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HomeMy WebLinkAboutAppdx F-1_Hydro Report PRELIMINARY HYDROLOGY REPORT for CITRUS INDUSTRIAL DEVELOPMENT East of Citrus Avenue, Between Slover Avenue and Boyle Avenue, City of Fontana, CA Prepared For: Crow Holdings Industrial 527 W. 7th Street, Suite 200 Los Angeles, CA 90014 Prepared By: Langan Engineering and Environmental Services, Inc. 11801 Pierce Street Riverside, CA 92505 Michael Golias Professional Engineer License No. 91029 Prepared: April 2023 Langan Project No. 722012201 Preliminary Hydrology Report Citrus Industrial Development Langan Project No. 722012201 April 2023 Table of Contents TABLE OF CONTENTS 1. INTRODUCTION ................................................................................................................ 1 2. PROJECT DESCRIPTION ................................................................................................... 1 2.1. Existing Site Description ........................................................................................... 1 2.2. Proposed Site Description ......................................................................................... 1 2.3. Existing Drainage Patterns ........................................................................................ 1 2.4. Proposed Drainage Patterns ..................................................................................... 2 3. PROJECT ANALYSIS ......................................................................................................... 2 3.1. Methodology .............................................................................................................. 2 3.2. Hydrology Results & Analysis ................................................................................... 3 3.3. Hydraulics Analysis .................................................................................................... 4 4. CONCLUSION .................................................................................................................... 4 5. REFERENCES ..................................................................................................................... 4 FIGURES: 1 Site Vicinity Map 2 Proposed Site Plan 3 Pre-Development Hydrology Map 4 Post-Development Hydrology Map APPENDICES: A NOAA Atlas 15 Rainfall Data B Hydrologic Soil Group Map C FEMA Flood Insurance Rate Map D Pre-Development Hydrology Calculations E Post-Development Hydrology Calculations F BMP Information G Conceptual Grading & Drainage Plan H Infiltration Report Preliminary Hydrology Report Citrus Industrial Development Langan Project No. 722012201 April 2023 Page 1 of 4 1. INTRODUCTION The purpose of this Hydrology Report is to analyze the existing and proposed surface-water hydrology and identify impacts that are associated with the proposed industrial development. This report provides analysis for designing the proposed on-site stormwater drainage system. According to the analysis, the proposed development will mitigate the increased stormwater runoff and will not create any additional impacts to the downstream storm drain infrastructure. Furthermore, the proposed development will be protected against flooding in a 100-year, 24-hour storm event. 2. PROJECT DESCRIPTION 2.1. Existing Site Description The project site is approximately 16.12 acres and is located in the City of Fontana, County of San Bernardino, California. The site is bounded to the north by Boyle Avenue, to the west by Citrus Avenue Street, to the south by Slover Avenue, and to the east by residential property. The site currently consists of residential buildings, which will be demolished prior to construction. See Figure 1 for the site vicinity map. 2.2. Proposed Site Description The proposed development consists of a ±361,100 square foot industrial warehouse with auto parking and trailer parking spaces. Truck docking areas will be located along the west and south faces of the building. The project site will dedicate right-of-way for Boyle Avenue to the north. According to the City of Fontana’s zoning map, the project site is designated as Light Industrial (M-1). See Figure 2 for the proposed site plan. Off-site roadway improvements are proposed as part of this project development. Half-width improvements are proposed along Boyle Avenue. New curb & gutter and a median break for a left-hand turning pocket are proposed along Slover Avenue. 2.3. Existing Drainage Patterns The existing drainage pattern generally drains from northeast to southwest and splits into 2 separate drainage areas. Stormwater runoff from Area A drains to the west of the site (northwest of the AMPM gas station) and discharges to an existing catch basin in the landscaping east of Citrus Avenue. This catch basin conveys runoff to a catch basin in Citrus Ave and ultimately discharges to the existing 24-inch storm drain in Citrus Ave. See Figure 3 for the Pre-Development Hydrology Map. Stormwater runoff from Area B drains to the southwest of the site and discharges directly onto Slover Avenue. Runoff on Slover Ave gets conveyed to the west via gutter flow and discharges Preliminary Hydrology Report Citrus Industrial Development Langan Project No. 722012201 April 2023 Page 2 of 4 into an existing catch basin at northeast corner of the intersection of Slover Ave and Citrus Ave. This catch basin ultimately discharges to the existing 42-inch storm drain in Citrus Ave. 2.4. Proposed Drainage Patterns The proposed development splits the site into 2 separate drainage patterns. Drainage area A is the western portion of the site, and drainage Area B is the eastern portion of the site. Each drainage area will propose catch basin inlets to capture stormwater runoff and convey it via an underground storm drain system. Roof drains are anticipated to spill directly to grade and will be captured via catch basins. The project proposes 2 underground stormwater chamber systems for detention, 1 for each drainage area. Each chamber system will have a pre-treatment device to remove sediments and debris from runoff before entering the chambers. Any overflow from each chamber will drain to their respective proposed bubbler box and ultimately discharge to Slover Avenue via under-sidewalk parkway drains. No underground off-site storm drain improvements are proposed as part of this project. 3. PROJECT ANALYSIS 3.1. Methodology The hydrology analysis was conducted in accordance with the San Bernardino County Hydrology Manual and San Bernardino County Detention Basin Design Criteria. The hydrology calculations were performed using the CivilDesign software. The CivilDesign Rational Method program was used to calculate the pre- and post- development peak flow rates. The CivilDesign Unit Hydrograph Method and Flood Hydrograph Routing programs were used to calculate the peak flow rates after detention basin attenuation. Per the Detention Basin Design Criteria for pre-development condition, the 10-year peak flow rate was calculated using 5-year rainfall, the 25-year peak flow rate was calculated using 10- year rainfall, and the 100-year peak flow rate was calculated using 25-year rainfall and AMC-2. Rainfall depths were based on NOAA Atlas 14 Point Precipitation Frequency Estimates (Appendix A). The site hydrologic soil type is “A” (Appendix B). AMC-1 was used for 2-year rainfall conditions, AMC-2 was used for 10-, 25-, and 50-year rainfall conditions, and AMC-3 was used for 100-year rainfall conditions. See table 3.1.1 for pre- and post-development rainfall data used for the analysis. Table 3.1.1 Rainfall Data Summary Design Storm Event Pre-Dev Rainfall Depth (in) Post-Dev Rainfall Depth (in) 2-year, 1-Hour 0.533 0.533 10-year, 1-Hour 0.707 0.856 25-year, 1-Hour 0.856 1.07 100-year, 1-Hour 1.07 1.42 Preliminary Hydrology Report Citrus Industrial Development Langan Project No. 722012201 April 2023 Page 3 of 4 3.2. Hydrology Results & Analysis Based on the hydrologic analysis, the proposed project site will result in an increased peak flow rate and runoff volume due to an increase in impervious area for the project development. In order to mitigate this increase in flow rate and volume, the project proposes underground stormwater chambers to capture, treat, and attenuate the stormwater runoff. The chambers were designed to fully capture and infiltrate the water quality Design Capture Volume. In addition, the chambers and outlet pipes were designed to discharge stormwater at peak flow rates less than 90% of the pre-development peak flow rates. Once the mitigated stormwater runoff is discharged on to Slover Avenue, the runoff will follow the pre-development drainage pattern and discharge into the existing catch basin at the northeast corner of the intersection of Slover Ave and Citrus Ave. Drainage sub-areas were delineated to calculated peak flow rates and time of concentrations for each sub-area using the Rational Method program. Some smaller drainage areas were calculated together to simplify the calculations. The elevations shown along the roof were labeled to simulate a 1% roof pitch to estimate the critical flow path. See Figure 4 for the post- development hydrology map. The tables below provide a summary of the peak flow rates and runoff volumes for pre- and post-development conditions. See Appendices D and E for the CivilDesign hydrology calculations for each sub-area. Table 3.2.1 Pre-Development Peak Flow Rate Summary Drainage Area ID Area (acres) Q2 (cfs) Q10 (cfs) Q25 (cfs) Q100 (cfs) Discharge Point A 2.40 1.65 2.62 3.47 4.66 Existing catch basin west of property line, east of Citrus Ave B 13.73 8.04 12.19 16.57 22.73 Discharges directly to Slover Ave Total 16.13 9.69 14.81 20.04 27.39 Allowable Q's (90%): 8.72 13.33 18.04 24.65 Table 3.2.2 Post-Development Peak Flow Rate Summary Drainage Area ID Area (acres) Q100 (cfs) Unmitigated Q100 (cfs) Mitigated Discharge Point A 8.20 33.77 6.28 Enters Chamber A, exits via parkway drain to Slover Ave B 7.64 29.16 6.28 Enters Chamber B, exits via parkway drain to Slover Ave Total 15.84 62.93 12.56 Since the post-development Q100 of 12.56 cfs is less than the pre-development allowable Q100 of 24.65, the flood mitigation requirements for the 100-year storm is met. The final Preliminary Hydrology Report Citrus Industrial Development Langan Project No. 722012201 April 2023 Page 4 of 4 hydrology report analysis will ensure that 2-, 10-, and 25-year design storms also meet this flood mitigation requirement. 3.3. Hydraulics Analysis The final hydrology report will include hydraulic analysis and calculations for sizing of the parking culverts, catch basins, and inlets. 4. CONCLUSION The proposed on-site underground stormwater chambers have been designed to capture and infiltrate the Design Capture Volume and attenuate the increased peak flow rates for stormwater discharge. The proposed development will not contribute runoff that would exceed the pre-development conditions and, therefore, will not impact existing downstream storm drain facilities. 5. REFERENCES 1. San Bernardino County Hydrology Manual, August 1986 2. Detention Basin Design Criteria for San Bernardino County and Memo, September 1987 3. City of Fontana Master Storm Drainage Plan Study, June 1992 Preliminary Hydrology Report Citrus Industrial Development Langan Project No. 722012201 Figures FIGURES Date: 4/20/2023 Time: 09:15 User: dburgess Style Table: Langan.stb Layout: 1 Document Code:722012201-0201-CS101-0101 © 2 0 1 9 L a n g a n NEW JERSEY NEW YORK CONNECTICUT PENNSYLVANIA WASHINGTON DC VIRGINIA WEST VIRGINIA OHIO FLORIDA TEXAS ARIZONA CALIFORNIA ABU DHABI ATHENS DOHA DUBAI ISTANBUL LONDON PANAMA 11801 Pierce Street, Riverside, CA 92505 T: 951.710.3000 www.langan.com SITE DATA TABLE BUILDING LAND AREA AC LAND AREA SF FAR %BLDG FOOT PRINT BLDG MEZZ.TOTAL BLDG SF OFFICE SF WAREHOUSE SF PRKG REQ.PRKG PROV.TRAILER PRKG. PROV. 1 ±17.39 ±757,768 47.0%352,495 3,500 355,995 7,000 348,995 92 103 72 EV C H A R G I N G ONL Y EV CH A R G I N G ONL Y EV CH A R G I N G ONL Y EV CH A R G I N G ONL Y EV C H A R G I N G ON L Y EV C H A R G I N G ON L Y EV CH A R G I N G ONL Y EVC S EVC S EV C S EV C S EVC S EVC S EVC S EV C S EV C S EVC S CAR P O O L CAR P O O L CA R P O O L CA R P O O L CAR P O O L CAR P O O L CAR P O O L CA R P O O L LOADING LOADING LOADING LOADING LOADINGLOADINGLOADINGLOADINGLOADINGLOADING LOADING LOADING CAR P O O L EVC S CA R P O O L EV CH A R G I N G ONL Y CA R P O O L 33 3 ' - 2 " CITRUS & BOYLE FONTANA, CA 2023-05-04 2023-0244 CONCEPTUAL SITE PLAN & PROJECT DATA A1.1 KEY NOTES: # PARKING STALL SIZES: STANDARD PARKING STALL -9' X 19' A.D.A. (ACCESSIBLE) STALL -9' X 19' 12'X19' (VAN) LAND USE: M-1 LIGHT INDUSTRIAL PEDESTRIAN PAVING (SEE CIVIL & LANDSCAPE) CONCRETE VEHICULAR PAVING (SEE CIVIL) LANDSCAPE AREA (SEE LANDSCAPE) 9'H VINYL COATED CHAIN LINK FENCE BI PARTING MANUAL ROLLING GATE WITH FUTURE POWER (8' HEIGHT) 10'H SCREEN WALL PER ORDINANCE NO.1891 TRASH ENCLOSURE (ADA COMPLIANT) ADA RAMP (AS REQUIRED) ADA PATH OF TRAVEL PROVIDE KNOX BOX (LOCATION PER FIRE DEPT.) CONCRETE STAIRS EMERGENCY VEHICLE ACCESS GATE PUMP ROOM ELECTRICAL ROOM 1 2 3 4 5 6 7 8 9 10 11 12 13 14 (12) BICYCLE SPACES15 SCALE: 1"=40'OVERALL SITE PLAN 1 72'-2" 65 5 ' - 9 " 32 3 ' - 4 " 11'-1"19'-0"26'-0"19'-0"7'-0"19'-0"30'-0" 26 ' - 0 " 40'-0" DRIVEWAY 1022'-0" 1247'-0" 10 ' - 0 " 27 7 ' - 2 " 185'-0" (8 ) M O T O R C Y C L E PA R K I N G S P A C E S 154'-9" 60 6 ' - 9 " 6'-6"19'-0"30'-0"6'-0" 50'-0" DRIVEWAY 50'-0" DRIVEWAY 13 2 ' - 0 " 53 ' - 0 " 33 ' - 8 " 73 ' - 8 " 50'-0" DRIVEWAY 56 ' - 0 " 10'-0" 30'-0" 26 ' - 0 " 36 5 ' - 6 " 940'-0" 31 ' - 9 " .11 .8 .9 . 3 .6 .6 .3 .3 .6 .3 .2.2 .5 .10 .3 .7 .2.2 .2.12 .3 .3 .3 .3 .3 .3 .3 .3 .3 .14 6 .2.2 .2.11 .2.5 .2.8 .2.15 .2.9 .2.4 .2.12 .2.12 .2.2 .2.5 .2.2 .1 .2.6 .210 .1 .2.6 2 101010 10 1212 5 4 5 6 6 O L E A N D E R A V E N U E B O Y L E A V E N U E C I T R U S A V E N U E S L O V E R A V E N U E (46) DOCK DOORS (1 3 ) D O C K D O O R S OFFICE AREA 355,995 S.F. (MEZZ. 3,500 S.F.) BUILDING AREA G.D.G.D. GRAPHIC LEGEND: = OFFICE ENTRY = GRADE DOOR (12'X15') = A.D.A. ACCESSIBLE PRKG. = PROPERTY LINE (SEE CIVIL) = DOCK DOOR & LEVELER = CANOPY OR OVERHANG = CENTERLINE OR GRID LINE = EASEMENT (SEE CIVIL) = TRASH ENCLOSURE W/ SOLID ROOF A.D.A. ACCESSIBLE = WB-67' TRACTOR TRAILER = ADA PATH OF TRAVEL = 11' X 53' TRAILER PARKING = LIGHT STANDARD LUMINAIR N.T.S. MUST BE FULLY SHIELDED SEC. 19.7.8.E.2.A.4 = WALL PACK WITH CUT-OFF N.T.S. SHALL NOT EXCEED 18' ABOVE GRADE = 10'H SCREEN WALL = 9'H VINYL COATED CHAIN LINK FENCE = FIRE LANE = FIRE HYDRANT G.D. OCCUPANCY CLASSIFICATION: BUILDING: B, S1 CONSTRUCTION TYPE: IIIB N 0 5'20'40'60'10'80' 40' .2.6 .2.6.2.6 .2.6 .6 .6 = 10' BUFFER AREA PER ORDINANCE NO. 1891 10'-0" 1067'-5" 33 2 ' - 5 " 10 ' - 0 " .13 G. D . 