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HomeMy WebLinkAboutK - Preliminary Drainge ReportPRELIMINARY DRAINAGE REPORT For Cypress at Slover Industrial APN: 0251-164-03, 04, 10, 11, 12, 14, 15, 16, 20, 23, & 25. 0251-163-01, 02, 03, 04, 05, 06, 07, 08, 09, 10 & 13. PROJECT LOCATION Northwest corner of Cypress Avenue and Slover Avenue City of Fontana, CA PREPARED FOR Duke Realty 300 Spectrum Center Drive, Suite 1600 Irvine, CA 92618 949-797-7038 PREPARED BY Huitt-Zollars, Inc. 3990 Concours, Suite 330 Ontario, Ca 91764 Ph: 909-941-7799 Fax: 909-941-7789 PREPARATION DATE September 13, 2021 HZ PROJECT NUMBER R310156.01 PRELIMINARY DRAINAGE REPORT For Cypress at Slover Industrial APN: 0251-164-03, 04, 10, 11, 12, 14, 15, 16, 20, 23, & 25. 0251-163-01, 02, 03, 04, 05, 06, 07, 08, 09, 10 & 13. PROJECT LOCATION Northwest corner of Cypress Avenue and Slover Avenue City of Fontana, CA PREPARED FOR Duke Realty 300 Spectrum Center Drive, Suite 1600 Irvine, CA 92618 949-797-7038 PREPARED BY Huitt-Zollars, Inc. Ryan Peng, P.E. 3990 Concours Suite 330 Ontario, CA 91764 Ph: 909.941.7799 Fax: 909.941.7789 PREPARATION DATE September 13, 2021 HZ PROJECT NUMBER R310656.01 Ryan Peng, P.E. C52921, Exp 06/31/2023 Table of Contents Title Page Introduction 1 Purpose 1 Existing Condition 1 Proposed Condition 1 Hydrologic Analysis 1 Discussion 1 List of Appendices Appendix A Preliminary Drainage Maps - 100 Year Storm Event – Existing Condition - 100 Year Storm Event – Proposed Condition Appendix B 100-year Rational Method Hydrologic Analysis - Existing Condition - Proposed Condition Appendix C Infiltration/ Detention System Basin Routing Studies Appendix D Soil Group Map and Isohyetal Map Introduction The project is a new development of an industrial warehouse facility located on the northwest corner of Cypress Avenue and Slover Avenue in the City of Fontana, California. The site will contain driveways, car and trailer parking, and vegetation throughout the proposed landscape areas. The proposed building is approximately 623,460 square feet in size on approximately 28.8 acres land. Purpose The purpose of this report is to present the drainage concept for the project and to determine the design flow rates and estimate storm drain sizes that will be needed for the proposed development. The drainage maps (Appendix A) and calculations (Appendix B) reflect the tributary areas and 100-year storm event runoff flows (Q100). Existing Condition The project site is comprised of twenty-two (22) accessor parcels, which are occupied by single-family homes, vacant lands, and tractor-trailer parking/ storage lots. The site is bounded to the north by Southern Pacific Railroad, to the east by Cypress Avenue, to the south by Slover Avenue, and to the west by Oleander Avenue. Boyle Avenue bisects the site in the east-west direction and will be terminated by this project. The site slopes from north to south having eighteen (18) feet of fall (±1099 to ±1081 mean sea level). Runoff from the project site and offsite run-on from the railroad on the north of the site currently sheet flows onto Slover and Boyle Avenues, continue southerly, and collects by Oleander Avenue storm drain system, and ultimately discharges through Declez Channel, San Sevaine Channel, and Prado Basin. Proposed Condition For the proposed condition, all onsite runoff and offsite run-on will be directed to an on-site underground infiltration/ detention system under the south parking lots of the project site. The basin is designed to mitigate the peak flow increase to the downstream facilities from the proposed project. Once the storm water reaches to the basin outlets at elevation 1079.45, the water will overflow through two 5’ wide parkway drains and discharge onto the Slover Avenue. See Appendix A for the proposed onsite hydrology map. Hydrologic Analysis A hydrologic analysis was prepared using the methodology outlined in the San Bernardino County Flood Control District (SBCFCD) Hydrology Manual. A rational method analysis was completed for the existing and proposed 100-year return event using Civild software, version 7.1. Unit Hydrograph and Basin Routing analyses were also completed using Civild software. The 100-year, 1-hour rainfall rate was taken from the isohyetal maps in the County of San Bernardino Hydrology Manual. The hydrologic soils type for the site is "A" and was taken from the soil map in the Hydrology Manual. A "commercial" land use was used with an AMC of 3. See Appendix D for Soil Group and Isohyetal Maps. Discussion According to the hydrologic analysis and basin routing studies for existing and proposed conditions, the results indicate the proposed Q100 will be mitigated in the underground infiltration / detention system and the resulting discharge 12.5 cfs is less than the existing Q100 60.8 cfs. The basin routing analysis is included in Appendix C. All proposed drainage and storm drain facilities will be sized adequately for Q100 and additional calculations will be provided in final drainage report including storm drain hydraulics and catch basins sizing. Appendix A Preliminary Drainage Maps Appendix B 100-year Rational Method Hydrologic Analysis San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2005 Version 7.1 Rational Hydrology Study Date: 08/31/21 ------------------------------------------------------------------------ DUKE - CYPRESS AT SLOVER INDUSTRIAL 100-YEAR STORM EVENT - EXISTING CONDITION 0156Q100E RP ------------------------------------------------------------------------ Program License Serial Number 6145 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.390 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 67.00 Adjusted SCS curve number for AMC 3 = 84.60 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.290(In/Hr) Initial subarea data: Initial area flow distance = 1280.000(Ft.) Top (of initial area) elevation = 1101.200(Ft.) Bottom (of initial area) elevation = 1080.000(Ft.) Difference in elevation = 21.200(Ft.) Slope = 0.01656 s(%)= 1.66 TC = k(0.525)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 20.855 min. Rainfall intensity = 2.620(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.800 Subarea runoff = 60.489(CFS) Total initial stream area = 28.840(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.290(In/Hr) End of computations, Total Study Area = 28.84 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 1.000 Area averaged SCS curve number = 67.0 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2005 Version 7.1 Rational Hydrology Study Date: 08/31/21 ------------------------------------------------------------------------ DUKE - CYPRESS AT SLOVER INDUSTRIAL 100-YEAR STORM EVENT - PROPOSED CONDITION 0156Q100P RP ------------------------------------------------------------------------ Program License Serial Number 6145 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.390 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Initial subarea data: Initial area flow distance = 595.000(Ft.) Top (of initial area) elevation = 1093.600(Ft.) Bottom (of initial area) elevation = 1087.650(Ft.) Difference in elevation = 5.950(Ft.) Slope = 0.01000 s(%)= 1.00 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.833 min. Rainfall intensity = 4.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.883 Subarea runoff = 15.074(CFS) Total initial stream area = 4.150(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.079(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1083.150(Ft.) Downstream point/station elevation = 1081.860(Ft.) Pipe length = 259.00(Ft.) Manning's N = 0.012 No. of pipes = 1 Required pipe flow = 15.074(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 15.074(CFS) Normal flow depth in pipe = 17.34(In.) Flow top width inside pipe = 21.49(In.) Critical Depth = 16.78(In.) Pipe flow velocity = 6.20(Ft/s) Travel time through pipe = 0.70 min. Time of concentration (TC) = 10.53 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 3.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Time of concentration = 10.53 min. Rainfall intensity = 3.949(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.882 Subarea runoff = 8.579(CFS) for 2.640(Ac.) Total runoff = 23.652(CFS) Effective area this stream = 6.79(Ac.) Total Study Area (Main Stream No. 1) = 6.79(Ac.) Area averaged Fm value = 0.079(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 4.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1081.860(Ft.) Downstream point/station elevation = 1080.650(Ft.) Pipe length = 242.00(Ft.) Manning's N = 0.012 No. of pipes = 1 Required pipe flow = 23.652(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 23.652(CFS) Normal flow depth in pipe = 22.08(In.) Flow top width inside pipe = 20.85(In.) Critical Depth = 20.42(In.) Pipe flow velocity = 6.80(Ft/s) Travel time through pipe = 0.59 min. Time of concentration (TC) = 11.12 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 4.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Time of concentration = 11.12 min. Rainfall intensity = 3.821(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.882 Subarea runoff = 12.828(CFS) for 4.040(Ac.) Total runoff = 36.480(CFS) Effective area this stream = 10.83(Ac.) Total Study Area (Main Stream No. 1) = 10.83(Ac.) Area averaged Fm value = 0.079(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 5.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1080.650(Ft.) Downstream point/station elevation = 1075.880(Ft.) Pipe length = 952.00(Ft.) Manning's N = 0.012 No. of pipes = 1 Required pipe flow = 36.480(CFS) Nearest computed pipe diameter = 33.00(In.) Calculated individual pipe flow = 36.480(CFS) Normal flow depth in pipe = 24.47(In.) Flow top width inside pipe = 28.90(In.) Critical Depth = 24.13(In.) Pipe flow velocity = 7.73(Ft/s) Travel time through pipe = 2.05 min. Time of concentration (TC) = 13.18 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 5.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Time of concentration = 13.18 min. Rainfall intensity = 3.452(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.880 Subarea runoff = 8.179(CFS) for 3.880(Ac.) Total runoff = 44.660(CFS) Effective area this stream = 14.71(Ac.) Total Study Area (Main Stream No. 1) = 14.71(Ac.) Area averaged Fm value = 0.079(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 6.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1075.880(Ft.) Downstream point/station elevation = 1073.580(Ft.) Pipe length = 461.00(Ft.) Manning's N = 0.012 No. of pipes = 1 Required pipe flow = 44.660(CFS) Nearest computed pipe diameter = 36.00(In.) Calculated individual pipe flow = 44.660(CFS) Normal flow depth in pipe = 26.11(In.) Flow top width inside pipe = 32.14(In.) Critical Depth = 26.13(In.) Pipe flow velocity = 8.14(Ft/s) Travel time through pipe = 0.94 min. Time of concentration (TC) = 14.12 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.000 to Point/Station 6.