . . 7.13 0.4934 1.00 .Q . . . . 7.26 0.5036 1.01 .Q . . . . 7.38 0.5139 1.01 .Q . . . . 7.50 0.5243 1.02 .Q . . . . 7.62 0.5347 1.03 .Q . . . . 7.75 0.5453 1.04 .Q . . . . 7.87 0.5559 1.05 .Q . . . . 7.99 0.5666 1.06 .Q . . . . 8.12 0.5774 1.06 .Q . . . . 8.24 0.5882 1.07 .Q . . . . 8.36 0.5992 1.08 .Q . . . . 8.49 0.6103 1.09 .Q . . . . 8.61 0.6214 1.10 .Q . . . . 8.73 0.6327 1.11 .Q . . . . 8.86 0.6441 1.12 .Q . . . . 8.98 0.6555 1.13 .Q . . . . 9.10 0.6671 1.14 .Q . . . . 9.23 0.6788 1.16 .Q . . . . 9.35 0.6906 1.16 .Q . . . . 9.47 0.7026 1.18 .Q . . . . 9.60 0.7146 1.19 .Q . . . . 9.72 0.7268 1.20 .Q . . . . 9.84 0.7391 1.21 .Q . . . . 9.96 0.7515 1.23 .Q . . . . 10.09 0.7641 1.24 .Q . . . . 10.21 0.7768 1.26 .Q . . . . 10.33 0.7896 1.27 .Q . . . . Page 4 of 6 10-Year Proposed Condition Unit Hydrograph Begonia Village at Route 66 - Fontana 10.46 0.8026 1.29 .Q . . . . 10.58 0.8158 1.30 .Q . . . . 10.70 0.8291 1.32 .Q . . . . 10.83 0.8426 1.33 .Q . . . . 10.95 0.8563 1.35 .Q . . . . 11.07 0.8701 1.37 .Q . . . . 11.20 0.8841 1.39 .Q . . . . 11.32 0.8983 1.40 .Q . . . . 11.44 0.9127 1.43 .Q . . . . 11.57 0.9274 1.44 .Q . . . . 11.69 0.9422 1.47 .Q . . . . 11.81 0.9573 1.49 .Q . . . . 11.94 0.9726 1.52 . Q . . . . 12.06 0.9881 1.54 . Q . . . . 12.18 1.0053 1.84 . Q . . . . 12.30 1.0241 1.86 . Q . . . . 12.43 1.0432 1.89 . Q . . . . 12.55 1.0626 1.91 . Q . . . . 12.67 1.0823 1.96 . Q . . . . 12.80 1.1023 1.98 . Q . . . . 12.92 1.1227 2.03 . Q . . . . 13.04 1.1434 2.05 . Q . . . . 13.17 1.1646 2.10 . Q . . . . 13.29 1.1861 2.13 . Q . . . . 13.41 1.2081 2.19 . Q . . . . 13.54 1.2306 2.22 . Q . . . . 13.66 1.2536 2.29 . Q . . . . 13.78 1.2771 2.33 . Q . . . . 13.91 1.3013 2.41 . Q . . . . 14.03 1.3260 2.45 . Q . . . . 14.15 1.3521 2.67 . Q . . . . 14.28 1.3796 2.72 . Q . . . . 14.40 1.4079 2.84 . Q . . . . 14.52 1.4371 2.90 . Q . . . . 14.65 1.4673 3.04 . Q . . . . 14.77 1.4986 3.12 . Q . . . . 14.89 1.5313 3.30 . Q . . . . 15.01 1.5655 3.41 . Q . . . . 15.14 1.6014 3.65 . Q . . . . 15.26 1.6394 3.80 . Q . . . . 15.38 1.6801 4.19 . Q . . . . 15.51 1.7247 4.58 . Q . . . . 15.63 1.7745 5.21 . Q . . . . 15.75 1.8297 5.63 . Q . . . . 15.88 1.8934 6.89 . Q. . . . 16.00 1.9757 9.28 . . Q . . . 16.12 2.1403 23.06 . . . Q . 16.25 2.2867 5.70 . Q . . . . 16.37 2.3404 4.86 . Q . . . . 16.49 2.3854 3.97 . Q . . . . 16.62 2.4235 3.52 . Q . . . . 16.74 2.4578 3.21 . Q . . . . 16.86 2.4892 2.97 . Q . . . . 16.99 2.5185 2.78 . Q . . . . 17.11 2.5455 2.54 . Q . . . . 