18 5 ' - 0 " 50'-0" DRIVEWAY 3 1 .3 TRANSFORMER16 .2.16 33 .3 10'-0"19'-0" CI T R U S A V E N U E SLOVER AVENUE OL E A N D E R A V E . BOYLE AVENUE BOYLE AVENUE SLOVER AVENUE Date: 4/20/2023 Time: 09:09 User: dburgess Style Table: Langan.stb Layout: CA104 Document Code:722012201-0201-CA104-0101 www.langan.com 11801 Pierce Street Riverside, CA 92505 T: 951.710.3000 Langan Engineering and Environmental Services, Inc. © 2 0 2 2 L a n g a n CI T R U S A V E N U E SLOVER AVENUE OL E A N D E R A V E . BOYLE AVENUE BOYLE AVENUE SLOVER AVENUE EV CH A R G I N G ONL Y EV C H A R G I N G ON L Y EV CH A R G I N G ONL Y EV CH A R G I N G ONL Y EV CH A R G I N G ON L Y EV C H A R G I N G ON L Y EV C H A R G I N G ON L Y EV CH A R G I N G ONL Y EV C H A R G I N G ON L Y EVC S EVC S EV C S EV C S EVC S EVC S EVC S EV C S EV C S EVC S EVC S EV C S CAR P O O L EV C S CAR P O O L CA R P O O L CA R P O O L CAR P O O L CAR P O O L CAR P O O L CAR P O O L CAR P O O L CA R P O O L CA R P O O L CAR P O O L CAR P O O L Date: 5/12/2023 Time: 12:48 User: aliu Style Table: Langan.stb Layout: 4 Document Code:722012201-0201-CA104-0102 www.langan.com 11801 Pierce Street Riverside, CA 92505 T: 951.710.3000 Langan Engineering and Environmental Services, Inc. © 2 0 2 2 L a n g a n Preliminary Hydrology Report Citrus Industrial Development Langan Project No. 722012201 Appendices APPENDIX A NOAA ATLAS 14 RAINFALL DATA Preliminary Hydrology Report Citrus Industrial Development Langan Project No. 722012201 Appendices APPENDIX B HYDROLOGIC SOIL GROUP MAP City of Fontana WQMP Handbook August 2021 - 6 - Figure 2-1 Hydrologic Soil Group Project Site Preliminary Hydrology Report Citrus Industrial Development Langan Project No. 722012201 Appendices APPENDIX C FEMA FLOOD INSURANCE RATE MAP National Flood Hazard Layer FIRMette 0 500 1,000 1,500 2,000250 Feet Ü SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOODHAZARD AREAS Without Base Flood Elevation (BFE)Zone A, V, A99With BFE or DepthZone AE, AO, AH, VE, AR Regulatory Floodway 0.2% Annual Chance Flood Hazard, Areasof 1% annual chance flood with averagedepth less than one foot or with drainageareas of less than one square mileZone X Future Conditions 1% Annual Chance Flood HazardZone X Area with Reduced Flood Risk due to Levee. See Notes.Zone X Area with Flood Risk due to LeveeZone D NO SCREENArea of Minimal Flood Hazard Zone X Area of Undetermined Flood HazardZone D Channel, Culvert, or Storm Sewer Levee, Dike, or Floodwall Cross Sections with 1% Annual Chance 17.5 Water Surface Elevation Coastal Transect Coastal Transect Baseline Profile Baseline Hydrographic Feature Base Flood Elevation Line (BFE) Effective LOMRs Limit of Study Jurisdiction Boundary Digital Data Available No Digital Data Available Unmapped This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below.The basemap shown complies with FEMA's basemapaccuracy standards The flood hazard information is derived directly from theauthoritative NFHL web services provided by FEMA. This mapwas exported on 4/20/2023 at 5:19 PM and does notreflect changes or amendments subsequent to this date andtime. The NFHL and effective information may change orbecome superseded by new data over time. This map image is void if the one or more of the following map elements do not appear: basemap imagery, flood zone labels, legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for unmapped and unmodernized areas cannot be used for regulatory purposes. Legend OTHER AREAS OF FLOOD HAZARD OTHER AREAS GENERAL STRUCTURES OTHER FEATURES MAP PANELS 8 B 20.2 The pin displayed on the map is an approximatepoint selected by the user and does not representan authoritative property location. 1:6,000 117°27'18"W 34°4'5"N 117°26'41"W 34°3'35"N Basemap: USGS National Map: Orthoimagery: Data refreshed October, 2020 Preliminary Hydrology Report Citrus Industrial Development Langan Project No. 722012201 Appendices APPENDIX D PRE-DEVELOPMENT HYDROLOGY CALCULATIONS San Bernardino County Rational Hydrology Program (Hydrology Manual Date ­ August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989­2014 Version 9.0 Rational Hydrology Study Date: 04/13/23 ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ PROJECT CITRUS PRE­DEV 2­YEAR AREA A ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ Program License Serial Number 6353 ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ ********* Hydrology Study Control Information ********** ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ Rational hydrology study storm event year is 2.0 Computed rainfall intensity: Storm year = 2.00 1 hour rainfall = 0.533 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 1 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 101.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ RESIDENTIAL(3 ­ 4 dwl/acre) 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 1 = 16.60 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.600(In/Hr) Initial subarea data: Initial area flow distance = 565.000(Ft.) Top (of initial area) elevation = 1080.000(Ft.) Bottom (of initial area) elevation = 1073.000(Ft.) Difference in elevation = 7.000(Ft.) Slope = 0.01239 s(%)= 1.24 TC = k(0.412)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 12.506 min. Rainfall intensity = 1.366(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.505 Subarea runoff = 1.654(CFS) Total initial stream area = 2.400(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.600(In/Hr) End of computations, Total Study Area = 2.40 (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) = 0.600 Area averaged SCS curve number = 32.0 San Bernardino County Rational Hydrology Program (Hydrology Manual Date ­ August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989­2014 Version 9.0 Rational Hydrology Study Date: 04/13/23 ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ PROJECT CITRUS PRE­DEV 2­YEAR AREA B ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ Program License Serial Number 6353 ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ ********* Hydrology Study Control Information ********** ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ Rational hydrology study storm event year is 2.0 Computed rainfall intensity: Storm year = 2.00 1 hour rainfall = 0.533 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 1 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 201.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ RESIDENTIAL(3 ­ 4 dwl/acre) 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 1 = 16.60 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.600(In/Hr) Initial subarea data: Initial area flow distance = 412.000(Ft.) Top (of initial area) elevation = 1082.600(Ft.) Bottom (of initial area) elevation = 1078.000(Ft.) Difference in elevation = 4.600(Ft.) Slope = 0.01117 s(%)= 1.12 TC = k(0.412)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.253 min. Rainfall intensity = 1.455(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.529 Subarea runoff = 5.263(CFS) Total initial stream area = 6.840(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.600(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 202.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** ______________________________________________________________________ Estimated mean flow rate at midpoint of channel = 0.000(CFS) Depth of flow = 0.468(Ft.), Average velocity = 3.056(Ft/s) ******* Irregular Channel Data *********** ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 1.50 2 100.00 0.50 3 105.00 0.00 4 110.00 0.50 5 210.00 1.50 Manning's 'N' friction factor = 0.020 ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ Sub­Channel flow = 6.695(CFS) ' ' flow top width = 9.362(Ft.) ' ' velocity= 3.056(Ft/s) ' ' area = 2.191(Sq.Ft) ' ' Froude number = 1.113 Upstream point elevation = 1078.000(Ft.) Downstream point elevation = 1071.000(Ft.) Flow length = 593.000(Ft.) Travel time = 3.23 min. Time of concentration = 14.49 min. Depth of flow = 0.468(Ft.) Average velocity = 3.056(Ft/s) Total irregular channel flow = 6.695(CFS) Irregular channel normal depth above invert elev. = 0.468(Ft.) Average velocity of channel(s) = 3.056(Ft/s) Adding area flow to channel RESIDENTIAL(3 ­ 4 dwl/acre) 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 1 = 16.60 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.600(In/Hr) Rainfall intensity = 1.250(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.468 Subarea runoff = 2.773(CFS) for 6.890(Ac.) Total runoff = 8.036(CFS) Effective area this stream = 13.73(Ac.) Total Study Area (Main Stream No. 1) = 13.73(Ac.) Area averaged Fm value = 0.600(In/Hr) Depth of flow = 0.557(Ft.), Average velocity = 2.360(Ft/s) End of computations, Total Study Area = 13.73 (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) = 0.600 Area averaged SCS curve number = 32.0 San Bernardino County Rational Hydrology Program (Hydrology Manual Date ­ August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989­2014 Version 9.0 Rational Hydrology Study Date: 04/13/23 ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ PROJECT CITRUS PRE­DEV 10­YEAR AREA A ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ Program License Serial Number 6353 ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ ********* Hydrology Study Control Information ********** ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ Rational hydrology study storm event year is 5.0 Computed rainfall intensity: Storm year = 5.00 1 hour rainfall = 0.707 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 1 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 101.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ RESIDENTIAL(3 ­ 4 dwl/acre) 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 1 = 16.60 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.600(In/Hr) Initial subarea data: Initial area flow distance = 565.000(Ft.) Top (of initial area) elevation = 1080.000(Ft.) Bottom (of initial area) elevation = 1073.000(Ft.) Difference in elevation = 7.000(Ft.) Slope = 0.01239 s(%)= 1.24 TC = k(0.412)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 12.506 min. Rainfall intensity = 1.812(In/Hr) for a 5.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.602 Subarea runoff = 2.617(CFS) Total initial stream area = 2.400(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.600(In/Hr) End of computations, Total Study Area = 2.40 (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) = 0.600 Area averaged SCS curve number = 32.0 San Bernardino County Rational Hydrology Program (Hydrology Manual Date ­ August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989­2014 Version 9.0 Rational Hydrology Study Date: 04/13/23 ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ PROJECT CITRUS PRE­DEV 10­YEAR AREA B ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ Program License Serial Number 6353 ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ ********* Hydrology Study Control Information ********** ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ Rational hydrology study storm event year is 5.0 Computed rainfall intensity: Storm year = 5.00 1 hour rainfall = 0.707 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 1 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 201.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ RESIDENTIAL(3 ­ 4 dwl/acre) 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 1 = 16.60 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.600(In/Hr) Initial subarea data: Initial area flow distance = 412.000(Ft.) Top (of initial area) elevation = 1082.600(Ft.) Bottom (of initial area) elevation = 1078.000(Ft.) Difference in elevation = 4.600(Ft.) Slope = 0.01117 s(%)= 1.12 TC = k(0.412)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.253 min. Rainfall intensity = 1.930(In/Hr) for a 5.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.620 Subarea runoff = 8.187(CFS) Total initial stream area = 6.840(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.600(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 202.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** ______________________________________________________________________ Estimated mean flow rate at midpoint of channel = 0.000(CFS) Depth of flow = 0.600(Ft.), Average velocity = 2.276(Ft/s) ******* Irregular Channel Data *********** ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 1.50 2 100.00 0.50 3 105.00 0.00 4 110.00 0.50 5 210.00 1.50 Manning's 'N' friction factor = 0.020 ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ Sub­Channel flow = 10.224(CFS) ' ' flow top width = 29.942(Ft.) ' ' velocity= 2.276(Ft/s) ' ' area = 4.491(Sq.Ft) ' ' Froude number = 1.036 Upstream point elevation = 1078.000(Ft.) Downstream point elevation = 1071.000(Ft.) Flow length = 593.000(Ft.) Travel time = 4.34 min. Time of concentration = 15.60 min. Depth of flow = 0.600(Ft.) Average velocity = 2.276(Ft/s) Total irregular channel flow = 10.224(CFS) Irregular channel normal depth above invert elev. = 0.600(Ft.) Average velocity of channel(s) = 2.276(Ft/s) Adding area flow to channel RESIDENTIAL(3 ­ 4 dwl/acre) 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 1 = 16.60 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.600(In/Hr) Rainfall intensity = 1.587(In/Hr) for a 5.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.560 Subarea runoff = 4.007(CFS) for 6.890(Ac.) Total runoff = 12.194(CFS) Effective area this stream = 13.73(Ac.) Total Study Area (Main Stream No. 1) = 13.73(Ac.) Area averaged Fm value = 0.600(In/Hr) Depth of flow = 0.625(Ft.), Average velocity = 2.295(Ft/s) End of computations, Total Study Area = 13.73 (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) = 0.600 Area averaged SCS curve number = 32.0 San Bernardino County Rational Hydrology Program (Hydrology Manual Date ­ August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989­2014 Version 9.0 Rational Hydrology Study Date: 04/13/23 ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ PROJECT CITRUS PRE­DEV 25­YEAR AREA A ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ Program License Serial Number 6353 ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ ********* Hydrology Study Control Information ********** ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ Rational hydrology study storm event year is 10.0 Computed rainfall intensity: Storm year = 10.00 1 hour rainfall = 0.856 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 101.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ RESIDENTIAL(3 ­ 4 dwl/acre) 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 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance = 565.000(Ft.) Top (of initial area) elevation = 1080.000(Ft.) Bottom (of initial area) elevation = 1073.000(Ft.) Difference in elevation = 7.000(Ft.) Slope = 0.01239 s(%)= 1.24 TC = k(0.412)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 12.506 min. Rainfall intensity = 2.193(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.659 Subarea runoff = 3.470(CFS) Total initial stream area = 2.400(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) End of computations, Total Study Area = 2.40 (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) = 0.600 Area averaged SCS curve number = 32.0 San Bernardino County Rational Hydrology Program (Hydrology Manual Date ­ August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989­2014 Version 9.0 Rational Hydrology Study Date: 04/13/23 ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ PROJECT CITRUS PRE­DEV 25­YEAR AREA B ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ Program License Serial Number 6353 ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ ********* Hydrology Study Control Information ********** ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ Rational hydrology study storm event year is 10.0 Computed rainfall intensity: Storm year = 10.00 1 hour rainfall = 0.856 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 201.