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Time of concentration = 14.12 min. Rainfall intensity = 3.312(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.879 Subarea runoff = 13.447(CFS) for 5.260(Ac.) Total runoff = 58.107(CFS) Effective area this stream = 19.97(Ac.) Total Study Area (Main Stream No. 1) = 19.97(Ac.) Area averaged Fm value = 0.079(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.000 to Point/Station 7.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1073.580(Ft.) Downstream point/station elevation = 1073.500(Ft.) Pipe length = 17.00(Ft.) Manning's N = 0.012 No. of pipes = 1 Required pipe flow = 58.107(CFS) Nearest computed pipe diameter = 39.00(In.) Calculated individual pipe flow = 58.107(CFS) Normal flow depth in pipe = 30.28(In.) Flow top width inside pipe = 32.50(In.) Critical Depth = 29.22(In.) Pipe flow velocity = 8.42(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 14.15 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.100 to Point/Station 7.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Time of concentration = 14.15 min. Rainfall intensity = 3.307(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.879 Subarea runoff = 14.675(CFS) for 5.080(Ac.) Total runoff = 72.781(CFS) Effective area this stream = 25.05(Ac.) Total Study Area (Main Stream No. 1) = 25.05(Ac.) Area averaged Fm value = 0.079(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.200 to Point/Station 7.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Time of concentration = 14.15 min. Rainfall intensity = 3.307(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.879 Subarea runoff = 11.012(CFS) for 3.790(Ac.) Total runoff = 83.793(CFS) Effective area this stream = 28.84(Ac.) Total Study Area (Main Stream No. 1) = 28.84(Ac.) Area averaged Fm value = 0.079(In/Hr) End of computations, Total Study Area = 28.84 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.100 Area averaged SCS curve number = 32.0 Appendix C Infiltration/ Detention System Basin Routing Studies DUKE - CYPRESS AT SLOVER INDUSTRIAL # Depth Elevation Area (sf) Incremental volume (cf) Total Volume (cf) Total Volume (acre-ft)Outflow Q (CFS) Notes 1 0.0 1071.00 36,632 0 0 0 Bottom of Infiltration System 2 0.5 1071.50 36,632 7,965 7,965 0.183 5.55 Invert of CMP 3 1.0 1072.00 36,632 10,861 18,826 0.432 5.55 4 2.0 1073.00 36,632 27,478 46,304 1.063 5.55 5 3.0 1074.00 36,632 31,197 77,501 1.779 5.55 6 4.0 1075.00 36,632 33,028 110,529 2.537 5.55 7 5.0 1076.00 36,632 33,596 144,125 3.309 5.55 Reachs WQMP DCV 8 6.0 1077.00 36,632 33,028 177,153 4.067 5.55 9 7.0 1078.00 36,632 31,197 208,350 4.783 5.55 10 8.0 1079.00 36,632 27,479 235,829 5.414 5.55 11 8.45 1079.45 36,632 10,743 246,572 5.661 5.55 Release Water @ 2x5' Parkway Drain's Upstream @ ELEV. 1079.45 12 8.5 1079.50 36,632 117 246,689 5.663 5.61 Soffit of CMP 13 9.0 1080.00 36,632 7,965 254,654 5.846 15.34 Top of Infiltration System 14 10.0 1081.00 36,632 0 254,654 5.846 24.22 96" CMP system with 6" rock top & bottom & 24" rock around perimeter Average Infiltration rate per geotechnical report = 18"/hr, Factor of Safety =3. Unit convert = (18"/hr)/3 x (1'/12") X (1hr/60min) X (1 min/60 sec) = 0.00014 ft/sec Q OutFlow = 2 - 5' Parkway Drain + Basin Infiltration Q Underground Basin open area is 76' x 524' = 39,824 sf = 2 x (CA x (2gh)^(1/2)) + Basin Infiltration Q Therefore, Q out for basin = 39,824 * 0.00014 = 5.55 cfs = 2 x (0.6A x (64.4xh)^(1/2)) + Basin Infiltration Q A = 5'x4" Parkway Culvert Opening *WQMP Design Capture Volume is 121,993 CF h = Water Height Above half of opening (2") Example: WSE @ 1080.00 Basin Routing Summary Table =2 x {0.6 x (5 x 0.33) x [64.4 x (1080.0-1079.62)]^(1/2)}+5.55 24 Hour = 15.34 CFS 18.1 1080.30 Basin Infiltration Q = 5.6 CFS, QOUT to Slover Ave. = 18.0 - 5.6 = 12.5 CFS Peak discharge is 12.5 CFS, which is less than allowable discharge 60.8 CFS (per Unit Hydrograph) 100 YEAR STORM Max. Q Out (CFS) WSE Stage Storage Table Date:09/01/2021 Project Name:96 CMP Detention City / County:San Bernardino State:CA Designed By:Ryan Peng Company:Huitt-Zollars, Inc =Adjustable Input Cells Telephone: Out-to-out length (ft): 522.0 Backfill Porosity (%): 40% System Diameter (in): 96 Out-to-out width (ft):74.0 Depth Above Pipe (in):6.0 Pipe Spacing (in):36 Number of Manifolds (ea):2.0 Depth Below Pipe (in):6.0 Incremental Analysis (in):6 Number of Barrels (ea):7.0 Width At Ends (ft):1.0 System Invert (Elevation):1071 Width At Sides (ft):1.0 Depth (ft) Elevation (ft) Incremental Storage (cf) Cumulative Storage (cf) Incremental Storage (cf) Cumulative Storage (cf) Incremental Storage (cf) Cumulative Storage (cf) Percent Open Storage (%) Ave. Surface Area (sf) 0.00 1071.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0% 15,929.6 0.50 1071.50 0.0 0.0 7,964.8 7,964.8 7,964.8 7,964.8 0.0% 15,929.6 1.00 1072.00 4,826.7 4,826.7 6,034.1 13,998.9 10,860.8 18,825.6 25.6% 24,504.4 1.50 1072.50 8,555.1 13,381.8 4,542.8 18,541.7 13,097.8 31,923.5 41.9% 27,645.0 2.00 1073.00 10,693.2 24,075.0 3,687.5 22,229.2 14,380.7 46,304.2 52.0% 29,756.0 2.50 1073.50 12,186.5 36,261.5 3,090.2 25,319.4 15,276.7 61,580.9 58.9% 31,268.6 3.00 1074.00 13,259.2 49,520.7 2,661.1 27,980.5 15,920.3 77,501.2 63.9% 32,349.1 3.50 1074.50 14,009.6 63,530.3 2,361.0 30,341.5 16,370.5 93,871.8 67.7% 33,079.2 4.00 1075.00 14,488.1 78,018.3 2,169.6 32,511.1 16,657.6 110,529.4 70.6% 33,502.7 4.50 1075.50 14,721.5 92,739.8 2,076.2 34,587.3 16,797.7 127,327.1 72.8% 33,641.6 5.00 1076.00 14,721.5 107,461.3 2,076.2 36,663.5 