17.23 2.5705 2.37 . Q . . . . Page 5 of 6 10-Year Proposed Condition Unit Hydrograph Begonia Village at Route 66 - Fontana 17.35 2.5941 2.26 . Q . . . . 17.48 2.6166 2.16 . Q . . . . 17.60 2.6382 2.08 . Q . . . . 17.72 2.6589 2.00 . Q . . . . 17.85 2.6790 1.94 . Q . . . . 17.97 2.6983 1.87 . Q . . . . 18.09 2.7168 1.74 . Q . . . . 18.22 2.7333 1.50 . Q . . . . 18.34 2.7484 1.46 .Q . . . . 18.46 2.7630 1.42 .Q . . . . 18.59 2.7772 1.38 .Q . . . . 18.71 2.7910 1.34 .Q . . . . 18.83 2.8045 1.31 .Q . . . . 18.96 2.8177 1.28 .Q . . . . 19.08 2.8305 1.25 .Q . . . . 19.20 2.8431 1.22 .Q . . . . 19.33 2.8554 1.20 .Q . . . . 19.45 2.8675 1.17 .Q . . . . 19.57 2.8793 1.15 .Q . . . . 19.69 2.8908 1.13 .Q . . . . 19.82 2.9022 1.11 .Q . . . . 19.94 2.9134 1.09 .Q . . . . 20.06 2.9244 1.07 .Q . . . . 20.19 2.9351 1.05 .Q . . . . 20.31 2.9458 1.03 .Q . . . . 20.43 2.9562 1.02 .Q . . . . 20.56 2.9665 1.00 .Q . . . . 20.68 2.9766 0.99 .Q . . . . 20.80 2.9866 0.97 .Q . . . . 20.93 2.9965 0.96 .Q . . . . 21.05 3.0062 0.95 .Q . . . . 21.17 3.0157 0.93 .Q . . . . 21.30 3.0252 0.92 .Q . . . . 21.42 3.0345 0.91 .Q . . . . 21.54 3.0437 0.90 .Q . . . . 21.67 3.0529 0.89 .Q . . . . 21.79 3.0618 0.88 .Q . . . . 21.91 3.0707 0.87 .Q . . . . 22.04 3.0795 0.86 .Q . . . . 22.16 3.0882 0.85 .Q . . . . 22.28 3.0968 0.84 .Q . . . . 22.40 3.1053 0.83 .Q . . . . 22.53 3.1137 0.82 .Q . . . . 22.65 3.1220 0.81 .Q . . . . 22.77 3.1303 0.81 .Q . . . . 22.90 3.1384 0.80 .Q . . . . 23.02 3.1465 0.79 .Q . . . . 23.14 3.1545 0.78 .Q . . . . 23.27 3.1624 0.77 .Q . . . . 23.39 3.1703 0.77 .Q . . . . 23.51 3.1781 0.76 .Q . . . . 23.64 3.1858 0.75 .Q . . . . 23.76 3.1934 0.75 Q . . . . 23.88 3.2010 0.74 Q . . . . 24.01 3.2085 0.73 Q . . . . 24.13 3.2122 0.00 Q . . . . Page 6 of 6 10-Year Proposed Condition Unit Hydrograph Begonia Village at Route 66 - Fontana ---------------------------------------------------------------------------- -------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Duration Peak Flow Rate (minutes) ======================= ========= 0% 1441.0 10% 214.3 20% 51.7 30% 14.8 40% 14.8 50% 7.4 60% 7.4 70% 7.4 80% 7.4 90% 7.4 SECTION 5 PRELIMINARY DESIGN FOR UNDERGROUND DETENTION FACILITY (PROVIDED BY STORMTRAP) IN COMBINATION WITH WATER QUALITY INFILTRATION BMP Preliminary Water Quality Management Plan (WQMP) “Begonia Village at Route 66” Attachment Stormtrap & Modular Wetland System Preliminary Water Quality Management Plan (WQMP) “Begonia Village at Route 66” Attachment Geotechnical Report You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)