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ RESIDENTIAL(3 ­ 4 dwl/acre) 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 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance = 412.000(Ft.) Top (of initial area) elevation = 1082.600(Ft.) Bottom (of initial area) elevation = 1078.000(Ft.) Difference in elevation = 4.600(Ft.) Slope = 0.01117 s(%)= 1.12 TC = k(0.412)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.253 min. Rainfall intensity = 2.337(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.674 Subarea runoff = 10.773(CFS) Total initial stream area = 6.840(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 202.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** ______________________________________________________________________ Estimated mean flow rate at midpoint of channel = 0.000(CFS) Depth of flow = 0.641(Ft.), Average velocity = 2.322(Ft/s) ******* Irregular Channel Data *********** ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 1.50 2 100.00 0.50 3 105.00 0.00 4 110.00 0.50 5 210.00 1.50 Manning's 'N' friction factor = 0.020 ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ Sub­Channel flow = 13.714(CFS) ' ' flow top width = 38.245(Ft.) ' ' velocity= 2.322(Ft/s) ' ' area = 5.907(Sq.Ft) ' ' Froude number = 1.041 Upstream point elevation = 1078.000(Ft.) Downstream point elevation = 1071.000(Ft.) Flow length = 593.000(Ft.) Travel time = 4.26 min. Time of concentration = 15.51 min. Depth of flow = 0.641(Ft.) Average velocity = 2.322(Ft/s) Total irregular channel flow = 13.713(CFS) Irregular channel normal depth above invert elev. = 0.641(Ft.) Average velocity of channel(s) = 2.322(Ft/s) Adding area flow to channel RESIDENTIAL(3 ­ 4 dwl/acre) 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 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Rainfall intensity = 1.927(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.626 Subarea runoff = 5.795(CFS) for 6.890(Ac.) Total runoff = 16.568(CFS) Effective area this stream = 13.73(Ac.) Total Study Area (Main Stream No. 1) = 13.73(Ac.) Area averaged Fm value = 0.587(In/Hr) Depth of flow = 0.667(Ft.), Average velocity = 2.381(Ft/s) End of computations, Total Study Area = 13.73 (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) = 0.600 Area averaged SCS curve number = 32.0 San Bernardino County Rational Hydrology Program (Hydrology Manual Date ­ August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989­2014 Version 9.0 Rational Hydrology Study Date: 04/12/23 ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ PROJECT CITRUS PRE­DEV 100­YEAR AREA A ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ Program License Serial Number 6353 ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ ********* Hydrology Study Control Information ********** ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ Rational hydrology study storm event year is 25.0 Computed rainfall intensity: Storm year = 25.00 1 hour rainfall = 1.070 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 101.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ RESIDENTIAL(3 ­ 4 dwl/acre) 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 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance = 565.000(Ft.) Top (of initial area) elevation = 1080.000(Ft.) Bottom (of initial area) elevation = 1073.000(Ft.) Difference in elevation = 7.000(Ft.) Slope = 0.01239 s(%)= 1.24 TC = k(0.412)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 12.506 min. Rainfall intensity = 2.742(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.707 Subarea runoff = 4.655(CFS) Total initial stream area = 2.400(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) End of computations, Total Study Area = 2.40 (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) = 0.600 Area averaged SCS curve number = 32.0 San Bernardino County Rational Hydrology Program (Hydrology Manual Date ­ August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989­2014 Version 9.0 Rational Hydrology Study Date: 04/13/23 ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ PROJECT CITRUS PRE­DEV 100­YEAR AREA B ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ Program License Serial Number 6353 ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ ********* Hydrology Study Control Information ********** ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ Rational hydrology study storm event year is 25.0 Computed rainfall intensity: Storm year = 25.00 1 hour rainfall = 1.070 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 201.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ RESIDENTIAL(3 ­ 4 dwl/acre) 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 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance = 412.000(Ft.) Top (of initial area) elevation = 1082.600(Ft.) Bottom (of initial area) elevation = 1078.000(Ft.) Difference in elevation = 4.600(Ft.) Slope = 0.01117 s(%)= 1.12 TC = k(0.412)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.253 min. Rainfall intensity = 2.921(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.719 Subarea runoff = 14.369(CFS) Total initial stream area = 6.840(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 200.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** ______________________________________________________________________ Estimated mean flow rate at midpoint of channel = 0.000(CFS) Depth of flow = 0.683(Ft.), Average velocity = 2.424(Ft/s) ******* Irregular Channel Data *********** ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 1.50 2 100.00 0.50 3 105.00 0.00 4 110.00 0.50 5 210.00 1.50 Manning's 'N' friction factor = 0.020 ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ Sub­Channel flow = 18.577(CFS) ' ' flow top width = 46.539(Ft.) ' ' velocity= 2.424(Ft/s) ' ' area = 7.665(Sq.Ft) ' ' Froude number = 1.052 Upstream point elevation = 1078.000(Ft.) Downstream point elevation = 1071.000(Ft.) Flow length = 593.000(Ft.) Travel time = 4.08 min. Time of concentration = 15.33 min. Depth of flow = 0.683(Ft.) Average velocity = 2.424(Ft/s) Total irregular channel flow = 18.577(CFS) Irregular channel normal depth above invert elev. = 0.683(Ft.) Average velocity of channel(s) = 2.424(Ft/s) Adding area flow to channel RESIDENTIAL(3 ­ 4 dwl/acre) 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 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Rainfall intensity = 2.426(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.682 Subarea runoff = 8.362(CFS) for 6.890(Ac.) Total runoff = 22.731(CFS) Effective area this stream = 13.73(Ac.) Total Study Area (Main Stream No. 1) = 13.73(Ac.) Area averaged Fm value = 0.587(In/Hr) Depth of flow = 0.711(Ft.), Average velocity = 2.510(Ft/s) End of computations, Total Study Area = 13.73 (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) = 0.600 Area averaged SCS curve number = 32.0 Preliminary Hydrology Report Citrus Industrial Development Langan Project No. 722012201 Appendices APPENDIX E POST-DEVELOPMENT HYDROLOGY CALCULATIONS San Bernardino County Rational Hydrology Program (Hydrology Manual Date ­ August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989­2014 Version 9.0 Rational Hydrology Study Date: 04/13/23 ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ PROJECT CITRUS POST­DEV 100­YEAR AREA A ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ Program License Serial Number 6353 ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ ********* Hydrology Study Control Information ********** ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ Rational hydrology study storm event year is 100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.420 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 101.000 **** 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 = 195.000(Ft.) Top (of initial area) elevation = 1081.860(Ft.) Bottom (of initial area) elevation = 1079.840(Ft.) Difference in elevation = 2.020(Ft.) Slope = 0.01036 s(%)= 1.04 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 6.249 min. Rainfall intensity = 5.517(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.887 Subarea runoff = 10.474(CFS) Total initial stream area = 2.140(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.079(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1075.340(Ft.) Downstream point/station elevation = 1072.910(Ft.) Pipe length = 486.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.474(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 10.474(CFS) Normal flow depth in pipe = 16.10(In.) Flow top width inside pipe = 17.76(In.) Critical Depth = 14.47(In.) Pipe flow velocity = 5.29(Ft/s) Travel time through pipe = 1.53 min. Time of concentration (TC) = 7.78 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** 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) The area added to the existing stream causes a a lower flow rate of Q = 10.236(CFS) therefore the upstream flow rate of Q = 10.474(CFS) is being used Time of concentration = 7.78 min. Rainfall intensity = 4.837(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.885 Subarea runoff = 0.000(CFS) for 0.250(Ac.) Total runoff = 10.474(CFS) Effective area this stream = 2.39(Ac.) Total Study Area (Main Stream No. 1) = 2.39(Ac.) Area averaged Fm value = 0.079(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 103.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1072.910(Ft.) Downstream point/station elevation = 1069.890(Ft.) Pipe length = 232.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.474(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 10.474(CFS) Normal flow depth in pipe = 13.03(In.) Flow top width inside pipe = 16.09(In.) Critical Depth = 14.92(In.) Pipe flow velocity = 7.64(Ft/s) Travel time through pipe = 0.51 min. Time of concentration (TC) = 8.29 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 103.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 2.390(Ac.) Runoff from this stream = 10.474(CFS) Time of concentration = 8.29 min. Rainfall intensity = 4.658(In/Hr) Area averaged loss rate (Fm) = 0.0785(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 105.000 **** 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 = 233.000(Ft.) Top (of initial area) elevation = 1077.080(Ft.) Bottom (of initial area) elevation = 1074.190(Ft.) Difference in elevation = 2.890(Ft.) Slope = 0.01240 s(%)= 1.24 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 6.473 min. Rainfall intensity = 5.402(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.887 Subarea runoff = 5.078(CFS) Total initial stream area = 1.060(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.079(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 103.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1070.810(Ft.) Downstream point/station elevation = 1069.890(Ft.) Pipe length = 98.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.078(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 5.078(CFS) Normal flow depth in pipe = 10.25(In.) Flow top width inside pipe = 13.95(In.) Critical Depth = 10.96(In.) Pipe flow velocity = 5.68(Ft/s) Travel time through pipe = 0.29 min. Time of concentration (TC) = 6.76 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 103.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.060(Ac.) Runoff from this stream = 5.078(CFS) Time of concentration = 6.76 min. Rainfall intensity = 5.262(In/Hr) Area averaged loss rate (Fm) = 0.0785(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 10.47 2.390 8.29 0.079 4.658 2 5.08 1.060 6.76 0.079 5.262 Qmax(1) = 1.000 * 1.000 * 10.474) + 0.883 * 1.000 * 5.078) + = 14.960 Qmax(2) = 1.132 * 0.816 * 10.474) + 1.000 * 1.000 * 5.078) + = 14.753 Total of 2 streams to confluence: Flow rates before confluence point: 10.474 5.078 Maximum flow rates at confluence using above data: 14.960 14.753 Area of streams before confluence: 2.390 1.060 Effective area values after confluence: 3.450 3.010 Results of confluence: Total flow rate = 14.960(CFS) Time of concentration = 8.285 min. Effective stream area after confluence = 3.450(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.079(In/Hr) Study area total (this main stream) = 3.45(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 106.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1069.890(Ft.) Downstream point/station elevation = 1066.180(Ft.) Pipe length = 296.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 14.960(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 14.960(CFS) Normal flow depth in pipe = 14.79(In.) Flow top width inside pipe = 19.17(In.) Critical Depth = 17.19(In.) Pipe flow velocity = 8.27(Ft/s) Travel time through pipe = 0.60 min. Time of concentration (TC) = 8.88 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 106.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 3.450(Ac.) Runoff from this stream = 14.960(CFS) Time of concentration = 8.88 min. Rainfall intensity = 4.468(In/Hr) Area averaged loss rate (Fm) = 0.0785(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 107.000 to Point/Station 108.000 **** 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 = 405.000(Ft.) Top (of initial area) elevation = 1077.830(Ft.) Bottom (of initial area) elevation = 1070.940(Ft.) Difference in elevation = 6.890(Ft.) Slope = 0.01701 s(%)= 1.70 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 7.581 min. Rainfall intensity = 4.913(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.886 Subarea runoff = 5.918(CFS) Total initial stream area = 1.360(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.079(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 108.000 to Point/Station 106.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1067.240(Ft.) Downstream point/station elevation = 1066.180(Ft.) Pipe length = 64.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.918(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 5.918(CFS) Normal flow depth in pipe = 9.35(In.) Flow top width inside pipe = 14.54(In.) Critical Depth = 11.80(In.) Pipe flow velocity = 7.36(Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 7.73 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 108.000 to Point/Station 106.