16,797.7 144,124.8 74.6% 33,502.7 5.50 1076.50 14,488.1 121,949.4 2,169.6 38,833.1 16,657.6 160,782.4 75.8% 33,079.2 6.00 1077.00 14,009.6 135,958.9 2,361.0 41,194.0 16,370.5 177,153.0 76.7% 32,349.1 6.50 1077.50 13,259.2 149,218.2 2,661.1 43,855.1 15,920.3 193,073.3 77.3% 31,268.6 7.00 1078.00 12,186.5 161,404.6 3,090.2 46,945.3 15,276.7 208,350.0 77.5% 29,756.0 7.50 1078.50 10,693.2 172,097.9 3,687.5 50,632.9 14,380.7 222,730.7 77.3% 27,645.0 8.00 1079.00 8,555.1 180,652.9 4,542.8 55,175.6 13,097.8 235,828.6 76.6% 24,504.4 8.50 1079.50 4,826.7 185,479.6 6,034.1 61,209.7 10,860.8 246,689.4 75.2% 15,929.6 9.00 1080.00 0.0 185,479.6 7,964.8 69,174.5 7,964.8 254,654.2 72.8% 15,929.6 Pipe Stone Total SystemSystem Storage Volume Estimation Miscellaneous Contech Engineered Solutions, LLC is pleased to offer the following estimate of storage volume for the above named project. The results are submitted as an estimate only, without liability on the part of Contech Engineered Solutions, LLC for accuracy or suitability to any particular applicaton and are subject to verification of the Engineer of Record. This tool is only applicable for rectangular shaped systems. CMP: Underground Detention System Storage Volume Estimation Summary of Inputs Pipe & Analysis InformationSystem Information Backfill Information These results are submitted to you as a guideline only, without liability on the part of CONTECH Engineered Solutions, LLC for accuracy or suitability to any particular application, and are subject to your verification. U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 08/31/21 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 6145 --------------------------------------------------------------------- DUKE - CYPRESS AT SLOVER INDUSTRIAL 100-YEAR STORM EVENT - EXISTING CONDITION 0156UN100E RP -------------------------------------------------------------------- Storm Event Year = 100 Antecedent Moisture Condition = 3 English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub-Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 100 28.84 1 1.39 -------------------------------------------------------------------- Rainfall data for year 100 28.84 6 3.60 -------------------------------------------------------------------- Rainfall data for year 100 28.84 24 8.30 -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area-averaged max loss rate, Fm ******** SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm No.(AMCII) NO.(AMC 3) (Ac.) Fraction (In/Hr) (dec.) (In/Hr) 67.0 84.6 28.84 1.000 0.290 1.000 0.290 Area-averaged adjusted loss rate Fm (In/Hr) = 0.290 ********* Area-Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC3) Yield Fr 28.84 1.000 67.0 84.6 1.82 0.778 Area-averaged catchment yield fraction, Y = 0.778 Area-averaged low loss fraction, Yb = 0.222 User entry of time of concentration = 0.312 (hours) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 28.84(Ac.) Catchment Lag time = 0.250 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 33.3868 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.290(In/Hr) Average low loss rate fraction (Yb) = 0.222 (decimal) VALLEY DEVELOPED S-Graph proportion = 0.200 VALLEY UNDEVELOPED S-Graph proportion = 0.800 FOOTHILL S-Graph proportion = 0.000 MOUNTAIN S-Graph proportion = 0.000 DESERT S-Graph proportion = 0.000 Computed peak 5-minute rainfall = 0.514(In) Computed peak 30-minute rainfall = 1.053(In) Specified peak 1-hour rainfall = 1.390(In) Computed peak 3-hour rainfall = 2.491(In) Specified peak 6-hour rainfall = 3.600(In) Specified peak 24-hour rainfall = 8.300(In) Rainfall depth area reduction factors: Using a total area of 28.84(Ac.) (Ref: fig. E-4) 5-minute factor = 0.999 Adjusted rainfall = 0.514(In) 30-minute factor = 0.999 Adjusted rainfall = 1.052(In) 1-hour factor = 0.999 Adjusted rainfall = 1.388(In) 3-hour factor = 1.000 Adjusted rainfall = 2.491(In) 6-hour factor = 1.000 Adjusted rainfall = 3.600(In) 24-hour factor = 1.000 Adjusted rainfall = 8.300(In) --------------------------------------------------------------------- U n i t H y d r o g r a p h +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) --------------------------------------------------------------------- (K = 348.78 (CFS)) 1 3.141 10.956 2 15.771 44.050 3 37.632 76.248 4 59.339 75.710 5 71.906 43.833 6 78.825 24.132 7 83.315 15.659 8 86.448 10.928 9 88.836 8.329 10 90.726 6.593 11 92.370 5.733 12 93.595 4.273 13 94.604 3.519 14 95.451 2.956 15 96.259 2.816 16 96.948 2.404 17 97.521 1.998 18 98.013 1.718 19 98.438 1.480 20 98.797 1.252 21 99.075 0.973 22 99.343 0.932 23 99.610 0.932 24 100.000 0.466 --------------------------------------------------------------------- -------------------------------------------------------------------- -------------------------------------------------------------------- Total soil rain loss = 1.74(In) Total effective rainfall = 6.56(In) Peak flow rate in flood hydrograph = 60.84(CFS) --------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 17.5 35.0 52.5 70.0 ----------------------------------------------------------------------- 0+ 5 0.0010 0.15 Q | | | | 0+10 0.0061 0.74 Q | | | | 0+15 0.0184 1.78 VQ | | | | 0+20 0.0377 2.80 VQ | | | | 0+25 0.0611 3.40 VQ | | | | 0+30 0.0868 3.73 V Q | | | | 0+35 0.1140 3.95 V Q | | | | 0+40 0.1423 4.11 V Q | | | | 0+45 0.1714 4.23 V Q | | | | 0+50 0.2012 4.33 V Q | | | | 0+55 0.2316 4.41 V Q | | | | 1+ 0 0.2625 4.48 V Q | | | | 1+ 5 0.2938 4.54 V Q | | | | 1+10 0.3254 4.59 V Q | | | | 1+15 