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.360(Ac.) Runoff from this stream = 5.918(CFS) Time of concentration = 7.73 min. Rainfall intensity = 4.858(In/Hr) Area averaged loss rate (Fm) = 0.0785(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 14.96 3.450 8.88 0.079 4.468 2 5.92 1.360 7.73 0.079 4.858 Qmax(1) = 1.000 * 1.000 * 14.960) + 0.918 * 1.000 * 5.918) + = 20.395 Qmax(2) = 1.089 * 0.870 * 14.960) + 1.000 * 1.000 * 5.918) + = 20.086 Total of 2 streams to confluence: Flow rates before confluence point: 14.960 5.918 Maximum flow rates at confluence using above data: 20.395 20.086 Area of streams before confluence: 3.450 1.360 Effective area values after confluence: 4.810 4.361 Results of confluence: Total flow rate = 20.395(CFS) Time of concentration = 8.882 min. Effective stream area after confluence = 4.810(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.079(In/Hr) Study area total (this main stream) = 4.81(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.000 to Point/Station 109.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1066.180(Ft.) Downstream point/station elevation = 1065.500(Ft.) Pipe length = 135.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 20.395(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 20.395(CFS) Normal flow depth in pipe = 20.58(In.) Flow top width inside pipe = 22.99(In.) Critical Depth = 18.96(In.) Pipe flow velocity = 6.28(Ft/s) Travel time through pipe = 0.36 min. Time of concentration (TC) = 9.24 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.000 to Point/Station 109.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 4.810(Ac.) Runoff from this stream = 20.395(CFS) Time of concentration = 9.24 min. Rainfall intensity = 4.363(In/Hr) Area averaged loss rate (Fm) = 0.0785(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 111.000 **** 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 = 431.000(Ft.) Top (of initial area) elevation = 1077.860(Ft.) Bottom (of initial area) elevation = 1074.080(Ft.) Difference in elevation = 3.780(Ft.) Slope = 0.00877 s(%)= 0.88 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 8.873 min. Rainfall intensity = 4.470(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.884 Subarea runoff = 13.400(CFS) Total initial stream area = 3.390(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.079(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 111.000 to Point/Station 109.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1070.180(Ft.) Downstream point/station elevation = 1065.500(Ft.) Pipe length = 207.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 13.400(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 13.400(CFS) Normal flow depth in pipe = 12.73(In.) Flow top width inside pipe = 16.38(In.) Critical Depth = 16.37(In.) Pipe flow velocity = 10.03(Ft/s) Travel time through pipe = 0.34 min. Time of concentration (TC) = 9.22 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 111.000 to Point/Station 109.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.390(Ac.) Runoff from this stream = 13.400(CFS) Time of concentration = 9.22 min. Rainfall intensity = 4.369(In/Hr) Area averaged loss rate (Fm) = 0.0785(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 20.39 4.810 9.24 0.079 4.363 2 13.40 3.390 9.22 0.079 4.369 Qmax(1) = 1.000 * 1.000 * 20.395) + 0.998 * 1.000 * 13.400) + = 33.774 Qmax(2) = 1.002 * 0.997 * 20.395) + 1.000 * 1.000 * 13.400) + = 33.774 Total of 2 streams to confluence: Flow rates before confluence point: 20.395 13.400 Maximum flow rates at confluence using above data: 33.774 33.774 Area of streams before confluence: 4.810 3.390 Effective area values after confluence: 8.200 8.188 Results of confluence: Total flow rate = 33.774(CFS) Time of concentration = 9.217 min. Effective stream area after confluence = 8.188(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.079(In/Hr) Study area total (this main stream) = 8.20(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 109.000 to Point/Station 112.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1065.500(Ft.) Downstream point/station elevation = 1065.380(Ft.) Pipe length = 24.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 33.774(CFS) Nearest computed pipe diameter = 33.00(In.) Calculated individual pipe flow = 33.774(CFS) Normal flow depth in pipe = 24.56(In.) Flow top width inside pipe = 28.79(In.) Critical Depth = 23.23(In.) Pipe flow velocity = 7.13(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 9.27 min. End of computations, Total Study Area = 8.20 (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 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 ­ 2014, Version 9.0 Study date 04/13/23 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ San Bernardino County Synthetic Unit Hydrology Method Manual date ­ August 1986 Program License Serial Number 6353 ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ PROJECT CITRUS POST­DEV 100­YEAR AREA A ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ Storm Event Year = 100 Antecedent Moisture Condition = 3 English (in­lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub­Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 100 8.20 1 1.42 ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ Rainfall data for year 100 8.20 6 3.30 ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ Rainfall data for year 100 8.20 24 6.01 ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area­averaged 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 8.20 1.000 0.785 0.140 0.110 Area­averaged adjusted loss rate Fm (In/Hr) = 0.110 ********* Area­Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC3) Yield Fr 1.15 0.140 32.0 52.0 9.23 0.215 7.05 0.860 98.0 98.0 0.20 0.960 Area­averaged catchment yield fraction, Y = 0.856 Area­averaged low loss fraction, Yb = 0.144 User entry of time of concentration = 0.155 (hours) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 8.20(Ac.) Catchment Lag time = 0.124 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 67.4218 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.110(In/Hr) Average low loss rate fraction (Yb) = 0.144 (decimal) VALLEY DEVELOPED S­Graph Selected Computed peak 5­minute rainfall = 0.373(In) Computed peak 30­minute rainfall = 0.969(In) Specified peak 1­hour rainfall = 1.420(In) Computed peak 3­hour rainfall = 2.400(In) Specified peak 6­hour rainfall = 3.300(In) Specified peak 24­hour rainfall = 6.010(In) Note: user specified rainfall values used. Rainfall depth area reduction factors: Using a total area of 8.20(Ac.) (Ref: fig. E­4) 5­minute factor = 1.000 Adjusted rainfall = 0.373(In) 30­minute factor = 1.000 Adjusted rainfall = 0.969(In) 1­hour factor = 1.000 Adjusted rainfall = 1.419(In) 3­hour factor = 1.000 Adjusted rainfall = 2.400(In) 6­hour factor = 1.000 Adjusted rainfall = 3.300(In) 24­hour factor = 1.000 Adjusted rainfall = 6.010(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 = 99.17 (CFS)) 1 8.167 8.099 2 50.586 42.067 3 87.645 36.751 4 97.512 9.785 5 99.261 1.735 6 100.000 0.733 ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ Total soil rain loss = 0.77(In) Total effective rainfall = 5.24(In) Peak flow rate in flood hydrograph = 23.31(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 7.5 15.0 22.5 30.0 ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ 0+ 5 0.0004 0.06 Q | | | | 0+10 0.0031 0.39 Q | | | | 0+15 0.0077 0.67 Q | | | | 0+20 0.0129 0.75 VQ | | | | 0+25 0.0182 0.77 VQ | | | | 0+30 0.0235 0.77 VQ | | | | 0+35 0.0289 0.78 VQ | | | | 0+40 0.0342 0.78 VQ | | | | 0+45 0.0396 0.78 VQ | | | | 0+50 0.0450 0.78 VQ | | | | 0+55 0.0504 0.79 VQ | | | | 1+ 0 0.0559 0.79 VQ | | | | 1+ 5 0.0613 0.79 VQ | | | | 1+10 0.0668 0.79 VQ | | | | 1+15 0.0723 0.80 VQ | | | | 1+20 0.0778 0.80 VQ | | | | 1+25 0.0833 0.80 VQ | | | | 1+30 0.0888 0.80 VQ | | | | 1+35 0.0944 0.81 |Q | | | | 1+40 0.1000 0.81 |Q | | | | 1+45 0.1055 0.81 |Q | | | | 1+50 0.1112 0.81 |Q | | | | 1+55 0.1168 0.82 |Q | | | | 2+ 0 0.1224 0.82 |Q | | | | 2+ 5 0.1281 0.82 |Q | | | | 2+10 0.1338 0.83 |Q | | | | 2+15 0.1395 0.83 |Q | | | | 2+20 0.1452 0.83 |Q | | | | 2+25 0.1509 0.83 |Q | | | | 2+30 0.1567 0.84 |Q | | | | 2+35 0.1625 0.84 |Q | | | | 2+40 0.1683 0.84 |Q | | | | 2+45 0.1741 0.85 |Q | | | | 2+50 0.1800 0.85 |QV | | | | 2+55 0.1858 0.85 |QV | | | | 3+ 0 0.1917 0.85 |QV | | | | 3+ 5 0.1976 0.86 |QV | | | | 3+10 0.2035 0.86 |QV | | | | 3+15 0.2095 0.86 |QV | | | | 3+20 0.2155 0.87 |QV | | | | 3+25 0.2215 0.87 |QV | | | | 3+30 0.2275 0.87 |QV | | | | 3+35 0.2335 0.88 |QV | | | | 3+40 0.2396 0.88 |QV | | | | 3+45 0.2457 0.88 |QV | | | | 3+50 0.2518 0.89 |QV | | | | 3+55 0.2579 0.89 |QV | | | | 4+ 0 0.2640 0.89 |QV | | | | 4+ 5 0.2702 0.90 |Q V | | | | 4+10 0.2764 0.90 |Q V | | | | 4+15 0.2827 0.90 |Q V | | | | 4+20 0.2889 0.91 |Q V | | | | 4+25 0.2952 0.91 |Q V | | | | 4+30 0.3015 0.92 |Q V | | | | 4+35 0.3078 0.92 |Q V | | | | 4+40 0.3142 0.92 |Q V | | | | 4+45 0.3205 0.93 |Q V | | | | 4+50 0.3270 0.93 |Q V | | | | 4+55 0.3334 0.93 |Q V | | | | 5+ 0 0.3398 0.94 |Q V | | | | 5+ 5 0.3463 0.94 |Q V | | | | 5+10 0.3528 0.95 |Q V | | | | 5+15 0.3594 0.95 |Q V | | | | 5+20 0.3660 0.95 |Q V | | | | 5+25 0.3726 0.96 |Q V | | | | 5+30 0.3792 0.96 |Q V | | | | 5+35 0.3859 0.97 |Q V | | | | 5+40 0.3925 0.97 |Q V | | | | 5+45 0.3993 0.98 |Q V | | | | 5+50 0.4060 0.98 |Q V | | | | 5+55 0.4128 0.98 |Q V | | | | 6+ 0 0.4196 0.99 |Q V | | | | 6+ 5 0.4265 0.99 |Q V | | | | 6+10 0.4333 1.00 |Q V | | | | 6+15 0.4402 1.00 |Q V | | | | 6+20 0.4472 1.01 |Q V | | | | 6+25 0.4542 1.01 |Q V | | | | 6+30 0.4612 1.02 |Q V | | | | 6+35 0.4682 1.02 |Q V | | | | 6+40 0.4753 1.03 |Q V | | | | 6+45 0.4824 1.03 |Q V | | | | 6+50 0.4896 1.04 |Q V | | | | 6+55 0.4967 1.04 |Q V | | | | 7+ 0 0.5040 1.05 |Q V | | | | 7+ 5 0.5112 1.05 |Q V | | | | 7+10 0.5185 1.06 |Q V | | | | 7+15 0.5259 1.07 |Q V | | | | 7+20 0.5332 1.07 |Q V | | | | 7+25 0.5407 1.08 |Q V | | | | 7+30 0.5481 1.08 |Q V | | | | 7+35 0.5556 1.09 |Q V | | | | 7+40 0.5631 1.09 |Q V | | | | 7+45 0.5707 1.10 |Q V | | | | 7+50 0.5784 1.11 |Q V | | | | 7+55 0.5860 1.11 |Q V | | | | 8+ 0 0.5937 1.12 |Q V | | | | 8+ 5 0.6015 1.13 |Q V | | | | 8+10 0.6093 1.13 |Q V | | | | 8+15 0.6171 1.14 |Q V | | | | 8+20 0.6250 1.15 |Q V | | | | 8+25 0.6330 1.15 |Q V | | | | 8+30 0.6410 1.16 |Q V | | | | 8+35 0.6490 1.17 |Q V | | | | 8+40 0.6571 1.17 |Q V | | | | 8+45 0.6652 1.18 |Q V | | | | 8+50 0.6734 1.19 |Q V | | | | 8+55 0.6817 1.20 |Q V | | | | 9+ 0 0.6900 1.21 |Q V | | | | 9+ 5 0.6983 1.21 |Q V | | | | 9+10 0.7068 1.22 |Q V | | | | 9+15 0.7152 1.23 |Q V | | | | 9+20 0.7238 1.24 |Q V | | | | 9+25 0.7323 1.25 |Q V | | | | 9+30 0.7410 1.26 |Q V | | | | 9+35 0.7497 1.26 |Q V | | | | 9+40 0.7585 1.27 |Q V | | | | 9+45 0.7673 1.28 |Q V | | | | 9+50 0.7762 1.29 |Q V | | | | 9+55 0.7852 1.30 |Q V | | | | 10+ 0 0.7942 1.31 |Q V | | | | 10+ 5 0.8033 1.32 |Q V | | | | 10+10 0.8125 1.33 |Q V| | | | 10+15 0.8218 1.34 |Q V| | | | 10+20 0.8311 1.35 |Q V| | | | 10+25 0.8405 1.36 |Q V| | | | 10+30 0.8500 1.38 |Q V| | | | 10+35 0.8595 1.39 |Q V| | | | 10+40 0.8692 1.40 |Q V| | | | 10+45 0.8789 1.41 |Q V| | | | 10+50 0.8887 1.42 |Q V| | | | 10+55 0.8986 1.44 |Q V | | | 11+ 0 0.9086 1.45 |Q V | | | 11+ 5 0.9186 1.46 |Q V | | | 11+10 0.9288 1.48 |Q V | | | 11+15 0.9391 1.49 |Q V | | | 11+20 0.9495 1.51 | Q V | | | 11+25 0.9599 1.52 | Q V | | | 11+30 0.9705 1.54 | Q V | | | 11+35 0.9812 1.55 | Q V | | | 11+40 0.9920 1.57 | Q |V | | | 11+45 1.0029 1.58 | Q |V | | | 11+50 1.0139 1.60 | Q |V | | | 11+55 1.0251 1.62 | Q |V | | | 12+ 0 1.0363 1.64 | Q |V | | | 12+ 5 1.0478 1.66 | Q |V | | | 12+10 1.0597 1.73 | Q |V | | | 12+15 1.0720 1.79 | Q |V | | | 12+20 1.0845 1.82 | Q | V | | | 12+25 1.0972 1.84 | Q | V | | | 12+30 1.1101 1.87 | Q | V | | | 12+35 1.1231 1.89 | Q | V | | | 12+40 1.1362 1.91 | Q | V | | | 12+45 1.1496 1.94 | Q | V | | | 12+50 1.1631 1.96 | Q | V | | | 12+55 1.1768 1.99 | Q | V | | | 13+ 0 1.1907 2.02 | Q | V | | | 13+ 5 1.2048 2.05 | Q | V | | | 13+10 1.2191 2.08 | Q | V | | | 13+15 1.2336 2.11 | Q | V | | | 13+20 1.2484 2.14 | Q | V | | | 13+25 1.2633 2.18 | Q | V | | | 13+30 1.2786 2.21 | Q | V | | | 13+35 1.2941 2.25 | Q | V | | | 13+40 1.3098 2.29 | Q | V | | | 13+45 1.3259 2.33 | Q | V | | | 13+50 1.3422 2.38 | Q | V | | | 13+55 1.3589 2.42 | Q | V | | | 14+ 0 1.3759 2.47 | Q | V | | | 14+ 5 1.3934 2.53 | Q | V | | | 14+10 1.4115 2.63 | Q | V | | | 14+15 1.4303 2.73 | Q | V | | | 14+20 1.4496 2.80 | Q | V | | | 14+25 1.4694 2.87 | Q | V | | | 14+30 1.4897 2.95 | Q | V | | | 14+35 1.5105 3.02 | Q | V | | | 14+40 1.5320 3.11 | Q | V | | | 14+45 1.5540 3.20 | Q | V | | | 14+50 1.5768 3.31 | Q | V | | | 14+55 1.6003 3.41 | Q | V | | | 15+ 0 1.6247 3.54 | Q | V | | | 15+ 5 1.6499 3.67 | Q | V | | | 15+10 1.6763 3.83 | Q | V | | | 15+15 1.7039 4.00 | Q | V| | | 15+20 1.7328 4.20 | Q | V| | | 15+25 1.7637 4.49 | Q | V| | | 15+30 1.7988 5.10 | Q | V | | 15+35 1.8383 5.73 | Q | V | | 15+40 1.8815 6.28 | Q | |V | | 15+45 1.9286 6.84 | Q| |V | | 15+50 1.9805 7.54 | Q | V | | 15+55 2.0395 8.56 | |Q | V | | 16+ 0 2.1125 10.61 | | Q | V | | 16+ 5 2.2163 15.08 | | Q V | | 16+10 2.3769 23.31 | | | V |Q | 16+15 2.5152 20.08 | | | Q V | | 16+20 2.5937 11.40 | | Q | V | | 16+25 2.6461 7.61 | Q | V| | 16+30 2.6864 5.86 | Q | | V | 16+35 2.7185 4.66 | Q | | V | 16+40 2.7468 4.10 | Q | | V | 16+45 2.7725 3.73 | Q | | V | 16+50 2.7963 3.46 | Q | | |V | 16+55 2.8186 3.23 | Q | | |V | 17+ 0 2.8396 3.05 | Q | | |V | 17+ 5 2.8595 2.89 | Q | | |V | 17+10 2.8781 2.71 | Q | | | V | 17+15 2.8957 2.55 | Q | | | V | 17+20 2.9125 2.44 | Q | | | V | 17+25 2.9286 2.34 | Q | | | V | 17+30 2.9442 2.26 | Q | | | V | 17+35 2.9592 2.18 | Q | | | V | 17+40 2.9738 2.12 | Q | | | V | 17+45 2.9880 2.05 | Q | | | V | 17+50 3.0017 2.00 | Q | | | V | 17+55 3.0151 1.94 | Q | | | V | 18+ 0 3.0281 1.89 | Q | | | V | 18+ 5 3.0408 1.84 | Q | | | V | 18+10 3.0529 1.75 | Q | | | V | 18+15 3.0644 1.67 | Q | | | V | 18+20 3.0756 1.63 | Q | | | V | 18+25 3.0865 1.59 | Q | | | V | 18+30 3.0972 1.56 | Q | | | V | 18+35 3.1077 1.52 | Q | | | V | 18+40 3.1180 1.49 |Q | | | V | 18+45 3.1281 1.47 |Q | | | V | 18+50 3.1381 1.44 |Q | | | V | 18+55 3.1478 1.41 |Q | | | V | 19+ 0 3.1574 1.39 |Q | | | V | 19+ 5 3.1668 1.37 |Q | | | V | 19+10 3.1761 1.35 |Q | | | V | 19+15 3.1852 1.32 |Q | | | V | 19+20 3.1942 1.30 |Q | | | V | 19+25 3.2030 1.29 |Q | | | V | 19+30 3.2117 1.27 |Q | | | V | 19+35 3.2203 1.25 |Q | | | V | 19+40 3.2288 1.23 |Q | | | V | 19+45 3.2372 1.22 |Q | | | V | 19+50 3.2455 1.20 |Q | | | V | 19+55 3.2536 1.18 |Q | | | V | 20+ 0 3.2617 1.17 |Q | | | V | 20+ 5 3.2696 1.15 |Q | | | V | 20+10 3.2775 1.14 |Q | | | V | 20+15 3.2852 1.13 |Q | | | V | 20+20 3.2929 1.11 |Q | | | V | 20+25 3.3005 1.10 |Q | | | V | 20+30 3.3080 1.09 |Q | | | V | 20+35 3.3154 1.08 |Q | | | V | 20+40 3.3228 1.07 |Q | | | V | 20+45 3.3301 1.06 |Q | | | V | 20+50 3.3373 1.04 |Q | | | V | 20+55 3.3444 1.03 |Q | | | V | 21+ 0 3.3514 1.02 |Q | | | V | 21+ 5 3.3584 1.01 |Q | | | V | 21+10 3.3653 1.00 |Q | | | V | 21+15 3.3722 0.99 |Q | | | V | 21+20 3.3790 0.99 |Q | | | V | 21+25 3.3857 0.98 |Q | | | V | 21+30 3.3924 0.97 |Q | | | V | 21+35 3.3990 0.96 |Q | | | V | 21+40 3.4055 0.95 |Q | | | V | 21+45 3.4120 0.94 |Q | | | V | 21+50 3.4185 0.93 |Q | | | V | 21+55 3.4248 0.93 |Q | | | V | 22+ 0 3.4312 0.92 |Q | | | V | 22+ 5 3.4375 0.91 |Q | | | V | 22+10 3.4437 0.90 |Q | | | V | 22+15 3.4499 0.90 |Q | | | V | 22+20 3.4560 0.89 |Q | | | V | 22+25 3.4621 0.88 |Q | | | V | 22+30 3.4681 0.88 |Q | | | V | 22+35 3.4741 0.87 |Q | | | V | 22+40 3.4801 0.86 |Q | | | V | 22+45 3.4860 0.86 |Q | | | V | 22+50 3.4919 0.85 |Q | | | V| 22+55 3.4977 0.85 |Q | | | V| 23+ 0 3.5035 0.84 |Q | | | V| 23+ 5 3.5092 0.83 |Q | | | V| 23+10 3.5149 0.83 |Q | | | V| 23+15 3.5206 0.82 |Q | | | V| 23+20 3.5262 0.82 |Q | | | V| 23+25 3.5318 0.81 |Q | | | V| 23+30 3.5374 0.81 |Q | | | V| 23+35 3.5429 0.80 |Q | | | V| 23+40 3.5484 0.80 |Q | | | V| 23+45 3.5539 0.79 |Q | | | V| 23+50 3.5593 0.79 |Q | | | V| 23+55 3.5647 0.78 |Q | | | V| 24+ 0 3.5700 0.78 |Q | | | V| 24+ 5 3.5749 0.71 Q | | | V| 24+10 3.5775 0.38 Q | | | V| 24+15 3.5782 0.10 Q | | | V| 24+20 3.5783 0.02 Q | | | V| 24+25 3.5784 0.01 Q | | | V ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 ­ 2014 Study date: 04/18/23 ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ PROJECT CITURS POST­DEV 100­YEAR AREA A ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ Program License Serial Number 6353 ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ ********************* HYDROGRAPH INFORMATION ********************** From study/file name: UH100PostA.rte ****************************HYDROGRAPH DATA**************************** Number of intervals = 293 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 23.306 (CFS) Total volume = 3.578 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 0.000 to Point/Station 0.000 **** RETARDING BASIN ROUTING **** ______________________________________________________________________ User entry of depth­outflow­storage data ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ Total number of inflow hydrograph intervals = 293 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S­O*dt/2) (S+O*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ 0.000 0.000 0.000 0.000 0.000 0.750 0.142 0.600 0.140 0.144 1.750 0.332 0.600 0.330 0.334 2.750 0.522 0.600 0.520 0.524 3.750 0.712 0.600 0.710 0.714 4.750 0.902 6.042 0.881 0.923 5.750 1.092 6.884 1.068 1.116 6.750 1.281 6.884 1.257 1.305 ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ Hydrograph Detention Basin Routing ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ Graph values: 'I'= unit inflow; 'O'=outflow at time shown ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 5.8 11.65 17.48 23.31 (Ft.) 0.083 0.06 0.00 0.000 O | | | | 0.00 0.167 0.39 0.01 0.002 O | | | | 0.01 0.250 0.67 0.02 0.005 O | | | | 0.03 0.333 0.75 0.04 0.010 OI | | | | 0.05 0.417 0.77 0.06 0.015 OI | | | | 0.08 0.500 0.77 0.08 0.020 OI | | | | 0.10 0.583 0.78 0.10 0.024 OI | | | | 0.13 0.667 0.78 0.12 0.029 OI | | | | 0.15 0.750 0.78 0.14 0.033 OI | | | | 0.18 0.833 0.78 0.16 0.038 OI | | | | 0.20 0.917 0.79 0.18 0.042 OI | | | | 0.22 1.000 0.79 0.19 0.046 OI | | | | 0.24 1.083 0.79 0.21 0.050 OI | | | | 0.27 1.167 0.79 0.23 0.054 OI | | | | 0.29 1.250 0.80 0.24 0.058 OI | | | | 0.31 1.333 0.80 0.26 0.062 OI | | | | 0.33 1.417 0.80 0.28 0.065 OI | | | | 0.35 1.500 0.80 0.29 0.069 OI | | | | 0.36 1.583 0.81 0.31 0.072 OI | | | | 0.38 1.667 0.81 0.32 0.076 OI | | | | 0.40 1.750 0.81 0.33 0.079 OI | | | | 0.42 1.833 0.81 0.35 0.082 OI | | | | 0.44 1.917 0.82 0.36 0.086 OI | | | | 0.45 2.000 0.82 0.37 0.089 OI | | | | 0.47 2.083 0.82 0.39 0.092 OI | | | | 0.48 2.167 0.83 0.40 0.095 OI | | | | 0.50 2.250 0.83 0.41 0.098 OI | | | | 0.52 2.333 0.83 0.42 0.100 OI | | | | 0.53 2.417 0.83 0.44 0.103 OI | | | | 0.54 2.500 0.84 0.45 0.106 OI | | | | 0.56 2.583 0.84 0.46 0.109 OI | | | | 0.57 2.667 0.84 0.47 0.111 OI | | | | 0.59 2.750 0.85 0.48 0.114 OI | | | | 0.60 2.833 0.85 0.49 0.116 OI | | | | 0.61 2.917 0.85 0.50 0.119 OI | | | | 0.63 3.000 0.85 0.51 0.121 OI | | | | 0.64 3.083 0.86 0.52 0.123 OI | | | | 0.65 3.167 0.86 0.53 0.126 OI | | | | 0.66 3.250 0.86 0.54 0.128 OI | | | | 0.68 3.333 0.87 0.55 0.130 OI | | | | 0.69 3.417 0.87 0.56 0.132 OI | | | | 0.70 3.500 0.87 0.57 0.134 OI | | | | 0.71 3.583 0.88 0.58 0.136 OI | | | | 0.72 3.667 0.88 0.59 0.139 OI | | | | 0.73 3.750 0.88 0.59 0.141 OI | | | | 0.74 3.833 0.89 0.60 0.143 OI | | | | 0.75 3.917 0.89 0.60 0.144 OI | | | | 0.76 4.000 0.89 0.60 0.147 OI | | | | 0.77 4.083 0.90 0.60 0.149 OI | | | | 0.78 4.167 0.90 0.60 0.151 OI | | | | 0.80 4.250 0.90 0.60 0.153 OI | | | | 0.81 4.333 0.91 0.60 0.155 OI | | | | 0.82 4.417 0.91 0.60 0.157 OI | | | | 0.83 4.500 0.92 0.60 0.159 OI | | | | 0.84 4.583 0.92 0.60 0.161 OI | | | | 0.85 4.667 0.92 0.60 0.163 OI | | | | 0.86 4.750 0.93 0.60 0.166 OI | | | | 0.87 4.833 0.93 0.60 0.168 OI | | | | 0.89 4.917 0.93 0.60 0.170 OI | | | | 0.90 5.000 0.94 0.60 0.173 OI | | | | 0.91 5.083 0.94 0.60 0.175 OI | | | | 0.92 5.167 0.95 0.60 0.177 OI | | | | 0.94 5.250 0.95 0.60 0.180 OI | | | | 0.95 5.333 0.95 0.60 0.182 OI | | | | 0.96 5.417 0.96 0.60 0.185 OI | | | | 0.97 5.500 0.96 0.60 0.187 OI | | | | 0.99 5.583 0.97 0.60 0.190 OI | | | | 1.00 5.667 0.97 0.60 0.192 OI | | | | 1.01 5.750 0.98 0.60 0.195 OI | | | | 1.03 5.833 0.98 0.60 0.197 OI | | | | 1.04 5.917 0.98 0.60 0.200 OI | | | | 1.05 6.000 0.99 0.60 0.203 OI | | | | 1.07 6.083 0.99 0.60 0.205 OI | | | | 1.08 6.167 1.00 0.60 0.208 OI | | | | 1.10 6.250 1.00 0.60 0.211 OI | | | | 1.11 6.333 1.01 0.60 0.214 OI | | | | 1.13 6.417 1.01 0.60 0.216 OI | | | | 1.14 6.500 1.02 0.60 0.219 OI | | | | 1.16 6.583 1.02 0.60 0.222 OI | | | | 1.17 6.667 1.03 0.60 0.225 OI | | | | 1.19 6.750 1.03 0.60 0.228 OI | | | | 1.20 6.833 1.04 0.60 0.231 OI | | | | 1.22 6.917 1.04 0.60 0.234 OI | | | | 1.23 7.000 1.05 0.60 0.237 OI | | | | 1.25 7.083 1.05 0.60 0.240 OI | | | | 1.27 7.167 1.06 0.60 0.243 OI | | | | 1.28 7.250 1.07 0.60 0.247 OI | | | | 1.30 7.333 1.07 0.60 0.250 OI | | | | 1.32 7.417 1.08 0.60 0.253 OI | | | | 1.33 7.500 1.08 0.60 0.256 OI | | | | 1.35 7.583 1.09 0.60 0.260 OI | | | | 1.37 7.667 1.09 0.60 0.263 OI | | | | 1.39 7.750 1.10 0.60 0.267 OI | | | | 1.41 7.833 1.11 0.60 0.270 OI | | | | 1.42 7.917 1.11 0.60 0.274 OI | | | | 1.44 8.000 1.12 0.60 0.277 OI | | | | 1.46 8.083 1.13 0.60 0.281 OI | | | | 1.48 8.167 1.13 0.60 0.284 OI | | | | 1.50 8.250 1.14 0.60 0.288 OI | | | | 1.52 8.333 1.15 0.60 0.292 OI | | | | 1.54 8.417 1.15 0.60 0.296 OI | | | | 1.56 8.500 1.16 0.60 0.299 OI | | | | 1.58 8.583 1.17 0.60 0.303 OI | | | | 1.60 8.667 1.17 0.60 0.307 OI | | | | 1.62 8.750 1.18 0.60 0.311 OI | | | | 1.64 8.833 1.19 0.60 0.315 OI | | | | 1.66 8.917 1.20 0.60 0.319 OI | | | | 1.68 9.000 1.21 0.60 0.323 OI | | | | 1.70 9.083 1.21 0.60 0.328 OI | | | | 1.73 9.167 1.22 0.60 0.332 OI | | | | 1.75 9.250 1.23 0.60 0.336 OI | | | | 1.77 9.333 1.24 0.60 0.341 OI | | | | 1.80 9.417 1.25 0.60 0.345 OI | | | | 1.82 9.500 1.26 0.60 0.349 OI | | | | 1.84 9.583 1.26 0.60 0.354 OI | | | | 1.87 9.667 1.27 0.60 0.359 OI | | | | 1.89 9.750 1.28 0.60 0.363 OI | | | | 1.91 9.833 1.29 0.60 0.368 OI | | | | 1.94 9.917 1.30 0.60 0.373 OI | | | | 1.96 10.000 1.31 0.60 0.378 OI | | | | 1.99 10.083 1.32 0.60 0.383 OI | | | | 2.02 10.167 1.33 0.60 0.388 OI | | | | 2.04 10.250 1.34 0.60 0.393 OI | | | | 2.07 10.333 1.35 0.60 0.398 OI | | | | 2.10 10.417 1.36 0.60 0.403 OI | | | | 2.12 10.500 1.38 0.60 0.408 OI | | | | 2.15 10.583 1.39 0.60 0.414 OI | | | | 2.18 10.667 1.40 0.60 0.419 OI | | | | 2.21 10.750 1.41 0.60 0.425 OI | | | | 2.24 10.833 1.42 0.60 0.430 OI | | | | 2.27 10.917 1.44 0.60 0.436 OI | | | | 2.30 11.000 1.45 0.60 0.442 OI | | | | 2.33 11.083 1.46 0.60 0.448 O I | | | | 2.36 11.167 1.48 0.60 0.454 O I | | | | 2.39 11.250 1.49 0.60 0.460 O I | | | | 2.42 11.333 1.51 0.60 0.466 O I | | | | 2.46 11.417 1.52 0.60 0.472 O I | | | | 2.49 11.500 1.54 0.60 0.479 O I | | | | 2.52 11.583 1.55 0.60 0.485 O I | | | | 2.56 11.667 1.57 0.60 0.492 O I | | | | 2.59 11.750 1.58 0.60 0.499 O I | | | | 2.63 11.833 1.60 0.60 0.506 O I | | | | 2.66 11.917 1.62 0.60 0.512 O I | | | | 2.70 12.000 1.64 0.60 0.520 O I | | | | 2.74 12.083 1.66 0.60 0.527 O I | | | | 2.78 12.167 1.73 0.60 0.534 O I | | | | 2.81 12.250 1.79 0.60 0.542 O I | | | | 2.86 12.333 1.82 0.60 0.551 O I | | | | 2.90 12.417 1.84 0.60 0.559 O I | | | | 2.95 12.500 1.87 0.60 0.568 O I | | | | 2.99 12.583 1.89 0.60 0.576 O I | | | | 3.04 12.667 1.91 0.60 0.585 O I | | | | 3.08 12.750 1.94 0.60 0.595 O I | | | | 3.13 12.833 1.96 0.60 0.604 O I | | | | 3.18 12.917 1.99 0.60 0.613 O I | | | | 3.23 13.000 2.02 0.60 0.623 O I | | | | 3.28 13.083 2.05 0.60 0.633 O I | | | | 3.33 13.167 2.08 0.60 0.643 O I | | | | 3.39 13.250 2.11 0.60 0.653 O I | | | | 3.44 13.333 2.14 0.60 0.664 O I | | | | 3.50 13.417 2.18 0.60 0.674 O I | | | | 3.55 13.500 2.21 0.60 0.685 O I | | | | 3.61 13.583 2.25 0.60 0.697 O I | | | | 3.67 13.667 2.29 0.60 0.708 O I | | | | 3.73 13.750 2.33 0.81 0.719 |O I | | | | 3.79 13.833 2.38 1.08 0.729 |O I | | | | 3.84 13.917 2.42 1.32 0.737 |O I | | | | 3.88 14.000 2.47 1.52 0.744 | OI | | | | 3.92 14.083 2.53 1.70 0.750 | OI | | | | 3.95 14.167 2.63 1.86 0.756 | OI | | | | 3.98 14.250 2.73 2.00 0.761 | OI | | | | 4.01 14.333 2.80 2.14 0.766 | OI | | | | 4.03 14.417 2.87 2.27 0.770 | O | | | | 4.06 14.500 2.95 2.38 0.774 | OI | | | | 4.08 14.583 3.02 2.49 0.778 | OI | | | | 4.10 14.667 3.11 2.59 0.782 | OI | | | | 4.12 14.750 3.20 2.70 0.785 | OI | | | | 4.14 14.833 3.31 2.80 0.789 | OI | | | | 4.15 14.917 3.41 2.90 0.792 | OI | | | | 4.17 15.000 3.54 3.00 0.796 | O | | | | 4.19 15.083 3.67 3.11 0.800 | OI | | | | 4.21 15.167 3.83 3.22 0.804 | OI | | | | 4.23 15.250 4.00 3.35 0.808 | OI | | | | 4.25 15.333 4.20 3.48 0.813 | OI | | | | 4.28 15.417 4.49 3.64 0.818 | O I | | | | 4.31 15.500 5.10 3.85 0.825 | O I| | | | 4.35 15.583 5.73 4.13 0.835 | O I| | | | 4.40 15.667 6.28 4.46 0.847 | O I | | | 4.46 15.750 6.84 4.84 0.860 | O |I | | | 4.53 15.833 7.54 5.26 0.875 | O| I | | | 4.61 15.917 8.56 5.76 0.892 | O| I | | | 4.70 16.000 10.61 6.11 0.917 | O I | | | 4.83 16.083 15.08 6.31 0.963 | O | I | | 5.07 16.167 23.31 6.70 1.050 | |O | | I 5.53 16.250 20.08 6.88 1.153 | |O | | I | 6.07 16.333 11.40 6.88 1.214 | |O I| | | 6.40 16.417 7.61 6.88 1.232 | |OI | | | 6.49 16.500 5.86 6.88 1.231 | IO | | | 6.49 16.583 4.66 6.88 1.220 | I |O | | | 6.43 16.667 4.10 6.88 1.203 | I |O | | | 6.34 16.750 3.73 6.88 1.182 | I |O | | | 6.23 16.833 3.46 6.88 1.160 | I |O | | | 6.11 16.917 3.23 6.88 1.135 | I |O | | | 5.98 17.000 3.05 6.88 1.109 | I |O | | | 5.84 17.083 2.89 6.84 1.083 | I |O | | | 5.70 17.167 2.71 6.72 1.055 | I |O | | | 5.56 17.250 2.55 6.60 1.027 | I |O | | | 5.41 17.333 2.44 6.47 1.000 | I O | | | 5.26 17.417 2.34 6.35 0.972 | I O | | | 5.12 17.500 2.26 6.23 0.944 | I O | | | 4.97 17.583 2.18 6.11 0.917 | I O | | | 4.83 17.667 2.12 5.73 0.891 | I O| | | | 4.69 17.750 2.05 5.08 0.868 | I O | | | | 4.57 17.833 2.00 4.53 0.849 | I O | | | | 4.47 17.917 1.94 4.07 0.833 | I O | | | | 4.39 18.000 1.89 3.68 0.820 | I O | | | | 4.32 18.083 1.84 3.36 0.808 | I O | | | | 4.26 18.167 1.75 3.08 0.798 | I O | | | | 4.21 18.250 1.67 2.83 0.790 | IO | | | | 4.16 18.333 1.63 2.62 0.783 | IO | | | | 4.12 18.417 1.59 2.44 0.776 | IO | | | | 4.09 18.500 1.56 2.28 0.771 | IO | | | | 4.06 18.583 1.52 2.15 0.766 | O | | | | 4.03 18.667 1.49 2.03 0.762 | O | | | | 4.01 18.750 1.47 1.93 0.759 | O | | | | 4.00 18.833 1.44 1.85 0.756 |IO | | | | 3.98 18.917 1.41 1.77 0.753 |IO | | | | 3.97 19.000 1.39 1.71 0.751 |IO | | | | 3.95 19.083 1.37 1.65 0.749 |IO | | | | 3.94 19.167 1.35 1.60 0.747 |IO | | | | 3.93 19.250 1.32 1.55 0.745 |IO | | | | 3.92 19.333 1.30 1.51 0.744 |IO | | | | 3.92 19.417 1.29 1.47 0.742 |IO | | | | 3.91 19.500 1.27 1.43 0.741 |O | | | | 3.90 19.583 1.25 1.40 0.740 |O | | | | 3.90 19.667 1.23 1.37 0.739 |O | | | | 3.89 19.750 1.22 1.35 0.738 |O | | | | 3.89 19.833 1.20 1.32 0.737 |O | | | | 3.88 19.917 1.18 1.30 0.736 |O | | | | 3.88 20.000 1.17 1.28 0.736 |O | | | | 3.87 20.083 1.15 1.26 0.735 |O | | | | 3.87 20.167 1.14 1.24 0.734 |O | | | | 3.87 20.250 1.13 1.22 0.734 |O | | | | 3.86 20.333 1.11 1.20 0.733 |O | | | | 3.86 20.417 1.10 1.18 0.732 |O | | | | 3.86 20.500 1.09 1.17 0.732 |O | | | | 3.85 20.583 1.08 1.15 0.731 |O | | | | 3.85 20.667 1.07 1.14 0.731 |O | | | | 3.85 20.750 1.06 1.12 0.730 |O | | | | 3.85 20.833 1.04 1.11 0.730 |O | | | | 3.84 20.917 1.03 1.10 0.729 |O | | | | 3.84 21.000 1.02 1.09 0.729 |O | | | | 3.84 21.083 1.01 1.07 0.729 |O | | | | 3.84 21.167 1.00 1.06 0.728 |O | | | | 3.83 21.250 0.99 1.05 0.728 |O | | | | 3.83 21.333 0.99 1.04 0.727 |O | | | | 3.83 21.417 0.98 1.03 0.727 |O | | | | 3.83 21.500 0.97 1.02 0.727 |O | | | | 3.83 21.583 0.96 1.01 0.726 |O | | | | 3.83 21.667 0.95 1.00 0.726 |O | | | | 3.82 21.750 0.94 0.99 0.726 |O | | | | 3.82 21.833 0.93 0.98 0.725 |O | | | | 3.82 21.917 0.93 0.97 0.725 |O | | | | 3.82 22.000 0.92 0.96 0.725 |O | | | | 3.82 22.083 0.91 0.95 0.724 |O | | | | 3.82 22.167 0.90 0.95 0.724 |O | | | | 3.81 22.250 0.90 0.94 0.724 |O | | | | 3.81 22.333 0.89 0.93 0.724 |O | | | | 3.81 22.417 0.88 0.92 0.723 |O | | | | 3.81 22.500 0.88 0.92 0.723 |O | | | | 3.81 22.583 0.87 0.91 0.723 |O | | | | 3.81 22.667 0.86 0.90 0.722 |O | | | | 3.81 22.750 0.86 0.89 0.722 |O | | | | 3.80 22.833 0.85 0.89 0.722 |O | | | | 3.80 22.917 0.85 0.88 0.722 |O | | | | 3.80 23.000 0.84 0.87 0.722 |O | | | | 3.80 23.083 0.83 0.87 0.721 |O | | | | 3.80 23.167 0.83 0.86 0.721 |O | | | | 3.80 23.250 0.82 0.85 0.721 |O | | | | 3.80 23.333 0.82 0.85 0.721 |O | | | | 3.80 23.417 0.81 0.84 0.720 |O | | | | 3.79 23.500 0.81 0.84 0.720 |O | | | | 3.79 23.583 0.80 0.83 0.720 |O | | | | 3.79 23.667 0.80 0.83 0.720 |O | | | | 3.79 23.750 0.79 0.82 0.720 |O | | | | 3.79 23.833 0.79 0.81 0.719 |O | | | | 3.79 23.917 0.78 0.81 0.719 |O | | | | 3.79 24.000 0.78 0.80 0.719 |O | | | | 3.79 24.083 0.71 0.79 0.719 IO | | | | 3.79 24.167 0.38 0.75 0.717 IO | | | | 3.78 24.250 0.10 0.66 0.714 O | | | | 3.76 24.333 0.02 0.60 0.710 O | | | | 3.74 24.417 0.01 0.60 0.706 O | | | | 3.72 24.500 0.00 0.60 0.702 O | | | | 3.70 24.583 0.00 0.60 0.698 O | | | | 3.68 24.667 0.00 0.60 0.694 O | | | | 3.65 24.750 0.00 0.60 0.689 O | | | | 3.63 24.833 0.00 0.60 0.685 O | | | | 3.61 24.917 0.00 0.60 0.681 O | | | | 3.59 25.000 0.00 0.60 0.677 O | | | | 3.57 25.083 0.00 0.60 0.673 O | | | | 3.54 25.167 0.00 0.60 0.669 O | | | | 3.52 25.250 0.00 0.60 0.665 O | | | | 3.50 25.333 0.00 0.60 0.661 O | | | | 3.48 25.417 0.00 0.60 0.656 O | | | | 3.46 25.500 0.00 0.60 0.652 O | | | | 3.44 25.583 0.00 0.60 0.648 O | | | | 3.41 25.667 0.00 0.60 0.644 O | | | | 3.39 25.750 0.00 0.60 0.640 O | | | | 3.37 25.833 0.00 0.60 0.636 O | | | | 3.35 25.917 0.00 0.60 0.632 O | | | | 3.33 26.000 0.00 0.60 0.628 O | | | | 3.31 26.083 0.00 0.60 0.623 O | | | | 3.28 26.167 0.00 0.60 0.619 O | | | | 3.26 26.250 0.00 0.60 0.615 O | | | | 3.24 26.333 0.00 0.60 0.611 O | | | | 3.22 26.417 0.00 0.60 0.607 O | | | | 3.20 26.500 0.00 0.60 0.603 O | | | | 3.17 26.583 0.00 0.60 0.599 O | | | | 3.15 26.667 0.00 0.60 0.594 O | | | | 3.13 26.750 0.00 0.60 0.590 O | | | | 3.11 26.833 0.00 0.60 0.586 O | | | | 3.09 26.917 0.00 0.60 0.582 O | | | | 3.07 27.000 0.00 0.60 0.578 O | | | | 3.04 27.083 0.00 0.60 0.574 O | | | | 3.02 27.167 0.00 0.60 0.570 O | | | | 3.00 27.250 0.00 0.60 0.566 O | | | | 2.98 27.333 0.00 0.60 0.561 O | | | | 2.96 27.417 0.00 0.60 0.557 O | | | | 2.94 27.500 0.00 0.60 0.553 O | | | | 2.91 27.583 0.00 0.60 0.549 O | | | | 2.89 27.667 0.00 0.60 0.545 O | | | | 