0.3573 4.64 V Q | | | | 1+20 0.3895 4.68 V Q | | | | 1+25 0.4220 4.72 |VQ | | | | 1+30 0.4547 4.75 |VQ | | | | 1+35 0.4877 4.78 |VQ | | | | 1+40 0.5208 4.81 |VQ | | | | 1+45 0.5541 4.83 |VQ | | | | 1+50 0.5875 4.86 |VQ | | | | 1+55 0.6211 4.88 |VQ | | | | 2+ 0 0.6549 4.90 |VQ | | | | 2+ 5 0.6887 4.91 |VQ | | | | 2+10 0.7226 4.92 |VQ | | | | 2+15 0.7565 4.93 |VQ | | | | 2+20 0.7906 4.94 | Q | | | | 2+25 0.8247 4.96 | Q | | | | 2+30 0.8589 4.97 | Q | | | | 2+35 0.8932 4.98 | Q | | | | 2+40 0.9276 4.99 | Q | | | | 2+45 0.9620 5.00 | Q | | | | 2+50 0.9966 5.01 | Q | | | | 2+55 1.0312 5.03 | Q | | | | 3+ 0 1.0659 5.04 | Q | | | | 3+ 5 1.1007 5.05 | Q | | | | 3+10 1.1356 5.06 | Q | | | | 3+15 1.1705 5.08 | Q | | | | 3+20 1.2056 5.09 | QV | | | | 3+25 1.2407 5.10 | QV | | | | 3+30 1.2760 5.12 | QV | | | | 3+35 1.3113 5.13 | QV | | | | 3+40 1.3467 5.14 | QV | | | | 3+45 1.3822 5.16 | QV | | | | 3+50 1.4178 5.17 | QV | | | | 3+55 1.4535 5.18 | QV | | | | 4+ 0 1.4893 5.20 | QV | | | | 4+ 5 1.5252 5.21 | QV | | | | 4+10 1.5612 5.23 | QV | | | | 4+15 1.5973 5.24 | Q V | | | | 4+20 1.6335 5.25 | QV | | | | 4+25 1.6698 5.27 | QV | | | | 4+30 1.7061 5.28 | QV | | | | 4+35 1.7426 5.30 | QV | | | | 4+40 1.7792 5.31 | QV | | | | 4+45 1.8159 5.33 | QV | | | | 4+50 1.8527 5.34 | QV | | | | 4+55 1.8896 5.36 | QV | | | | 5+ 0 1.9266 5.37 | QV | | | | 5+ 5 1.9637 5.39 | QV | | | | 5+10 2.0010 5.41 | Q V | | | | 5+15 2.0383 5.42 | Q V | | | | 5+20 2.0757 5.44 | Q V | | | | 5+25 2.1133 5.45 | Q V | | | | 5+30 2.1510 5.47 | Q V | | | | 5+35 2.1888 5.49 | Q V | | | | 5+40 2.2267 5.50 | Q V | | | | 5+45 2.2647 5.52 | Q V | | | | 5+50 2.3028 5.54 | Q V | | | | 5+55 2.3411 5.56 | Q V | | | | 6+ 0 2.3795 5.57 | Q V | | | | 6+ 5 2.4180 5.59 | Q V | | | | 6+10 2.4566 5.61 | Q V | | | | 6+15 2.4954 5.63 | Q V | | | | 6+20 2.5343 5.65 | Q V | | | | 6+25 2.5733 5.66 | Q V | | | | 6+30 2.6124 5.68 | Q V | | | | 6+35 2.6517 5.70 | Q V | | | | 6+40 2.6911 5.72 | Q V | | | | 6+45 2.7306 5.74 | Q V | | | | 6+50 2.7703 5.76 | Q V | | | | 6+55 2.8101 5.78 | Q V | | | | 7+ 0 2.8501 5.80 | Q V | | | | 7+ 5 2.8902 5.82 | Q V | | | | 7+10 2.9304 5.84 | Q V | | | | 7+15 2.9708 5.86 | Q V | | | | 7+20 3.0114 5.89 | Q V | | | | 7+25 3.0520 5.91 | Q V | | | | 7+30 3.0929 5.93 | Q V | | | | 7+35 3.1339 5.95 | Q V | | | | 7+40 3.1750 5.97 | Q V | | | | 7+45 3.2163 6.00 | Q V | | | | 7+50 3.2577 6.02 | Q V | | | | 7+55 3.2994 6.04 | Q V | | | | 8+ 0 3.3411 6.07 | Q V | | | | 8+ 5 3.3831 6.09 | Q V | | | | 8+10 3.4252 6.12 | Q V | | | | 8+15 3.4675 6.14 | Q V | | | | 8+20 3.5100 6.17 | Q V | | | | 8+25 3.5526 6.19 | Q V| | | | 8+30 3.5954 6.22 | Q V| | | | 8+35 3.6384 6.24 | Q V| | | | 8+40 3.6816 6.27 | Q V| | | | 8+45 3.7249 6.30 | Q V| | | | 8+50 3.7685 6.32 | Q V| | | | 8+55 3.8122 6.35 | Q V| | | | 9+ 0 3.8562 6.38 | Q V| | | | 9+ 5 3.9003 6.41 | Q V| | | | 9+10 3.9447 6.44 | Q V | | | 9+15 3.9892 6.47 | Q V | | | 9+20 4.0340 6.50 | Q V | | | 9+25 4.0789 6.53 | Q V | | | 9+30 4.1241 6.56 | Q V | | | 9+35 4.1695 6.59 | Q V | | | 9+40 4.2151 6.62 | Q V | | | 9+45 4.2610 6.66 | Q V | | | 9+50 4.3070 6.69 | Q V | | | 9+55 4.3533 6.72 | Q |V | | | 10+ 0 4.3999 6.76 | Q |V | | | 10+ 5 4.4467 6.79 | Q |V | | | 10+10 4.4937 6.83 | Q |V | | | 10+15 4.5410 6.87 | Q |V | | | 10+20 4.5886 6.90 | Q |V | | | 10+25 4.6364 6.94 | Q |V | | | 10+30 4.6845 6.98 | Q |V | | | 10+35 4.7328 7.02 | Q | V | | | 10+40 4.7814 7.06 | Q | V | | | 10+45 4.8304 7.10 | Q | V | | | 10+50 4.8796 7.14 | Q | V | | | 10+55 4.9291 7.19 | Q | V | | | 11+ 0 4.9789 7.23 | Q | V | | | 11+ 5 5.0290 7.28 | Q | V | | | 11+10 5.0794 7.32 | Q | V | | | 11+15 5.1301 7.37 | Q | V | | | 11+20 5.1812 7.42 | Q | V | | | 11+25 5.2326 7.47 | Q | V | | | 11+30 5.2844 7.52 | Q | V | | | 11+35 5.3365 7.57 | Q | V | | | 11+40 5.3890 7.62 | Q | V | | | 11+45 5.4419 7.67 | Q | V | | | 11+50 5.4951 7.73 | Q | V | | | 11+55 5.5487 7.79 | Q | V | | | 12+ 0 5.6028 7.85 | Q | V | | | 12+ 5 5.6570 7.87 | Q | V | | | 12+10 5.7108 7.81 | Q | V | | | 12+15 5.7636 7.67 | Q | V | | | 12+20 5.8154 7.52 | Q | V | | | 12+25 5.8669 7.47 | Q | V | | | 12+30 5.9183 7.47 | Q | V | | | 12+35 5.9700 7.50 | Q | V | | | 12+40 6.0220 7.55 | Q | V | | | 12+45 6.0744 7.61 | Q | V | | | 12+50 6.1273 7.67 | Q | V | | | 12+55 6.1806 7.74 | Q | V | | | 13+ 0 6.2344 7.82 | Q | V | | | 13+ 5 6.2888 7.90 | Q | V | | | 13+10 6.3437 7.98 | Q | V | | | 13+15 6.3993 8.07 | Q | V | | | 13+20 6.4556 8.17 | Q | V | | | 13+25 6.5125 8.27 | Q | V | | | 13+30 6.5702 8.38 | Q | V | | | 13+35 6.6287 8.49 | Q | V | | | 13+40 6.6879 8.61 | Q | V | | | 13+45 6.7481 8.73 | Q | V | | | 13+50 6.8091 8.86 | Q | V | | | 13+55 6.8710 9.00 | Q | V | | | 14+ 0 6.9340 9.14 | Q | V | | | 14+ 5 6.9980 9.30 | Q | V | | | 14+10 7.0632 9.46 | Q | V | | | 14+15 7.1296 9.64 | Q | V | | | 14+20 7.1973 9.83 | Q | V | | | 14+25 7.2663 10.02 | Q | V | | | 14+30 7.3368 10.23 | Q | V | | | 14+35 7.4088 10.45 | Q | V | | | 14+40 7.4824 10.69 | Q | V| | | 14+45 7.5578 10.95 | Q | V| | | 14+50 7.6351 11.23 | Q | V| | | 14+55 7.7145 11.52 | Q | V| | | 15+ 0 7.7961 11.85 | Q | V| | | 15+ 5 7.8802 12.21 | Q | V | | 15+10 7.9671 12.61 | Q | V | | 15+15 8.0570 13.05 | Q | V | | 15+20 8.1503 13.55 | Q | V | | 15+25 8.2466 13.98 | Q | V | | 15+30 8.3437 14.11 | Q | |V | | 15+35 8.4398 13.95 | Q | |V | | 15+40 8.5359 13.95 | Q | |V | | 15+45 8.6361 14.55 | Q | |V | | 15+50 8.7443 15.71 | Q | | V | | 15+55 8.8656 17.61 | Q | V | | 16+ 0 9.0104 21.02 | | Q | V | | 16+ 5 9.2190 30.30 | | Q | V | | 16+10 9.5465 47.54 | | | V Q | | 16+15 9.9655 60.84 | | | V | Q | 16+20 10.3620 57.58 | | | V | Q | 16+25 10.6452 41.13 | | | Q V | | 16+30 10.8534 30.23 | | Q | V | | 16+35 11.0252 24.94 | | Q | V | | 16+40 11.1755 21.83 | | Q | V | | 16+45 11.3109 19.66 | |Q | V | | 16+50 11.4344 17.92 | Q | V| | 16+55 11.5488 16.62 | Q| | V| | 17+ 0 11.6535 15.21 | Q | | V| | 17+ 5 11.7513 14.19 | Q | | V| | 17+10 11.8432 13.35 | Q | | V | 17+15 11.9309 12.73 | Q | | V | 17+20 12.0140 12.06 | Q | | V | 17+25 12.0927 11.44 | Q | | V | 17+30 12.1678 10.91 | Q | | V | 17+35 12.2397 10.43 | Q | | |V | 17+40 12.3084 9.98 | Q | | |V | 17+45 12.3742 9.55 | Q | | |V | 17+50 12.4378 9.23 | Q | | |V | 17+55 12.4993 8.92 | Q | | |V | 18+ 0 12.5575 8.45 | Q | | |V | 18+ 5 12.6129 8.05 | Q | | | V | 18+10 12.6677 7.96 | Q | | | V | 18+15 12.7228 7.99 | Q | | | V | 18+20 12.7781 8.03 | Q | | | V | 18+25 12.8331 7.99 | Q | | | V | 18+30 12.8876 7.91 | Q | | | V | 18+35 12.9415 7.82 | Q | | | V | 18+40 12.9947 7.72 | Q | | | V | 18+45 13.0472 7.63 | Q | | | V | 18+50 13.0991 7.53 | Q | | | V | 18+55 13.1503 7.44 | Q | | | V | 19+ 0 13.2010 7.35 | Q | | | V | 19+ 5 13.2510 7.26 | Q | | | V | 19+10 13.3004 7.18 | Q | | | V | 19+15 13.3493 7.10 | Q | | | V | 19+20 13.3977 7.02 | Q | | | V | 19+25 13.4455 6.95 | Q | | | V | 19+30 13.4929 6.87 | Q | | | V | 19+35 13.5397 6.80 | Q | | | V | 19+40 13.5861 6.74 | Q | | | V | 19+45 13.6321 6.67 | Q | | | V | 19+50 13.6776 6.61 | Q | | | V | 19+55 13.7226 6.54 | Q | | | V | 20+ 0 13.7673 6.48 | Q | | | V | 20+ 5 13.8115 6.42 | Q | | | V | 20+10 13.8554 6.37 | Q | | | V | 20+15 13.8988 6.31 | Q | | | V | 20+20 13.9419 6.26 | Q | | | V | 20+25 13.9846 6.20 | Q | | | V | 20+30 14.0270 6.15 | Q | | | V | 20+35 14.0690 6.10 | Q | | | V | 20+40 14.1107 6.05 | Q | | | V | 20+45 14.1521 6.01 | Q | | | V | 20+50 14.1931 5.96 | Q | | | V | 20+55 14.2339 5.92 | Q | | | V | 21+ 0 14.2743 5.87 | Q | | | V | 21+ 5 14.3145 5.83 | Q | | | V | 21+10 14.3543 5.79 | Q | | | V | 21+15 14.3939 5.75 | Q | | | V | 21+20 14.4333 5.71 | Q | | | V | 21+25 14.4723 5.67 | Q | | | V | 21+30 14.5111 5.63 | Q | | | V | 21+35 14.5497 5.60 | Q | | | V | 21+40 14.5880 5.56 | Q | | | V | 21+45 14.6261 5.53 | Q | | | V | 21+50 14.6639 5.49 | Q | | | V | 21+55 14.7015 5.46 | Q | | | V | 22+ 0 14.7389 5.43 | Q | | | V | 22+ 5 14.7760 5.39 | Q | | | V | 22+10 14.8130 5.36 | Q | | | V | 22+15 14.8497 5.33 | Q | | | V | 22+20 14.8862 5.30 | Q | | | V | 22+25 14.9225 5.27 | Q | | | V | 22+30 14.9586 5.24 | Q | | | V | 22+35 14.9945 5.22 | Q | | | V | 22+40 15.0303 5.19 | Q | | | V | 22+45 15.0658 5.16 | Q | | | V | 22+50 15.1012 5.13 | Q | | | V | 22+55 15.1363 5.11 | Q | | | V | 23+ 0 15.1713 5.08 | Q | | | V | 23+ 5 15.2062 5.06 | Q | | | V | 23+10 15.2408 5.03 | Q | | | V | 23+15 15.2753 5.01 | Q | | | V | 23+20 15.3096 4.98 | Q | | | V | 23+25 15.3437 4.96 | Q | | | V| 23+30 15.3777 4.94 | Q | | | V| 23+35 15.4116 4.91 | Q | | | V| 23+40 15.4452 4.89 | Q | | | V| 23+45 15.4788 4.87 | Q | | | V| 23+50 15.5121 4.85 | Q | | | V| 23+55 15.5453 4.82 | Q | | | V| 24+ 0 15.5784 4.80 | Q | | | V| 24+ 5 15.6103 4.63 | Q | | | V| 24+10 15.6380 4.02 | Q | | | V| 24+15 15.6585 2.97 |Q | | | V| 24+20 15.6718 1.94 |Q | | | V| 24+25 15.6811 1.34 Q | | | V| 24+30 15.6880 1.01 Q | | | V| 24+35 15.6935 0.79 Q | | | V| 24+40 15.6979 0.64 Q | | | V| 24+45 15.7015 0.53 Q | | | V| 24+50 15.7045 0.43 Q | | | V| 24+55 15.7069 0.35 Q | | | V| 25+ 0 15.7089 0.30 Q | | | V| 25+ 5 15.7106 0.25 Q | | | V| 25+10 15.7121 0.21 Q | | | V| 25+15 15.7132 0.17 Q | | | V| 25+20 15.7141 0.13 Q | | | V| 25+25 15.7149 0.11 Q | | | V| 25+30 15.7154 0.08 Q | | | V| 25+35 15.7159 0.06 Q | | | V| 25+40 15.7162 0.04 Q | | | V| 25+45 15.7164 0.03 Q | | | V| 25+50 15.7165 0.02 Q | | | V| 25+55 15.7166 0.01 Q | | | V| ----------------------------------------------------------------------- U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 08/31/21 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 6145 --------------------------------------------------------------------- DUKE - CYPRESS AT SLOVER INDUSTRIAL 100-YEAR STORM EVENT - PROPOSED CONDITION 0156UH100P RP -------------------------------------------------------------------- Storm Event Year = 100 Antecedent Moisture Condition = 3 English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub-Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 100 28.84 1 1.39 -------------------------------------------------------------------- Rainfall data for year 100 28.84 6 3.60 -------------------------------------------------------------------- Rainfall data for year 100 28.84 24 8.30 -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area-averaged max loss rate, Fm ******** SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm No.(AMCII) NO.