2.87 27.750 0.00 0.60 0.541 O | | | | 2.85 27.833 0.00 0.60 0.537 O | | | | 2.83 27.917 0.00 0.60 0.532 O | | | | 2.81 28.000 0.00 0.60 0.528 O | | | | 2.78 28.083 0.00 0.60 0.524 O | | | | 2.76 28.167 0.00 0.60 0.520 O | | | | 2.74 28.250 0.00 0.60 0.516 O | | | | 2.72 28.333 0.00 0.60 0.512 O | | | | 2.70 28.417 0.00 0.60 0.508 O | | | | 2.67 28.500 0.00 0.60 0.504 O | | | | 2.65 28.583 0.00 0.60 0.499 O | | | | 2.63 28.667 0.00 0.60 0.495 O | | | | 2.61 28.750 0.00 0.60 0.491 O | | | | 2.59 28.833 0.00 0.60 0.487 O | | | | 2.57 28.917 0.00 0.60 0.483 O | | | | 2.54 29.000 0.00 0.60 0.479 O | | | | 2.52 29.083 0.00 0.60 0.475 O | | | | 2.50 29.167 0.00 0.60 0.470 O | | | | 2.48 29.250 0.00 0.60 0.466 O | | | | 2.46 29.333 0.00 0.60 0.462 O | | | | 2.44 29.417 0.00 0.60 0.458 O | | | | 2.41 29.500 0.00 0.60 0.454 O | | | | 2.39 29.583 0.00 0.60 0.450 O | | | | 2.37 29.667 0.00 0.60 0.446 O | | | | 2.35 29.750 0.00 0.60 0.442 O | | | | 2.33 29.833 0.00 0.60 0.437 O | | | | 2.30 29.917 0.00 0.60 0.433 O | | | | 2.28 30.000 0.00 0.60 0.429 O | | | | 2.26 30.083 0.00 0.60 0.425 O | | | | 2.24 30.167 0.00 0.60 0.421 O | | | | 2.22 30.250 0.00 0.60 0.417 O | | | | 2.20 30.333 0.00 0.60 0.413 O | | | | 2.17 30.417 0.00 0.60 0.409 O | | | | 2.15 30.500 0.00 0.60 0.404 O | | | | 2.13 30.583 0.00 0.60 0.400 O | | | | 2.11 30.667 0.00 0.60 0.396 O | | | | 2.09 30.750 0.00 0.60 0.392 O | | | | 2.07 30.833 0.00 0.60 0.388 O | | | | 2.04 30.917 0.00 0.60 0.384 O | | | | 2.02 31.000 0.00 0.60 0.380 O | | | | 2.00 31.083 0.00 0.60 0.375 O | | | | 1.98 31.167 0.00 0.60 0.371 O | | | | 1.96 31.250 0.00 0.60 0.367 O | | | | 1.94 31.333 0.00 0.60 0.363 O | | | | 1.91 31.417 0.00 0.60 0.359 O | | | | 1.89 31.500 0.00 0.60 0.355 O | | | | 1.87 31.583 0.00 0.60 0.351 O | | | | 1.85 31.667 0.00 0.60 0.347 O | | | | 1.83 31.750 0.00 0.60 0.342 O | | | | 1.80 31.833 0.00 0.60 0.338 O | | | | 1.78 31.917 0.00 0.60 0.334 O | | | | 1.76 32.000 0.00 0.60 0.330 O | | | | 1.74 32.083 0.00 0.60 0.326 O | | | | 1.72 32.167 0.00 0.60 0.322 O | | | | 1.70 32.250 0.00 0.60 0.318 O | | | | 1.67 32.333 0.00 0.60 0.313 O | | | | 1.65 32.417 0.00 0.60 0.309 O | | | | 1.63 32.500 0.00 0.60 0.305 O | | | | 1.61 32.583 0.00 0.60 0.301 O | | | | 1.59 32.667 0.00 0.60 0.297 O | | | | 1.57 32.750 0.00 0.60 0.293 O | | | | 1.54 32.833 0.00 0.60 0.289 O | | | | 1.52 32.917 0.00 0.60 0.285 O | | | | 1.50 33.000 0.00 0.60 0.280 O | | | | 1.48 33.083 0.00 0.60 0.276 O | | | | 1.46 33.167 0.00 0.60 0.272 O | | | | 1.43 33.250 0.00 0.60 0.268 O | | | | 1.41 33.333 0.00 0.60 0.264 O | | | | 1.39 33.417 0.00 0.60 0.260 O | | | | 1.37 33.500 0.00 0.60 0.256 O | | | | 1.35 33.583 0.00 0.60 0.251 O | | | | 1.33 33.667 0.00 0.60 0.247 O | | | | 1.30 33.750 0.00 0.60 0.243 O | | | | 1.28 33.833 0.00 0.60 0.239 O | | | | 1.26 33.917 0.00 0.60 0.235 O | | | | 1.24 34.000 0.00 0.60 0.231 O | | | | 1.22 34.083 0.00 0.60 0.227 O | | | | 1.20 34.167 0.00 0.60 0.223 O | | | | 1.17 34.250 0.00 0.60 0.218 O | | | | 1.15 34.333 0.00 0.60 0.214 O | | | | 1.13 34.417 0.00 0.60 0.210 O | | | | 1.11 34.500 0.00 0.60 0.206 O | | | | 1.09 34.583 0.00 0.60 0.202 O | | | | 1.07 34.667 0.00 0.60 0.198 O | | | | 1.04 34.750 0.00 0.60 0.194 O | | | | 1.02 34.833 0.00 0.60 0.189 O | | | | 1.00 34.917 0.00 0.60 0.185 O | | | | 0.98 35.000 0.00 0.60 0.181 O | | | | 0.96 35.083 0.00 0.60 0.177 O | | | | 0.93 35.167 0.00 0.60 0.173 O | | | | 0.91 35.250 0.00 0.60 0.169 O | | | | 0.89 35.333 0.00 0.60 0.165 O | | | | 0.87 35.417 0.00 0.60 0.161 O | | | | 0.85 35.500 0.00 0.60 0.156 O | | | | 0.83 35.583 0.00 0.60 0.152 O | | | | 0.80 35.667 0.00 0.60 0.148 O | | | | 0.78 35.750 0.00 0.60 0.144 O | | | | 0.76 35.833 0.00 0.59 0.140 O | | | | 0.74 35.917 0.00 0.57 0.136 O | | | | 0.72 36.000 0.00 0.56 0.132 O | | | | 0.70 36.083 0.00 0.54 0.128 O | | | | 0.68 36.167 0.00 0.53 0.125 O | | | | 0.66 36.250 0.00 0.51 0.121 O | | | | 0.64 36.333 0.00 0.50 0.118 O | | | | 0.62 36.417 0.00 0.48 0.114 O | | | | 0.60 36.500 0.00 0.47 0.111 O | | | | 0.59 36.583 0.00 0.46 0.108 O | | | | 0.57 36.667 0.00 0.44 0.105 O | | | | 0.55 36.750 0.00 0.43 0.102 O | | | | 0.54 36.833 0.00 0.42 0.099 O | | | | 0.52 36.917 0.00 0.41 0.096 O | | | | 0.51 37.000 0.00 0.39 0.093 O | | | | 0.49 37.083 0.00 0.38 0.090 O | | | | 0.48 37.167 0.00 0.37 0.088 O | | | | 0.46 37.250 0.00 0.36 0.085 O | | | | 0.45 37.333 0.00 0.35 0.083 O | | | | 0.44 37.417 0.00 0.34 0.080 O | | | | 0.43 37.500 0.00 0.33 0.078 O | | | | 0.41 37.583 0.00 0.32 0.076 O | | | | 0.40 37.667 0.00 0.31 0.074 O | | | | 0.39 37.750 0.00 0.30 0.072 O | | | | 0.38 37.833 0.00 0.29 0.070 O | | | | 0.37 37.917 0.00 0.29 0.068 O | | | | 0.36 38.000 0.00 0.28 0.066 O | | | | 0.35 38.083 0.00 0.27 0.064 O | | | | 0.34 38.167 0.00 0.26 0.062 O | | | | 0.33 38.250 0.00 0.25 0.060 O | | | | 0.32 38.333 0.00 0.25 0.058 O | | | | 0.31 38.417 0.00 0.24 0.057 O | | | | 0.30 38.500 0.00 0.23 0.055 O | | | | 0.29 38.583 0.00 0.23 0.054 O | | | | 0.28 38.667 0.00 0.22 0.052 O | | | | 0.27 38.750 0.00 0.21 0.051 O | | | | 0.27 38.833 0.00 0.21 0.049 O | | | | 0.26 38.917 0.00 0.20 0.048 O | | | | 0.25 39.000 0.00 0.20 0.046 O | | | | 0.24 39.083 0.00 0.19 0.045 O | | | | 0.24 39.167 0.00 0.18 0.044 O | | | | 0.23 39.250 0.00 0.18 0.042 O | | | | 0.22 39.333 0.00 0.17 0.041 O | | | | 0.22 39.417 0.00 0.17 0.040 O | | | | 0.21 39.500 0.00 0.16 0.039 O | | | | 0.21 39.583 0.00 0.16 0.038 O | | | | 0.20 39.667 0.00 0.16 0.037 O | | | | 0.19 39.750 0.00 0.15 0.036 O | | | | 0.19 39.833 0.00 0.15 0.035 O | | | | 0.18 39.917 0.00 0.14 0.034 O | | | | 0.18 40.000 0.00 0.14 0.033 O | | | | 0.17 40.083 0.00 0.13 0.032 O | | | | 0.17 40.167 0.00 0.13 0.031 O | | | | 0.16 40.250 0.00 0.13 0.030 O | | | | 0.16 40.333 0.00 0.12 0.029 O | | | | 0.15 40.417 0.00 0.12 0.028 O | | | | 0.15 40.500 0.00 0.12 0.027 O | | | | 0.14 40.583 0.00 0.11 0.027 O | | | | 0.14 40.667 0.00 0.11 0.026 O | | | | 0.14 40.750 0.00 0.11 0.025 O | | | | 0.13 40.833 0.00 0.10 0.024 O | | | | 0.13 40.917 0.00 0.10 0.024 O | | | | 0.13 41.000 0.00 0.10 0.023 O | | | | 0.12 41.083 0.00 0.09 0.022 O | | | | 0.12 41.167 0.00 0.09 0.022 O | | | | 0.11 41.250 0.00 0.09 0.021 O | | | | 0.11 41.333 0.00 0.09 0.021 O | | | | 0.11 41.417 0.00 0.08 0.020 O | | | | 0.11 41.500 0.00 0.08 0.019 O | | | | 0.10 41.583 0.00 0.08 0.019 O | | | | 0.10 41.667 0.00 0.08 0.018 O | | | | 0.10 41.750 0.00 0.07 0.018 O | | | | 0.09 41.833 0.00 0.07 0.017 O | | | | 0.09 41.917 0.00 0.07 0.017 O | | | | 0.09 42.000 0.00 0.07 0.016 O | | | | 0.09 42.083 0.00 0.07 0.016 O | | | | 0.08 42.167 0.00 0.06 0.015 O | | | | 0.08 42.250 0.00 0.06 0.015 O | | | | 0.08 42.333 0.00 0.06 0.014 O | | | | 0.08 42.417 0.00 0.06 0.014 O | | | | 0.07 42.500 0.00 0.06 0.014 O | | | | 0.07 42.583 0.00 0.06 0.013 O | | | | 0.07 42.667 0.00 0.05 0.013 O | | | | 0.07 42.750 0.00 0.05 0.012 O | | | | 0.07 42.833 0.00 0.05 0.012 O | | | | 0.06 42.917 0.00 0.05 0.012 O | | | | 0.06 43.000 0.00 0.05 0.011 O | | | | 0.06 43.083 0.00 0.05 0.011 O | | | | 0.06 43.167 0.00 0.05 0.011 O | | | | 0.06 43.250 0.00 0.04 0.010 O | | | | 0.06 43.333 0.00 0.04 0.010 O | | | | 0.05 43.417 0.00 0.04 0.010 O | | | | 0.05 43.500 0.00 0.04 0.010 O | | | | 0.05 43.583 0.00 0.04 0.009 O | | | | 0.05 43.667 0.00 0.04 0.009 O | | | | 0.05 43.750 0.00 0.04 0.009 O | | | | 0.05 43.833 0.00 0.04 0.009 O | | | | 0.05 43.917 0.00 0.04 0.008 O | | | | 0.04 44.000 0.00 0.03 0.008 O | | | | 0.04 44.083 0.00 0.03 0.008 O | | | | 0.04 44.167 0.00 0.03 0.008 O | | | | 0.04 44.250 0.00 0.03 0.007 O | | | | 0.04 44.333 0.00 0.03 0.007 O | | | | 0.04 44.417 0.00 0.03 0.007 O | | | | 0.04 44.500 0.00 0.03 0.007 O | | | | 0.04 44.583 0.00 0.03 0.007 O | | | | 0.03 44.667 0.00 0.03 0.006 O | | | | 0.03 44.750 0.00 0.03 0.006 O | | | | 0.03 44.833 0.00 0.03 0.006 O | | | | 0.03 44.917 0.00 0.02 0.006 O | | | | 0.03 45.000 0.00 0.02 0.006 O | | | | 0.03 45.083 0.00 0.02 0.006 O | | | | 0.03 45.167 0.00 0.02 0.005 O | | | | 0.03 45.250 0.00 0.02 0.005 O | | | | 0.03 45.333 0.00 0.02 0.005 O | | | | 0.03 45.417 0.00 0.02 0.005 O | | | | 0.03 45.500 0.00 0.02 0.005 O | | | | 0.03 45.583 0.00 0.02 0.005 O | | | | 0.02 45.667 0.00 0.02 0.005 O | | | | 0.02 45.750 0.00 0.02 0.004 O | | | | 0.02 45.833 0.00 0.02 0.004 O | | | | 0.02 45.917 0.00 0.02 0.004 O | | | | 0.02 46.000 0.00 0.02 0.004 O | | | | 0.02 46.083 0.00 0.02 0.004 O | | | | 0.02 46.167 0.00 0.02 0.004 O | | | | 0.02 46.250 0.00 0.02 0.004 O | | | | 0.02 46.333 0.00 0.02 0.004 O | | | | 0.02 46.417 0.00 0.01 0.003 O | | | | 0.02 46.500 0.00 0.01 0.003 O | | | | 0.02 46.583 0.00 0.01 0.003 O | | | | 0.02 46.667 0.00 0.01 0.003 O | | | | 0.02 46.750 0.00 0.01 0.003 O | | | | 0.02 46.833 0.00 0.01 0.003 O | | | | 0.02 46.917 0.00 0.01 0.003 O | | | | 0.02 47.000 0.00 0.01 0.003 O | | | | 0.01 47.083 0.00 0.01 0.003 O | | | | 0.01 47.167 0.00 0.01 0.003 O | | | | 0.01 47.250 0.00 0.01 0.003 O | | | | 0.01 47.333 0.00 0.01 0.003 O | | | | 0.01 47.417 0.00 0.01 0.002 O | | | | 0.01 47.500 0.00 0.01 0.002 O | | | | 0.01 47.583 0.00 0.01 0.002 O | | | | 0.01 47.667 0.00 0.01 0.002 O | | | | 0.01 47.750 0.00 0.01 0.002 O | | | | 0.01 47.833 0.00 0.01 0.002 O | | | | 0.01 47.917 0.00 0.01 0.002 O | | | | 0.01 48.000 0.00 0.01 0.002 O | | | | 0.01 48.083 0.00 0.01 0.002 O | | | | 0.01 48.167 0.00 0.01 0.002 O | | | | 0.01 48.250 0.00 0.01 0.002 O | | | | 0.01 48.333 0.00 0.01 0.002 O | | | | 0.01 48.417 0.00 0.01 0.002 O | | | | 0.01 48.500 0.00 0.01 0.002 O | | | | 0.01 48.583 0.00 0.01 0.002 O | | | | 0.01 48.667 0.00 0.01 0.002 O | | | | 0.01 48.750 0.00 0.01 0.002 O | | | | 0.01 48.833 0.00 0.01 0.001 O | | | | 0.01 48.917 0.00 0.01 0.001 O | | | | 0.01 49.000 0.00 0.01 0.001 O | | | | 0.01 49.083 0.00 0.01 0.001 O | | | | 0.01 49.167 0.00 0.01 0.001 O | | | | 0.01 49.250 0.00 0.01 0.001 O | | | | 0.01 49.333 0.00 0.01 0.001 O | | | | 0.01 49.417 0.00 0.01 0.001 O | | | | 0.01 49.500 0.00 0.01 0.001 O | | | | 0.01 49.583 0.00 0.00 0.001 O | | | | 0.01 49.667 0.00 0.00 0.001 O | | | | 0.01 49.750 0.00 0.00 0.001 O | | | | 0.01 49.833 0.00 0.00 0.001 O | | | | 0.01 49.917 0.00 0.00 0.001 O | | | | 0.01 50.000 0.00 0.00 0.001 O | | | | 0.01 50.083 0.00 0.00 0.001 O | | | | 0.01 50.167 0.00 0.00 0.001 O | | | | 0.00 50.250 0.00 0.00 0.001 O | | | | 0.00 50.333 0.00 0.00 0.001 O | | | | 0.00 50.417 0.00 0.00 0.001 O | | | | 0.00 50.500 0.00 0.00 0.001 O | | | | 0.00 50.583 0.00 0.00 0.001 O | | | | 0.00 50.667 0.00 0.00 0.001 O | | | | 0.00 50.750 0.00 0.00 0.001 O | | | | 0.00 50.833 0.00 0.00 0.001 O | | | | 0.00 50.917 0.00 0.00 0.001 O | | | | 0.00 51.000 0.00 0.00 0.001 O | | | | 0.00 51.083 0.00 0.00 0.001 O | | | | 0.00 51.167 0.00 0.00 0.001 O | | | | 0.00 51.250 0.00 0.00 0.001 O | | | | 0.00 51.333 0.00 0.00 0.001 O | | | | 0.00 51.417 0.00 0.00 0.001 O | | | | 0.00 51.500 0.00 0.00 0.001 O | | | | 0.00 51.583 0.00 0.00 0.001 O | | | | 0.00 51.667 0.00 0.00 0.001 O | | | | 0.00 51.750 0.00 0.00 0.001 O | | | | 0.00 51.833 0.00 0.00 0.001 O | | | | 0.00 51.917 0.00 0.00 0.001 O | | | | 0.00 52.000 0.00 0.00 0.000 O | | | | 0.00 52.083 0.00 0.00 0.000 O | | | | 0.00 52.167 0.00 0.00 0.000 O | | | | 0.00 52.250 0.00 0.00 0.000 O | | | | 0.00 52.333 0.00 0.00 0.000 O | | | | 0.00 52.417 0.00 0.00 0.000 O | | | | 0.00 52.500 0.00 0.00 0.000 O | | | | 0.00 52.583 0.00 0.00 0.000 O | | | | 0.00 52.667 0.00 0.00 0.000 O | | | | 0.00 52.750 0.00 0.00 0.000 O | | | | 0.00 52.833 0.00 0.00 0.000 O | | | | 0.00 52.917 0.00 0.00 0.000 O | | | | 0.00 53.000 0.00 0.00 0.000 O | | | | 0.00 53.083 0.00 0.00 0.000 O | | | | 0.00 53.167 0.00 0.00 0.000 O | | | | 0.00 53.250 0.00 0.00 0.000 O | | | | 0.00 53.333 0.00 0.00 0.000 O | | | | 0.00 53.417 0.00 0.00 0.000 O | | | | 0.00 53.500 0.00 0.00 0.000 O | | | | 0.00 53.583 0.00 0.00 0.000 O | | | | 0.00 53.667 0.00 0.00 0.000 O | | | | 0.00 53.750 0.00 0.00 0.000 O | | | | 0.00 53.833 0.00 0.00 0.000 O | | | | 0.00 53.917 0.00 0.00 0.000 O | | | | 0.00 54.000 0.00 0.00 0.000 O | | | | 0.00 54.083 0.00 0.00 0.000 O | | | | 0.00 54.167 0.00 0.00 0.000 O | | | | 0.00 ****************************HYDROGRAPH DATA**************************** Number of intervals = 650 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 6.884 (CFS) Total volume = 3.578 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ San Bernardino County Rational Hydrology Program (Hydrology Manual Date ­ August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989­2014 Version 9.0 Rational Hydrology Study Date: 04/14/23 ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ PROJECT CITRUS POST­DEV 100­YEAR AREA B ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ Program License Serial Number 6353 ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ ********* Hydrology Study Control Information ********** ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ Rational hydrology study storm event year is 100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.420 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 201.000 **** 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 = 192.000(Ft.) Top (of initial area) elevation = 1081.820(Ft.) Bottom (of initial area) elevation = 1079.840(Ft.) Difference in elevation = 1.980(Ft.) Slope = 0.01031 s(%)= 1.03 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 6.216 min. Rainfall intensity = 5.534(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.887 Subarea runoff = 9.624(CFS) Total initial stream area = 1.960(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.079(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 202.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1075.340(Ft.) Downstream point/station elevation = 1073.250(Ft.) Pipe length = 417.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.624(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 9.624(CFS) Normal flow depth in pipe = 14.98(In.) Flow top width inside pipe = 19.00(In.) Critical Depth = 13.86(In.) Pipe flow velocity = 5.24(Ft/s) Travel time through pipe = 1.33 min. Time of concentration (TC) = 7.54 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 202.000 **** 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) The area added to the existing stream causes a a lower flow rate of Q = 9.559(CFS) therefore the upstream flow rate of Q = 9.624(CFS) is being used Time of concentration = 7.54 min. Rainfall intensity = 4.928(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.886 Subarea runoff = 0.000(CFS) for 0.230(Ac.) Total runoff = 9.624(CFS) Effective area this stream = 2.19(Ac.) Total Study Area (Main Stream No. 1) = 2.19(Ac.) Area averaged Fm value = 0.079(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 203.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1073.250(Ft.) Downstream point/station elevation = 1072.240(Ft.) Pipe length = 203.