(AMC 3) (Ac.) Fraction (In/Hr) (dec.) (In/Hr) 32.0 52.0 28.84 1.000 0.785 0.100 0.079 Area-averaged adjusted loss rate Fm (In/Hr) = 0.079 ********* Area-Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC3) Yield Fr 2.88 0.100 32.0 52.0 9.23 0.320 25.96 0.900 98.0 98.0 0.20 0.971 Area-averaged catchment yield fraction, Y = 0.906 Area-averaged low loss fraction, Yb = 0.094 User entry of time of concentration = 0.255 (hours) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 28.84(Ac.) Catchment Lag time = 0.204 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 40.8497 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.079(In/Hr) Average low loss rate fraction (Yb) = 0.094 (decimal) VALLEY DEVELOPED S-Graph Selected Computed peak 5-minute rainfall = 0.514(In) Computed peak 30-minute rainfall = 1.053(In) Specified peak 1-hour rainfall = 1.390(In) Computed peak 3-hour rainfall = 2.491(In) Specified peak 6-hour rainfall = 3.600(In) Specified peak 24-hour rainfall = 8.300(In) Rainfall depth area reduction factors: Using a total area of 28.84(Ac.) (Ref: fig. E-4) 5-minute factor = 0.999 Adjusted rainfall = 0.514(In) 30-minute factor = 0.999 Adjusted rainfall = 1.052(In) 1-hour factor = 0.999 Adjusted rainfall = 1.388(In) 3-hour factor = 1.000 Adjusted rainfall = 2.491(In) 6-hour factor = 1.000 Adjusted rainfall = 3.600(In) 24-hour factor = 1.000 Adjusted rainfall = 8.300(In) --------------------------------------------------------------------- U n i t H y d r o g r a p h +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) --------------------------------------------------------------------- (K = 348.78 (CFS)) 1 3.149 10.984 2 20.376 60.085 3 51.474 108.464 4 79.346 97.212 5 91.904 43.800 6 97.070 18.021 7 98.579 5.264 8 99.315 2.564 9 100.000 2.390 --------------------------------------------------------------------- -------------------------------------------------------------------- -------------------------------------------------------------------- Total soil rain loss = 0.72(In) Total effective rainfall = 7.58(In) Peak flow rate in flood hydrograph = 83.40(CFS) --------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 22.5 45.0 67.5 90.0 ----------------------------------------------------------------------- 0+ 5 0.0012 0.17 Q | | | | 0+10 0.0089 1.12 Q | | | | 0+15 0.0284 2.83 VQ | | | | 0+20 0.0584 4.36 VQ | | | | 0+25 0.0933 5.06 V Q | | | | 0+30 0.1302 5.36 V Q | | | | 0+35 0.1677 5.45 V Q | | | | 0+40 0.2056 5.50 V Q | | | | 0+45 0.2439 5.55 V Q | | | | 0+50 0.2822 5.56 V Q | | | | 0+55 0.3206 5.58 V Q | | | | 1+ 0 0.3591 5.59 V Q | | | | 1+ 5 0.3977 5.60 V Q | | | | 1+10 0.4363 5.61 V Q | | | | 1+15 0.4750 5.62 |VQ | | | | 1+20 0.5139 5.64 |VQ | | | | 1+25 0.5528 5.65 |VQ | | | | 1+30 0.5918 5.66 |VQ | | | | 1+35 0.6309 5.68 |VQ | | | | 1+40 0.6700 5.69 |VQ | | | | 1+45 0.7093 5.70 |VQ | | | | 1+50 0.7487 5.71 |VQ | | | | 1+55 0.7881 5.73 |VQ | | | | 2+ 0 0.8276 5.74 |VQ | | | | 2+ 5 0.8673 5.75 |VQ | | | | 2+10 0.9070 5.77 |VQ | | | | 2+15 0.9468 5.78 | Q | | | | 2+20 0.9867 5.79 | Q | | | | 2+25 1.0267 5.81 | Q | | | | 2+30 1.0668 5.82 | Q | | | | 2+35 1.1070 5.84 | Q | | | | 2+40 1.1473 5.85 | Q | | | | 2+45 1.1877 5.86 | Q | | | | 2+50 1.2282 5.88 | Q | | | | 2+55 1.2688 5.89 | Q | | | | 3+ 0 1.3094 5.91 | Q | | | | 3+ 5 1.3502 5.92 | Q | | | | 3+10 1.3911 5.94 | QV | | | | 3+15 1.4321 5.95 | QV | | | | 3+20 1.4732 5.97 | QV | | | | 3+25 1.5144 5.98 | QV | | | | 3+30 1.5558 6.00 | QV | | | | 3+35 1.5972 6.01 | QV | | | | 3+40 1.6387 6.03 | QV | | | | 3+45 1.6804 6.05 | QV | | | | 3+50 1.7221 6.06 | QV | | | | 3+55 1.7640 6.08 | QV | | | | 4+ 0 1.8060 6.10 | QV | | | | 4+ 5 1.8480 6.11 | Q V | | | | 4+10 1.8903 6.13 | Q V | | | | 4+15 1.9326 6.15 | Q V | | | | 4+20 1.9750 6.16 | Q V | | | | 4+25 2.0176 6.18 | Q V | | | | 4+30 2.0602 6.20 | Q V | | | | 4+35 2.1030 6.21 | Q V | | | | 4+40 2.1460 6.23 | Q V | | | | 4+45 2.1890 6.25 | Q V | | | | 4+50 2.2322 6.27 | Q V | | | | 4+55 2.2755 6.29 | Q V | | | | 5+ 0 2.3189 6.30 | Q V | | | | 5+ 5 2.3624 6.32 | Q V | | | | 5+10 2.4061 6.34 | Q V | | | | 5+15 2.4499 6.36 | Q V | | | | 5+20 2.4938 6.38 | Q V | | | | 5+25 2.5379 6.40 | Q V | | | | 5+30 2.5821 6.42 | Q V | | | | 5+35 2.6265 6.44 | Q V | | | | 5+40 2.6709 6.46 | Q V | | | | 5+45 2.7156 6.48 | Q V | | | | 5+50 2.7603 6.50 | Q V | | | | 5+55 2.8052 6.52 | Q V | | | | 6+ 0 2.8503 6.54 | Q V | | | | 6+ 5 2.8955 6.56 | Q V | | | | 6+10 2.9408 6.58 | Q V | | | | 6+15 2.9863 6.61 | Q V | | | | 6+20 3.0320 6.63 | Q V | | | | 6+25 3.0777 6.65 | Q V | | | | 6+30 3.1237 6.67 | Q V | | | | 6+35 3.1698 6.69 | Q V | | | | 6+40 3.2161 6.72 | Q V | | | | 6+45 3.2625 6.74 | Q V | | | | 6+50 3.3091 6.76 | Q V | | | | 6+55 3.3558 6.79 | Q V | | | | 7+ 0 3.4028 6.81 | Q V | | | | 7+ 5 3.4498 6.84 | Q V | | | | 7+10 3.4971 6.86 | Q V | | | | 7+15 3.5445 6.89 | Q V | | | | 7+20 3.5921 6.91 | Q V | | | | 7+25 3.6399 6.94 | Q V | | | | 7+30 3.6879 6.96 | Q V | | | | 7+35 3.7360 6.99 | Q V | | | | 7+40 3.7843 7.02 | Q V | | | | 7+45 3.8329 7.04 | Q V | | | | 7+50 3.8816 7.07 | Q V | | | | 7+55 3.9305 7.10 | Q V | | | | 8+ 0 3.9796 7.13 | Q V | | | | 8+ 5 4.0288 7.16 | Q V | | | | 8+10 4.0783 7.19 | Q V | | | | 8+15 4.1280 7.22 | Q V| | | | 8+20 4.1779 7.25 | Q V| | | | 8+25 4.2280 7.28 | Q V| | | | 8+30 4.2784 7.31 | Q V| | | | 8+35 4.3289 7.34 | Q V| | | | 8+40 4.3797 7.37 | Q V| | | | 8+45 4.4306 7.40 | Q V| | | | 8+50 4.4818 7.44 | Q V| | | | 8+55 4.5333 7.47 | Q V| | | | 9+ 0 4.5849 7.50 | Q V | | | 9+ 5 4.6368 7.54 | Q V | | | 9+10 4.6890 7.57 | Q V | | | 9+15 4.7414 7.61 | Q V | | | 9+20 4.7940 7.64 | Q V | | | 9+25 4.8469 7.68 | Q V | | | 9+30 4.9001 7.72 | Q V | | | 9+35 4.9535 7.76 | Q V | | | 9+40 5.0071 7.79 | Q |V | | | 9+45 5.0611 7.83 | Q |V | | | 9+50 5.1153 7.87 | Q |V | | | 9+55 5.1698 7.91 | Q |V | | | 10+ 0 5.2246 7.96 | Q |V | | | 10+ 5 5.2797 8.00 | Q |V | | | 10+10 5.3351 8.04 | Q |V | | | 10+15 5.3908 8.08 | Q |V | | | 10+20 5.4468 8.13 | Q |V | | | 10+25 5.5031 8.18 | Q | V | | | 10+30 5.5597 8.22 | Q | V | | | 10+35 5.6166 8.27 | Q | V | | | 10+40 5.6739 8.32 | Q | V | | | 10+45 5.7316 8.37 | Q | V | | | 10+50 5.7895 8.42 | Q | V | | | 10+55 5.8479 8.47 | Q | V | | | 11+ 0 5.9066 8.52 | Q | V | | | 11+ 5 5.9656 8.58 | Q | V | | | 11+10 6.0251 8.63 | Q | V | | | 11+15 6.0849 8.69 | Q | V | | | 11+20 6.1452 8.75 | Q | V | | | 11+25 6.2058 8.81 | Q | V | | | 11+30 6.2669 8.87 | Q | V | | | 11+35 6.3284 8.93 | Q | V | | | 11+40 6.3903 8.99 | Q | V | | | 11+45 6.4527 9.06 | Q | V | | | 11+50 6.5156 9.13 | Q | V | | | 11+55 6.5789 9.19 | Q | V | | | 12+ 0 6.6427 9.26 | Q | V | | | 12+ 5 6.7067 9.30 | Q | V | | | 12+10 6.7700 9.18 | Q | V | | | 12+15 6.8313 8.91 | Q | V | | | 12+20 6.8911 8.68 | Q | V | | | 12+25 6.9505 8.62 | Q | V | | | 12+30 7.0100 8.65 | Q | V | | | 12+35 7.0701 8.72 | Q | V | | | 12+40 7.1308 8.81 | Q | V | | | 12+45 7.1920 8.90 | Q | V | | | 12+50 7.2540 9.00 | Q | V | | | 12+55 7.3166 9.10 | Q | V | | | 13+ 0 7.3801 9.21 | Q | V | | | 13+ 5 7.4442 9.32 | Q | V | | | 13+10 7.5092 9.44 | Q | V | | | 13+15 7.5750 9.56 | Q | V | | | 13+20 7.6417 9.68 | Q | V | | | 13+25 7.7093 9.81 | Q | V | | | 13+30 7.7778 9.95 | Q | V | | | 13+35 7.8474 10.09 | Q | V | | | 13+40 7.9179 10.24 | Q | V | | | 13+45 7.9895 10.40 | Q | V | | | 13+50 8.0623 10.57 | Q | V | | | 13+55 8.1362 10.74 | Q | V | | | 14+ 0 8.2115 10.92 | Q | V | | | 14+ 5 8.2880 11.11 | Q | V | | | 14+10 8.3660 11.32 | Q | V | | | 14+15 8.4455 11.54 | Q | V | | | 14+20 8.5266 11.78 | Q | V | | | 14+25 8.6094 12.02 | Q | V | | | 14+30 8.6940 12.29 | Q | V| | | 14+35 8.7806 12.57 | Q | V| | | 14+40 8.8692 12.87 | Q | V| | | 14+45 8.9601 13.19 | Q | V| | | 14+50 9.0534 13.55 | Q | V| | | 14+55 9.1493 13.93 | Q | V | | 15+ 0 9.2481 14.35 | Q | V | | 15+ 5 9.3501 14.81 | Q | V | | 15+10 9.4557 15.33 | Q | V | | 15+15 9.5652 15.90 | Q | |V | | 15+20 9.6791 16.55 | Q | |V | | 15+25 9.7972 17.14 | Q | |V | | 15+30 9.9154 17.17 | Q | |V | | 15+35 10.0301 16.66 | Q | | V | | 15+40 10.1440 16.53 | Q | | V | | 15+45 10.2640 17.43 | Q | | V | | 15+50 10.3965 19.23 | Q | | V | | 15+55 10.5490 22.15 | Q| | V | | 16+ 0 10.7367 27.26 | | Q | V | | 16+ 5 11.0068 39.21 | | Q | V | | 16+10 11.4520 64.65 | | | V Q | | 16+15 12.0264 83.40 | | | V | Q | 16+20 12.5289 72.96 | | | V | Q | 16+25 12.8381 44.90 | | Q| V | | 16+30 13.0404 29.37 | | Q | V | | 16+35 13.1901 21.73 | Q| | V | | 16+40 13.3227 19.25 | Q | | V| | 16+45 13.4451 17.77 | Q | | V| | 16+50 13.5527 15.63 | Q | | V| | 16+55 13.6531 14.57 | Q | | V| | 17+ 0 13.7477 13.73 | Q | | V | 17+ 5 13.8375 13.04 | Q | | V | 17+10 13.9230 12.42 | Q | | V | 17+15 14.0049 11.89 | Q | | V | 17+20 14.0835 11.42 | Q | | V | 17+25 14.1593 11.01 | Q | | |V | 17+30 14.2325 10.64 | Q | | |V | 17+35 14.3035 10.31 | Q | | |V | 17+40 14.3724 10.01 | Q | | |V | 17+45 14.4395 9.73 | Q | | |V | 17+50 14.5048 9.48 | Q | | |V | 17+55 14.5685 9.25 | Q | | | V | 18+ 0 14.6307 9.03 | Q | | | V | 18+ 5 14.6918 8.87 | Q | | | V | 18+10 14.7529 8.88 | Q | | | V | 18+15 14.8153 9.05 | Q | | | V | 18+20 14.8787 9.21 | Q | | | V | 18+25 14.9421 9.20 | Q | | | V | 18+30 15.0048 9.12 | Q | | | V | 18+35 15.0668 9.00 | Q | | | V | 18+40 15.1280 8.88 | Q | | | V | 18+45 15.1884 8.77 | Q | | | V | 18+50 15.2479 8.65 | Q | | | V | 18+55 15.3068 8.54 | Q | | | V | 19+ 0 15.3649 8.44 | Q | | | V | 19+ 5 15.4222 8.33 | Q | | | V | 19+10 15.4790 8.24 | Q | | | V | 19+15 15.5351 8.14 | Q | | | V | 19+20 15.5905 8.06 | Q | | | V | 19+25 15.6454 7.97 | Q | | | V | 19+30 15.6997 7.89 | Q | | | V | 19+35 15.7535 7.81 | Q | | | V | 19+40 15.8067 7.73 | Q | | | V | 19+45 15.8595 7.65 | Q | | | V | 19+50 15.9117 7.58 | Q | | | V | 19+55 15.9634 7.51 | Q | | | V | 20+ 0 16.0147 7.45 | Q | | | V | 20+ 5 16.0655 7.38 | Q | | | V | 20+10 16.1159 7.32 | Q | | | V | 20+15 16.1659 7.25 | Q | | | V | 20+20 16.2154 7.19 | Q | | | V | 20+25 16.2646 7.14 | Q | | | V | 20+30 16.3133 7.08 | Q | | | V | 20+35 16.3617 7.03 | Q | | | V | 20+40 16.4097 6.97 | Q | | | V | 20+45 16.4574 6.92 | Q | | | V | 20+50 16.5047 6.87 | Q | | | V | 20+55 16.5517 6.82 | Q | | | V | 21+ 0 16.5983 6.77 | Q | | | V | 21+ 5 16.6446 6.72 | Q | | | V | 21+10 16.6906 6.68 | Q | | | V | 21+15 16.7363 6.63 | Q | | | V | 21+20 16.7817 6.59 | Q | | | V | 21+25 16.8268 6.55 | Q | | | V | 21+30 16.8716 6.51 | Q | | | V | 21+35 16.9161 6.46 | Q | | | V | 21+40 16.9604 6.42 | Q | | | V | 21+45 17.0043 6.39 | Q | | | V | 21+50 17.0480 6.35 | Q | | | V | 21+55 17.0915 6.31 | Q | | | V | 22+ 0 17.1347 6.27 | Q | | | V | 22+ 5 17.1777 6.24 | Q | | | V | 22+10 17.2204 6.20 | Q | | | V | 22+15 17.2628 6.17 | Q | | | V | 22+20 17.3051 6.13 | Q | | | V | 22+25 17.3471 6.10 | Q | | | V | 22+30 17.3889 6.07 | Q | | | V | 22+35 17.4304 6.04 | Q | | | V | 22+40 17.4718 6.00 | Q | | | V | 22+45 17.5129 5.97 | Q | | | V | 22+50 17.5538 5.94 | Q | | | V | 22+55 17.5946 5.91 | Q | | | V | 23+ 0 17.6351 5.88 | Q | | | V | 23+ 5 17.6754 5.85 | Q | | | V | 23+10 17.7155 5.83 | Q | | | V | 23+15 17.7555 5.80 | Q | | | V| 23+20 17.7952 5.77 | Q | | | V| 23+25 17.8348 5.74 | Q | | | V| 23+30 17.8742 5.72 | Q | | | V| 23+35 17.9134 5.69 | Q | | | V| 23+40 17.9524 5.67 | Q | | | V| 23+45 17.9912 5.64 | Q | | | V| 23+50 18.0299 5.62 | Q | | | V| 23+55 18.0684 5.59 | Q | | | V| 24+ 0 18.1068 5.57 | Q | | | V| 24+ 5 18.1437 5.37 | Q | | | V| 24+10 18.1741 4.40 |Q | | | V| 24+15 18.1925 2.68 |Q | | | V| 24+20 18.2004 1.14 Q | | | V| 24+25 18.2035 0.45 Q | | | V| 24+30 18.2046 0.16 Q | | | V| 24+35 18.2051 0.08 Q | | | V| 24+40 18.2054 0.04 Q | | | V ----------------------------------------------------------------------- Appendix D Soil Group Map and Isohyetal Map