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.624(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 9.624(CFS) Normal flow depth in pipe = 15.02(In.) Flow top width inside pipe = 18.95(In.) Critical Depth = 13.86(In.) Pipe flow velocity = 5.23(Ft/s) Travel time through pipe = 0.65 min. Time of concentration (TC) = 8.19 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 203.000 **** 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 = 8.19 min. Rainfall intensity = 4.691(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.885 Subarea runoff = 3.576(CFS) for 0.990(Ac.) Total runoff = 13.200(CFS) Effective area this stream = 3.18(Ac.) Total Study Area (Main Stream No. 1) = 3.18(Ac.) Area averaged Fm value = 0.079(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 205.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1072.240(Ft.) Downstream point/station elevation = 1068.890(Ft.) Pipe length = 519.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 13.200(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 13.200(CFS) Normal flow depth in pipe = 15.16(In.) Flow top width inside pipe = 23.15(In.) Critical Depth = 15.69(In.) Pipe flow velocity = 6.31(Ft/s) Travel time through pipe = 1.37 min. Time of concentration (TC) = 9.56 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 205.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 3.180(Ac.) Runoff from this stream = 13.200(CFS) Time of concentration = 9.56 min. Rainfall intensity = 4.275(In/Hr) Area averaged loss rate (Fm) = 0.0785(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 206.000 to Point/Station 207.000 **** 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 = 519.000(Ft.) Top (of initial area) elevation = 1077.860(Ft.) Bottom (of initial area) elevation = 1074.180(Ft.) Difference in elevation = 3.680(Ft.) Slope = 0.00709 s(%)= 0.71 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.973 min. Rainfall intensity = 4.168(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.883 Subarea runoff = 16.377(CFS) Total initial stream area = 4.450(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.079(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 207.000 to Point/Station 205.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1070.310(Ft.) Downstream point/station elevation = 1068.890(Ft.) Pipe length = 121.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 16.377(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 16.377(CFS) Normal flow depth in pipe = 16.41(In.) Flow top width inside pipe = 17.36(In.) Critical Depth = 17.87(In.) Pipe flow velocity = 8.12(Ft/s) Travel time through pipe = 0.25 min. Time of concentration (TC) = 10.22 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 207.000 to Point/Station 205.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 4.450(Ac.) Runoff from this stream = 16.377(CFS) Time of concentration = 10.22 min. Rainfall intensity = 4.107(In/Hr) Area averaged loss rate (Fm) = 0.0785(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 13.20 3.180 9.56 0.079 4.275 2 16.38 4.450 10.22 0.079 4.107 Qmax(1) = 1.000 * 1.000 * 13.200) + 1.042 * 0.935 * 16.377) + = 29.158 Qmax(2) = 0.960 * 1.000 * 13.200) + 1.000 * 1.000 * 16.377) + = 29.049 Total of 2 streams to confluence: Flow rates before confluence point: 13.200 16.377 Maximum flow rates at confluence using above data: 29.158 29.049 Area of streams before confluence: 3.180 4.450 Effective area values after confluence: 7.343 7.630 Results of confluence: Total flow rate = 29.158(CFS) Time of concentration = 9.561 min. Effective stream area after confluence = 7.343(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.079(In/Hr) Study area total (this main stream) = 7.63(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 205.000 to Point/Station 208.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1068.890(Ft.) Downstream point/station elevation = 1068.770(Ft.) Pipe length = 24.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 29.158(CFS) Nearest computed pipe diameter = 33.00(In.) Calculated individual pipe flow = 29.158(CFS) Normal flow depth in pipe = 21.91(In.) Flow top width inside pipe = 31.17(In.) Critical Depth = 21.53(In.) Pipe flow velocity = 6.96(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 9.62 min. End of computations, Total Study Area = 7.63 (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 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 ­ 2014, Version 9.0 Study date 04/14/23 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ San Bernardino County Synthetic Unit Hydrology Method Manual date ­ August 1986 Program License Serial Number 6353 ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ PROJECT CITRUS POST­DEV 100­YEAR AREA B ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ Storm Event Year = 100 Antecedent Moisture Condition = 3 English (in­lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub­Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 100 7.63 1 1.42 ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ Rainfall data for year 100 7.63 6 3.30 ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ Rainfall data for year 100 7.63 24 6.01 ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area­averaged 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 7.63 1.000 0.785 0.140 0.110 Area­averaged adjusted loss rate Fm (In/Hr) = 0.110 ********* Area­Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC3) Yield Fr 1.07 0.140 32.0 52.0 9.23 0.215 6.56 0.860 98.0 98.0 0.20 0.960 Area­averaged catchment yield fraction, Y = 0.856 Area­averaged low loss fraction, Yb = 0.144 User entry of time of concentration = 0.160 (hours) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 7.63(Ac.) Catchment Lag time = 0.128 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 64.9823 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.110(In/Hr) Average low loss rate fraction (Yb) = 0.144 (decimal) VALLEY DEVELOPED S­Graph Selected Computed peak 5­minute rainfall = 0.373(In) Computed peak 30­minute rainfall = 0.969(In) Specified peak 1­hour rainfall = 1.420(In) Computed peak 3­hour rainfall = 2.400(In) Specified peak 6­hour rainfall = 3.300(In) Specified peak 24­hour rainfall = 6.010(In) Note: user specified rainfall values used. Rainfall depth area reduction factors: Using a total area of 7.63(Ac.) (Ref: fig. E­4) 5­minute factor = 1.000 Adjusted rainfall = 0.373(In) 30­minute factor = 1.000 Adjusted rainfall = 0.969(In) 1­hour factor = 1.000 Adjusted rainfall = 1.419(In) 3­hour factor = 1.000 Adjusted rainfall = 2.400(In) 6­hour factor = 1.000 Adjusted rainfall = 3.300(In) 24­hour factor = 1.000 Adjusted rainfall = 6.010(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 = 92.28 (CFS)) 1 7.606 7.019 2 47.734 37.028 3 85.904 35.221 4 97.021 10.259 5 99.064 1.884 6 100.000 0.864 ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ Total soil rain loss = 0.77(In) Total effective rainfall = 5.24(In) Peak flow rate in flood hydrograph = 21.20(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 7.5 15.0 22.5 30.0 ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ 0+ 5 0.0004 0.05 Q | | | | 0+10 0.0027 0.34 Q | | | | 0+15 0.0069 0.61 Q | | | | 0+20 0.0117 0.70 Q | | | | 0+25 0.0166 0.71 Q | | | | 0+30 0.0216 0.72 Q | | | | 0+35 0.0266 0.72 Q | | | | 0+40 0.0316 0.72 Q | | | | 0+45 0.0366 0.73 Q | | | | 0+50 0.0416 0.73 Q | | | | 0+55 0.0466 0.73 Q | | | | 1+ 0 0.0517 0.73 Q | | | | 1+ 5 0.0568 0.74 Q | | | | 1+10 0.0618 0.74 Q | | | | 1+15 0.0669 0.74 Q | | | | 1+20 0.0721 0.74 Q | | | | 1+25 0.0772 0.75 Q | | | | 1+30 0.0823 0.75 Q | | | | 1+35 0.0875 0.75 |Q | | | | 1+40 0.0927 0.75 |Q | | | | 1+45 0.0979 0.76 |Q | | | | 1+50 0.1031 0.76 |Q | | | | 1+55 0.1084 0.76 |Q | | | | 2+ 0 0.1136 0.76 |Q | | | | 2+ 5 0.1189 0.77 |Q | | | | 2+10 0.1242 0.77 |Q | | | | 2+15 0.1295 0.77 |Q | | | | 2+20 0.1348 0.77 |Q | | | | 2+25 0.1401 0.78 |Q | | | | 2+30 0.1455 0.78 |Q | | | | 2+35 0.1509 0.78 |Q | | | | 2+40 0.1563 0.78 |Q | | | | 2+45 0.1617 0.79 |Q | | | | 2+50 0.1671 0.79 |QV | | | | 2+55 0.1726 0.79 |QV | | | | 3+ 0 0.1781 0.79 |QV | | | | 3+ 5 0.1836 0.80 |QV | | | | 3+10 0.1891 0.80 |QV | | | | 3+15 0.1946 0.80 |QV | | | | 3+20 0.2002 0.81 |QV | | | | 3+25 0.2057 0.81 |QV | | | | 3+30 0.2113 0.81 |QV | | | | 3+35 0.2169 0.82 |QV | | | | 3+40 0.2226 0.82 |QV | | | | 3+45 0.2282 0.82 |QV | | | | 3+50 0.2339 0.82 |QV | | | | 3+55 0.2396 0.83 |QV | | | | 4+ 0 0.2454 0.83 |QV | | | | 4+ 5 0.2511 0.83 |Q V | | | | 4+10 0.2569 0.84 |Q V | | | | 4+15 0.2627 0.84 |Q V | | | | 4+20 0.2685 0.84 |Q V | | | | 4+25 0.2743 0.85 |Q V | | | | 4+30 0.2802 0.85 |Q V | | | | 4+35 0.2861 0.85 |Q V | | | | 4+40 0.2920 0.86 |Q V | | | | 4+45 0.2979 0.86 |Q V | | | | 4+50 0.3039 0.87 |Q V | | | | 4+55 0.3099 0.87 |Q V | | | | 5+ 0 0.3159 0.87 |Q V | | | | 5+ 5 0.3219 0.88 |Q V | | | | 5+10 0.3280 0.88 |Q V | | | | 5+15 0.3341 0.88 |Q V | | | | 5+20 0.3402 0.89 |Q V | | | | 5+25 0.3463 0.89 |Q V | | | | 5+30 0.3525 0.90 |Q V | | | | 5+35 0.3587 0.90 |Q V | | | | 5+40 0.3649 0.90 |Q V | | | | 5+45 0.3711 0.91 |Q V | | | | 5+50 0.3774 0.91 |Q V | | | | 5+55 0.3837 0.92 |Q V | | | | 6+ 0 0.3901 0.92 |Q V | | | | 6+ 5 0.3964 0.92 |Q V | | | | 6+10 0.4028 0.93 |Q V | | | | 6+15 0.4093 0.93 |Q V | | | | 6+20 0.4157 0.94 |Q V | | | | 6+25 0.4222 0.94 |Q V | | | | 6+30 0.4287 0.95 |Q V | | | | 6+35 0.4353 0.95 |Q V | | | | 6+40 0.4419 0.96 |Q V | | | | 6+45 0.4485 0.96 |Q V | | | | 6+50 0.4551 0.97 |Q V | | | | 6+55 0.4618 0.97 |Q V | | | | 7+ 0 0.4685 0.98 |Q V | | | | 7+ 5 0.4753 0.98 |Q V | | | | 7+10 0.4821 0.99 |Q V | | | | 7+15 0.4889 0.99 |Q V | | | | 7+20 0.4958 1.00 |Q V | | | | 7+25 0.5027 1.00 |Q V | | | | 7+30 0.5096 1.01 |Q V | | | | 7+35 0.5166 1.01 |Q V | | | | 7+40 0.5236 1.02 |Q V | | | | 7+45 0.5306 1.02 |Q V | | | | 7+50 0.5377 1.03 |Q V | | | | 7+55 0.5449 1.04 |Q V | | | | 8+ 0 0.5520 1.04 |Q V | | | | 8+ 5 0.5593 1.05 |Q V | | | | 8+10 0.5665 1.05 |Q V | | | | 8+15 0.5738 1.06 |Q V | | | | 8+20 0.5812 1.07 |Q V | | | | 8+25 0.5885 1.07 |Q V | | | | 8+30 0.5960 1.08 |Q V | | | | 8+35 0.6035 1.09 |Q V | | | | 8+40 0.6110 1.09 |Q V | | | | 8+45 0.6186 1.10 |Q V | | | | 8+50 0.6262 1.11 |Q V | | | | 8+55 0.6338 1.11 |Q V | | | | 9+ 0 0.6416 1.12 |Q V | | | | 9+ 5 0.6493 1.13 |Q V | | | | 9+10 0.6572 1.14 |Q V | | | | 9+15 0.6650 1.14 |Q V | | | | 9+20 0.6730 1.15 |Q V | | | | 9+25 0.6810 1.16 |Q V | | | | 9+30 0.6890 1.17 |Q V | | | | 9+35 0.6971 1.18 |Q V | | | | 9+40 0.7053 1.18 |Q V | | | | 9+45 0.7135 1.19 |Q V | | | | 9+50 0.7218 1.20 |Q V | | | | 9+55 0.7301 1.21 |Q V | | | | 10+ 0 0.7385 1.22 |Q V | | | | 10+ 5 0.7470 1.23 |Q V | | | | 10+10 0.7555 1.24 |Q V| | | | 10+15 0.7641 1.25 |Q V| | | | 10+20 0.7728 1.26 |Q V| | | | 10+25 0.7815 1.27 |Q V| | | | 10+30 0.7904 1.28 |Q V| | | | 10+35 0.7992 1.29 |Q V| | | | 10+40 0.8082 1.30 |Q V| | | | 10+45 0.8173 1.31 |Q V| | | | 10+50 0.8264 1.32 |Q V| | | | 10+55 0.8356 1.34 |Q V | | | 11+ 0 0.8449 1.35 |Q V | | | 11+ 5 0.8542 1.36 |Q V | | | 11+10 0.8637 1.37 |Q V | | | 11+15 0.8733 1.39 |Q V | | | 11+20 0.8829 1.40 |Q V | | | 11+25 0.8926 1.41 |Q V | | | 11+30 0.9025 1.43 |Q V | | | 11+35 0.9124 1.44 |Q V | | | 11+40 0.9224 1.46 |Q |V | | | 11+45 0.9326 1.47 |Q |V | | | 11+50 0.9428 1.49 |Q |V | | | 11+55 0.9532 1.51 | Q |V | | | 12+ 0 0.9637 1.52 | Q |V | | | 12+ 5 0.9743 1.55 | Q |V | | | 12+10 0.9854 1.60 | Q |V | | | 12+15 0.9968 1.66 | Q |V | | | 12+20 1.0085 1.69 | Q | V | | | 12+25 1.0203 1.71 | Q | V | | | 12+30 1.0322 1.73 | Q | V | | | 12+35 1.0443 1.76 | Q | V | | | 12+40 1.0565 1.78 | Q | V | | | 12+45 1.0689 1.80 | Q | V | | | 12+50 1.0815 1.83 | Q | V | | | 12+55 1.0943 1.85 | Q | V | | | 13+ 0 1.1072 1.88 | Q | V | | | 13+ 5 1.1203 1.90 | Q | V | | | 13+10 1.1336 1.93 | Q | V | | | 13+15 1.1471 1.96 | Q | V | | | 13+20 1.1608 1.99 | Q | V | | | 13+25 1.1747 2.02 | Q | V | | | 13+30 1.1889 2.06 | Q | V | | | 13+35 1.2033 2.09 | Q | V | | | 13+40 1.2179 2.13 | Q | V | | | 13+45 1.2328 2.17 | Q | V | | | 13+50 1.2481 2.21 | Q | V | | | 13+55 1.2635 2.25 | Q | V | | | 14+ 0 1.2794 2.30 | Q | V | | | 14+ 5 1.2956 2.35 | Q | V | | | 14+10 1.3124 2.44 | Q | V | | | 14+15 1.3299 2.53 | Q | V | | | 14+20 1.3478 2.61 | Q | V | | | 14+25 1.3662 2.67 | Q | V | | | 14+30 1.3850 2.74 | Q | V | | | 14+35 1.4044 2.81 | Q | V | | | 14+40 1.4243 2.89 | Q | V | | | 14+45 1.4448 2.97 | Q | V | | | 14+50 1.4659 3.07 | Q | V | | | 14+55 1.4878 3.17 | Q | V | | | 15+ 0 1.5104 3.29 | Q | V | | | 15+ 5 1.5339 3.41 | Q | V | | | 15+10 1.5583 3.55 | Q | V | | | 15+15 1.5839 3.71 | Q | V| | | 15+20 1.6107 3.90 | Q | V| | | 15+25 1.6394 4.16 | Q | V| | | 15+30 1.6718 4.71 | Q | V | | 15+35 1.7083 5.30 | Q | V | | 15+40 1.7484 5.81 | Q | |V | | 15+45 1.7920 6.33 | Q | |V | | 15+50 1.8400 6.97 | Q| | V | | 15+55 1.8944 7.90 | Q | V | | 16+ 0 1.9616 9.75 | | Q | V | | 16+ 5 2.0564 13.77 | | Q | V | | 16+10 2.2025 21.20 | | | V Q | | 16+15 2.3336 19.04 | | | Q V | | 16+20 2.4093 11.00 | | Q | V | | 16+25 2.4592 7.24 | Q| | V| | 16+30 2.4976 5.57 | Q | | V | 16+35 2.5279 4.39 | Q | | V | 16+40 2.5543 3.84 | Q | | V | 16+45 2.5784 3.49 | Q | | V | 16+50 2.6007 3.23 | Q | | |V | 16+55 2.6215 3.02 | Q | | |V | 17+ 0 2.6411 2.85 | Q | | |V | 17+ 5 2.6596 2.69 | Q | | |V | 17+10 2.6771 2.53 | Q | | | V | 17+15 2.6935 2.38 | Q | | | V | 17+20 2.7091 2.27 | Q | | | V | 17+25 2.7242 2.19 | Q | | | V | 17+30 2.7387 2.11 | Q | | | V | 17+35 2.7527 2.04 | Q | | | V | 17+40 2.7663 1.97 | Q | | | V | 17+45 2.7795 1.91 | Q | | | V | 17+50 2.7923 1.86 | Q | | | V | 17+55 2.8048 1.81 | Q | | | V | 18+ 0 2.8169 1.77 | Q | | | V | 18+ 5 2.8288 1.71 | Q | | | V | 18+10 2.8400 1.64 | Q | | | V | 18+15 2.8508 1.56 | Q | | | V | 18+20 2.8612 1.52 | Q | | | V | 18+25 2.8714 1.48 |Q | | | V | 18+30 2.8814 1.45 |Q | | | V | 18+35 2.8912 1.42 |Q | | | V | 18+40 2.9007 1.39 |Q | | | V | 18+45 2.9102 1.37 |Q | | | V | 18+50 2.9194 1.34 |Q | | | V | 18+55 2.9285 1.32 |Q | | | V | 19+ 0 2.9374 1.30 |Q | | | V | 19+ 5 2.9462 1.27 |Q | | | V | 19+10 2.9548 1.25 |Q | | | V | 19+15 2.9633 1.23 |Q | | | V | 19+20 2.9717 1.21 |Q | | | V | 19+25 2.9799 1.20 |Q | | | V | 19+30 2.9880 1.18 |Q | | | V | 19+35 2.9960 1.16 |Q | | | V | 19+40 3.0039 1.15 |Q | | | V | 19+45 3.0117 1.13 |Q | | | V | 19+50 3.0194 1.12 |Q | | | V | 19+55 3.0270 1.10 |Q | | | V | 20+ 0 3.0345 1.09 |Q | | | V | 20+ 5 3.0419 1.08 |Q | | | V | 20+10 3.0492 1.06 |Q | | | V | 20+15 3.0565 1.05 |Q | | | V | 20+20 3.0636 1.04 |Q | | | V | 20+25 3.0707 1.03 |Q | | | V | 20+30 3.0777 1.01 |Q | | | V | 20+35 3.0846 1.00 |Q | | | V | 20+40 3.0914 0.99 |Q | | | V | 20+45 3.0982 0.98 |Q | | | V | 20+50 3.1049 0.97 |Q | | | V | 20+55 3.1115 0.96 |Q | | | V | 21+ 0 3.1181 0.95 |Q | | | V | 21+ 5 3.1246 0.94 |Q | | | V | 21+10 3.1310 0.93 |Q | | | V | 21+15 3.1374 0.93 |Q | | | V | 21+20 3.1437 0.92 |Q | | | V | 21+25 3.1500 0.91 |Q | | | V | 21+30 3.1562 0.90 |Q | | | V | 21+35 3.1623 0.89 |Q | | | V | 21+40 3.1684 0.89 |Q | | | V | 21+45 3.1745 0.88 |Q | | | V | 21+50 3.1805 0.87 |Q | | | V | 21+55 3.1864 0.86 |Q | | | V | 22+ 0 3.1923 0.86 |Q | | | V | 22+ 5 3.1982 0.85 |Q | | | V | 22+10 3.2040 0.84 |Q | | | V | 22+15 3.2097 0.84 |Q | | | V | 22+20 3.2154 0.83 |Q | | | V | 22+25 3.2211 0.82 |Q | | | V | 22+30 3.2267 0.82 |Q | | | V | 22+35 3.2323 0.81 |Q | | | V | 22+40 3.2379 0.80 |Q | | | V | 22+45 3.2434 0.80 |Q | | | V | 22+50 3.2488 0.79 |Q | | | V| 22+55 3.2543 0.79 |Q | | | V| 23+ 0 3.2596 0.78 |Q | | | V| 23+ 5 3.2650 0.78 |Q | | | V| 23+10 3.2703 0.77 |Q | | | V| 23+15 3.2756 0.77 |Q | | | V| 23+20 3.2808 0.76 |Q | | | V| 23+25 3.2860 0.76 |Q | | | V| 23+30 3.2912 0.75 |Q | | | V| 23+35 3.2963 0.75 Q | | | V| 23+40 3.3015 0.74 Q | | | V| 23+45 3.3065 0.74 Q | | | V| 23+50 3.3116 0.73 Q | | | V| 23+55 3.3166 0.73 Q | | | V| 24+ 0 3.3216 0.72 Q | | | V| 24+ 5 3.3261 0.66 Q | | | V| 24+10 3.3287 0.38 Q | | | V| 24+15 3.3294 0.10 Q | | | V| 24+20 3.3296 0.02 Q | | | V| 24+25 3.3296 0.01 Q | | | V| ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 ­ 2014 Study date: 04/18/23 ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ PROJECT CITRUS POST­DEV 100­YEAR AREA B ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ Program License Serial Number 6353 ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ ********************* HYDROGRAPH INFORMATION ********************** From study/file name: UH100PostB.rte ****************************HYDROGRAPH DATA**************************** Number of intervals = 293 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 21.205 (CFS) Total volume = 3.330 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 101.000 **** RETARDING BASIN ROUTING **** ______________________________________________________________________ User entry of depth­outflow­storage data ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ Total number of inflow hydrograph intervals = 293 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S­O*dt/2) (S+O*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ 0.000 0.000 0.000 0.000 0.000 0.750 0.142 0.600 0.140 0.144 1.750 0.332 0.600 0.330 0.334 2.750 0.522 0.600 0.520 0.524 3.750 0.712 0.600 0.710 0.714 4.750 0.902 6.042 0.881 0.923 5.750 1.092 6.884 1.068 1.116 6.750 1.281 6.884 1.257 1.305 ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ Hydrograph Detention Basin Routing ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ Graph values: 'I'= unit inflow; 'O'=outflow at time shown ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 5.3 10.60 15.90 21.20 (Ft.) 0.083 0.05 0.00 0.000 O | | | | 0.00 0.167 0.34 0.01 0.002 O | | | | 0.01 0.250 0.61 0.02 0.005 O | | | | 0.02 0.333 0.70 0.04 0.009 OI | | | | 0.05 0.417 0.71 0.06 0.014 OI | | | | 0.07 0.500 0.72 0.08 0.018 OI | | | | 0.10 0.583 0.72 0.09 0.022 OI | | | | 0.12 0.667 0.72 0.11 0.027 OI | | | | 0.14 0.750 0.73 0.13 0.031 OI | | | | 0.16 0.833 0.73 0.15 0.035 OI | | | | 0.18 0.917 0.73 0.16 0.039 OI | | | | 0.21 1.000 0.73 0.18 0.043 OI | | | | 0.23 1.083 0.74 0.20 0.046 OI | | | | 0.25 1.167 0.74 0.21 0.050 OI | | | | 0.26 1.250 0.74 0.23 0.054 OI | | | | 0.28 1.333 0.74 0.24 0.057 OI | | | | 0.30 1.417 0.75 0.26 0.061 OI | | | | 0.32 1.500 0.75 0.27 0.064 OI | | | | 0.34 1.583 0.75 0.28 0.067 OI | | | | 0.35 1.667 0.75 0.30 0.070 OI | | | | 0.37 1.750 0.76 0.31 0.073 OI | | | | 0.39 1.833 0.76 0.32 0.077 OI | | | | 0.40 1.917 0.76 0.34 0.079 OI | | | | 0.42 2.000 0.76 0.35 0.082 OI | | | | 0.43 2.083 0.77 0.36 0.085 OI | | | | 0.45 2.167 0.77 0.37 0.088 OI | | | | 0.46 2.250 0.77 0.38 0.091 OI | | | | 0.48 2.333 0.77 0.39 0.093 OI | | | | 0.49 2.417 0.78 0.41 0.096 OI | | | | 0.51 2.500 0.78 0.42 0.098 OI | | | | 0.52 2.583 0.78 0.43 0.101 OI | | | | 0.53 2.667 0.78 0.44 0.103 OI | | | | 0.55 2.750 0.79 0.45 0.106 OI | | | | 0.56 2.833 0.79 0.46 0.108 OI | | | | 0.57 2.917 0.79 0.47 0.110 OI | | | | 0.58 3.000 0.79 0.48 0.112 OI | | | | 0.59 3.083 0.80 0.48 0.115 OI | | | | 0.61 3.167 0.80 0.49 0.117 OI | | | | 0.62 3.250 0.80 0.50 0.119 OI | | | | 0.63 3.333 0.81 0.51 0.121 OI | | | | 0.64 3.417 0.81 0.52 0.123 OI | | | | 0.65 3.500 0.81 0.53 0.125 OI | | | | 0.66 3.583 0.82 0.54 0.127 OI | | | | 0.67 3.667 0.82 0.54 0.129 OI | | | | 0.68 3.750 0.82 0.55 0.131 OI | | | | 0.69 3.833 0.82 0.56 0.132 OI | | | | 0.70 3.917 0.83 0.57 0.134 OI | | | | 0.71 4.000 0.83 0.57 0.136 OI | | | | 0.72 4.083 0.83 0.58 0.138 OI | | | | 0.73 4.167 0.84 0.59 0.140 OI | | | | 0.74 4.250 0.84 0.60 0.141 OI | | | | 0.75 4.333 0.84 0.60 0.143 OI | | | | 0.75 4.417 0.85 0.60 0.145 OI | | | | 0.76 4.500 0.85 0.60 0.146 OI | | | | 0.77 4.583 0.85 0.60 0.148 OI | | | | 0.78 4.667 0.86 0.60 0.150 OI | | | | 0.79 4.750 0.86 0.60 0.152 OI | | | | 0.80 4.833 0.87 0.60 0.153 OI | | | | 0.81 4.917 0.87 0.60 0.155 OI | | | | 0.82 5.000 0.87 0.60 0.157 OI | | | | 0.83 5.083 0.88 0.60 0.159 OI | | | | 0.84 5.167 0.88 0.60 0.161 OI | | | | 0.85 5.250 0.88 0.60 0.163 OI | | | | 0.86 5.333 0.89 0.60 0.165 OI | | | | 0.87 5.417 0.89 0.60 0.167 OI | | | | 0.88 5.500 0.90 0.60 0.169 OI | | | | 0.89 5.583 0.90 0.60 0.171 OI | | | | 0.90 5.667 0.90 0.60 0.173 OI | | | | 0.91 5.750 0.91 0.60 0.175 OI | | | | 0.92 5.833 0.91 0.60 0.177 OI | | | | 0.94 5.917 0.92 0.60 0.179 OI | | | | 0.95 6.000 0.92 0.60 0.182 OI | | | | 0.96 6.083 0.92 0.60 0.184 OI | | | | 0.97 6.167 0.93 0.60 0.186 OI | | | | 0.98 6.250 0.93 0.60 0.188 OI | | | | 0.99 6.333 0.94 0.60 0.191 OI | | | | 1.01 6.417 0.94 0.60 0.193 OI | | | | 1.02 6.500 0.95 0.60 0.195 OI | | | | 1.03 6.583 0.95 0.60 0.198 OI | | | | 1.04 6.667 0.96 0.60 0.200 OI | | | | 1.06 6.750 0.96 0.60 0.203 OI | | | | 1.07 6.833 0.97 0.60 0.205 OI | | | | 1.08 6.917 0.97 0.60 0.208 OI | | | | 1.10 7.000 0.98 0.60 0.210 OI | | | | 1.11 7.083 0.98 0.60 0.213 OI | | | | 1.12 7.167 0.99 0.60 0.216 OI | | | | 1.14 7.250 0.99 0.60 0.218 OI | | | | 1.15 7.333 1.00 0.60 0.221 OI | | | | 1.17 7.417 1.00 0.60 0.224 OI | | | | 1.18 7.500 1.01 0.60 0.226 OI | | | | 1.19 7.583 1.01 0.60 0.229 OI | | | | 1.21 7.667 1.02 0.60 0.232 OI | | | | 1.22 7.750 1.02 0.60 0.235 OI | | | | 1.24 7.833 1.03 0.60 0.238 OI | | | | 1.26 7.917 1.04 0.60 0.241 OI | | | | 1.27 8.000 1.04 0.60 0.244 OI | | | | 1.29 8.083 1.05 0.60 0.247 OI | | | | 1.30 8.167 1.05 0.60 0.250 OI | | | | 1.32 8.250 1.06 0.60 0.253 OI | | | | 1.34 8.333 1.07 0.60 0.256 OI | | | | 1.35 8.417 1.07 0.60 0.260 OI | | | | 1.37 8.500 1.08 0.60 0.263 OI | | | | 1.39 8.583 1.09 0.60 0.266 OI | | | | 1.40 8.667 1.09 0.60 0.270 OI | | | | 1.42 8.750 1.10 0.60 0.273 OI | | | | 1.44 8.833 1.11 0.60 0.277 OI | | | | 1.46 8.917 1.11 0.60 0.280 OI | | | | 1.48 9.000 1.12 0.60 0.284 OI | | | | 1.50 9.083 1.13 0.60 0.287 OI | | | | 1.51 9.167 1.14 0.60 0.291 OI | | | | 1.53 9.250 1.14 0.60 0.295 OI | | | | 1.55 9.333 1.15 0.60 0.298 OI | | | | 1.57 9.417 1.16 0.60 0.302 OI | | | | 1.59 9.500 1.17 0.60 0.306 OI | | | | 1.61 9.583 1.18 0.60 0.310 OI | | | | 1.63 9.667 1.18 0.60 0.314 OI | | | | 1.66 9.750 1.19 0.60 0.318 OI | | | | 1.68 9.833 1.20 0.60 0.322 OI | | | | 1.70 9.917 1.21 0.60 0.326 OI | | | | 1.72 10.000 1.22 0.60 0.331 OI | | | | 1.74 10.083 1.23 0.60 0.335 OI | | | | 1.77 10.167 1.24 0.60 0.339 OI | | | | 1.79 10.250 1.25 0.60 0.344 OI | | | | 1.81 10.333 1.26 0.60 0.348 OI | | | | 1.84 10.417 1.27 0.60 0.353 OI | | | | 1.86 10.500 1.28 0.60 0.358 OI | | | | 1.88 10.583 1.29 0.60 0.362 OI | | | | 1.91 10.667 1.30 0.60 0.367 OI | | | | 1.93 10.750 1.31 0.60 0.372 OI | | | | 1.96 10.833 1.32 0.60 0.377 OI | | | | 1.99 10.917 1.34 0.60 0.382 O I | | | | 2.01 11.000 1.35 0.60 0.387 O I | | | | 2.04 11.083 1.36 0.60 0.392 O I | | | | 2.07 11.167 1.37 0.60 0.397 O I | | | | 2.09 11.250 1.39 0.60 0.403 O I | | | | 2.12 11.333 1.40 0.60 0.408 O I | | | | 2.15 11.417 1.41 0.60 0.414 O I | | | | 2.18 11.500 1.43 0.60 0.420 O I | | | | 2.21 11.583 1.44 0.60 0.425 O I | | | | 2.24 11.667 1.46 0.60 0.431 O I | | | | 2.27 11.750 1.47 0.60 0.437 O I | | | | 2.30 11.833 1.49 0.60 0.443 O I | | | | 2.34 11.917 1.51 0.60 0.449 O I | | | | 2.37 12.000 1.52 0.60 0.456 O I | | | | 2.40 12.083 1.55 0.60 0.462 O I | | | | 2.43 12.167 1.60 0.60 0.469 O I | | | | 2.47 12.250 1.66 0.60 0.476 O I | | | | 2.51 12.333 1.69 0.60 0.483 O I | | | | 2.55 12.417 1.71 0.60 0.491 O I | | | | 2.59 12.500 1.73 0.60 0.499 O I | | | | 2.63 12.583 1.76 0.60 0.507 O I | | | | 2.67 12.667 1.78 0.60 0.515 O I | | | | 2.71 12.750 1.80 0.60 0.523 O I | | | | 2.75 12.833 1.83 0.60 0.531 O I | | | | 2.80 12.917 1.85 0.60 0.540 O I | | | | 2.84 13.000 1.88 0.60 0.548 O I | | | | 2.89 13.083 1.90 0.60 0.557 O I | | | | 2.94 13.167 1.93 0.60 0.566 O I | | | | 2.98 13.250 1.96 0.60 0.576 O I | | | | 3.03 13.333 1.99 0.60 0.585 O I | | | | 3.08 13.417 2.02 0.60 0.595 O I | | | | 3.13 13.500 2.06 0.60 0.605 O I | | | | 3.18 13.583 2.09 0.60 0.615 O I | | | | 3.24 13.667 2.13 0.60 0.625 O I | | | | 3.29 13.750 2.17 0.60 0.636 O I | | | | 3.35 13.833 2.21 0.60 0.647 O I | | | | 3.41 13.917 2.25 0.60 0.658 O I | | | | 3.47 14.000 2.30 0.60 0.669 O I | | | | 3.53 14.083 2.35 0.60 0.681 O I | | | | 3.59 14.167 2.44 0.60 0.694 O I | | | | 3.65 14.250 2.53 0.60 0.707 O I | | | | 3.72 14.333 2.61 0.82 0.720 |O I | | | | 3.79 14.417 2.67 1.14 0.731 |O I | | | | 3.85 14.500 2.74 1.42 0.741 | O I | | | | 3.90 14.583 2.81 1.67 0.749 | O I | | | | 3.95 14.667 2.89 1.88 0.757 | O I | | | | 3.98 14.750 2.97 2.07 0.763 | OI | | | | 4.02 14.833 3.07 2.24 0.769 | OI | | | | 4.05 14.917 3.17 2.40 0.775 | OI | | | | 4.08 15.000 3.29 2.55 0.780 | OI | | | | 4.11 15.083 3.41 2.69 0.785 | OI | | | | 4.13 15.167 3.55 2.83 0.790 | OI | | | | 4.16 15.250 3.71 2.98 0.795 | OI | | | | 4.19 15.333 3.90 3.12 0.800 | OI | | | | 4.21 15.417 4.16 3.29 0.806 | O I | | | | 4.24 15.500 4.71 3.49 0.813 | O I| | | | 4.28 15.583 5.30 3.76 0.822 | O I| | | | 4.33 15.667 5.81 4.09 0.834 | O I | | | 4.39 15.750 6.33 4.44 0.846 | O |I | | | 4.46 15.833 6.97 4.84 0.860 | O| I | | | 4.53 15.917 7.90 5.31 0.876 | O I | | | 4.61 16.000 9.75 5.94 0.898 | O I | | | 4.73 16.083 13.77 6.20 0.938 | |O | I | | 4.94 16.167 21.20 6.54 1.014 | |O | | I 5.34 16.250 19.04 6.88 1.107 | | O | | I | 5.83 16.333 11.00 6.88 1.163 | | O I | | 6.12 16.417 7.24 6.88 1.178 | | O | | | 6.20 16.500 5.57 6.88 1.175 | I O | | | 6.19 16.583 4.39 6.88 1.162 | I | O | | | 6.12 16.667 3.84 6.88 1.143 | I | O | | | 6.02 16.750 3.49 6.88 1.120 | I | O | | | 5.90 16.833 3.23 6.88 1.096 | I | O | | | 5.77 16.917 3.02 6.79 1.071 | I | O | | | 5.64 17.000 2.85 6.67 1.044 | I | O | | | 5.50 17.083 2.69 6.56 1.018 | I |O | | | 5.36 17.167 2.53 6.44 0.991 | I |O | | | 5.22 17.250 2.38 6.32 0.964 | I |O | | | 5.08 17.333 2.27 6.20 0.937 | I |O | | | 4.94 17.417 2.19 6.08 0.910 | I |O | | | 4.79 17.500 2.11 5.55 0.885 | I O | | | 4.66 17.583 2.04 4.93 0.863 | I O| | | | 4.55 17.667 1.97 4.40 0.845 | I O | | | | 4.45 17.750 1.91 3.96 0.829 | I O | | | | 4.37 17.833 1.86 3.59 0.816 | I O | | | | 4.30 17.917 1.81 3.27 0.805 | I O | | | | 4.24 18.000 1.77 3.01 0.796 | I O | | | | 4.19 18.083 1.71 2.78 0.788 | I O | | | | 4.15 18.167 1.64 2.58 0.781 | IO | | | | 4.11 18.250 1.56 2.41 0.775 | IO | | | | 4.08 18.333 1.52 2.25 0.770 | IO | | | | 4.05 18.417 1.48 2.11 0.765 | IO | | | | 4.03 18.500 1.45 2.00 0.761 | IO | | | | 4.01 18.583 1.42 1.90 0.757 | O | | | | 3.99 18.667 1.39 1.81 0.754 | O | | | | 3.97 18.750 1.37 1.73 0.752 | O | | | | 3.96 18.833 1.34 1.66 0.749 | O | | | | 3.95 18.917 1.32 1.60 0.747 |IO | | | | 3.93 19.000 1.30 1.55 0.745 |IO | | | | 3.92 19.083 1.27 1.50 0.744 |IO | | | | 3.92 19.167 1.25 1.46 0.742 |IO | | | | 3.91 19.250 1.23 1.42 0.741 |IO | | | | 3.90 19.333 1.21 1.39 0.739 |IO | | | | 3.89 19.417 1.20 1.35 0.738 |IO | | | | 3.89 19.500 1.18 1.32 0.737 |O | | | | 3.88 19.583 1.16 1.30 0.736 |O | | | | 3.88 19.667 1.15 1.27 0.735 |O | | | | 3.87 19.750 1.13 1.25 0.735 |O | | | | 3.87 19.833 1.12 1.23 0.734 |O | | | | 3.86 19.917 1.10 1.20 0.733 |O | | | | 3.86 20.000 1.09 1.18 0.732 |O | | | | 3.86 20.083 1.08 1.17 0.732 |O | | | | 3.85 20.167 1.06 1.15 0.731 |O | | | | 3.85 20.250 1.05 1.13 0.731 |O | | | | 3.85 20.333 1.04 1.12 0.730 |O | | | | 3.84 20.417 1.03 1.10 0.730 |O | | | | 3.84 20.500 1.01 1.09 0.729 |O | | | | 3.84 20.583 1.00 1.07 0.729 |O | | | | 3.84 20.667 0.99 1.06 0.728 |O | | | | 3.83 20.750 0.98 1.05 0.728 |O | | | | 3.83 20.833 0.97 1.03 0.727 |O | | | | 3.83 20.917 0.96 1.02 0.727 |O | | | | 3.83 21.000 0.95 1.01 0.726 |O | | | | 3.83 21.083 0.94 1.00 0.726 |O | | | | 3.82 21.167 0.93 0.99 0.726 |O | | | | 3.82 21.250 0.93 0.98 0.725 |O | | | | 3.82 21.333 0.92 0.97 0.725 |O | | | | 3.82 21.417 0.91 0.96 0.725 |O | | | | 3.82 21.500 0.90 0.95 0.724 |O | | | | 3.81 21.583 0.89 0.94 0.724 |O | | | | 3.81 21.667 0.89 0.93 0.724 |O | | | | 3.81 21.750 0.88 0.92 0.723 |O | | | | 3.81 21.833 0.87 0.91 0.723 |O | | | | 3.81 21.917 0.86 0.90 0.723 |O | | | | 3.81 22.000 0.86 0.90 0.722 |O | | | | 3.80 22.083 0.85 0.89 0.722 |O | | | | 3.80 22.167 0.84 0.88 0.722 |O | | | | 3.80 22.250 0.84 0.87 0.722 |O | | | | 3.80 22.333 0.83 0.87 0.721 |O | | | | 3.80 22.417 0.82 0.86 0.721 |O | | | | 3.80 22.500 0.82 0.85 0.721 |O | | | | 3.80 22.583 0.81 0.85 0.721 |O | | | | 3.80 22.667 0.80 0.84 0.720 |O | | | | 3.79 22.750 0.80 0.83 0.720 |O | | | | 3.79 22.833 0.79 0.83 0.720 |O | | | | 3.79 22.917 0.79 0.82 0.720 |O | | | | 3.79 23.000 0.78 0.81 0.719 |O | | | | 3.79 23.083 0.78 0.81 0.719 |O | | | | 3.79 23.167 0.77 0.80 0.719 |O | | | | 3.79 23.250 0.77 0.80 0.719 |O | | | | 3.79 23.333 0.76 0.79 0.719 |O | | | | 3.78 23.417 0.76 0.78 0.718 |O | | | | 3.78 23.500 0.75 0.78 0.718 |O | | | | 3.78 23.583 0.75 0.77 0.718 |O | | | | 3.78 23.667 0.74 0.77 0.718 |O | | | | 3.78 23.750 0.74 0.76 0.718 |O | | | | 3.78 23.833 0.73 0.76 0.718 |O | | | | 3.78 23.917 0.73 0.75 0.717 |O | | | | 3.78 24.000 0.72 0.75 0.717 |O | | | | 3.78 24.083 0.66 0.74 0.717 |O | | | | 3.78 24.167 0.38 0.70 0.715 IO | | | | 3.77 24.250 0.10 0.62 0.713 O | | | | 3.75 24.333 0.02 0.60 0.709 O | | | | 3.73 24.417 0.01 0.60 0.705 O | | | | 3.71 24.500 0.00 0.60 0.701 O | | | | 3.69 24.583 0.00 0.60 0.697 O | | | | 3.67 24.667 0.00 0.60 0.692 O | | | | 3.65 24.750 0.00 0.60 0.688 O | | | | 3.63 24.833 0.00 0.60 0.684 O | | | | 3.60 24.917 0.00 0.60 0.680 O | | | | 3.58 25.000 0.00 0.60 0.676 O | | | | 3.56 25.083 0.00 0.60 0.672 O | | | | 3.54 25.167 0.00 0.60 0.668 O | | | | 3.52 25.250 0.00 0.60 0.663 O | | | | 3.49 25.333 0.00 0.60 0.659 O | | | | 3.47 25.417 0.00 0.60 0.655 O | | | | 3.45 25.500 0.00 0.60 0.651 O | | | | 3.43 25.583 0.00 0.60 0.647 O | | | | 3.41 25.667 0.00 0.60 0.643 O | | | | 3.39 25.750 0.00 0.60 0.639 O | | | | 3.36 25.833 0.00 0.60 0.635 O | | | | 3.34 25.917 0.00 0.60 0.630 O | | | | 3.32 26.000 0.00 0.60 0.626 O | | | | 3.30 26.083 0.00 0.60 0.622 O | | | | 3.28 26.167 0.00 0.60 0.618 O | | | | 3.26 26.250 0.00 0.60 0.614 O | | | | 3.23 26.333 0.00 0.60 0.610 O | | | | 3.21 26.417 0.00 0.60 0.606 O | | | | 3.19 26.500 0.00 0.60 0.601 O | | | | 3.17 26.583 0.00 0.60 0.597 O | | | | 3.15 26.667 0.00 0.60 0.593 O | | | | 3.12 26.750 0.00 0.60 0.589 O | | | | 3.10 26.833 0.00 0.60 0.585 O | | | | 3.08 26.917 0.00 0.60 0.581 O | | | | 3.06 27.000 0.00 0.60 0.577 O | | | | 3.04 27.083 0.00 0.60 0.573 O | | | | 3.02 27.167 0.00 0.60 0.568 O | | | | 2.99 27.250 0.00 0.60 0.564 O | | | | 2.97 27.333 0.00 0.60 0.560 O | | | | 2.95 27.417 0.00 0.60 0.556 O | | | | 2.93 27.500 0.00 0.60 0.552 O | | | | 2.91 27.583 0.00 0.60 0.548 O | | | | 2.89 27.667 0.00 0.60 0.544 O | | | | 2.86 27.750 0.00 0.60 0.540 O | | | | 2.84 27.833 0.00 0.60 0.535 O | | | | 2.82 27.917 0.00 0.60 0.531 O | | | | 2.80 28.000 0.00 0.60 0.527 O | | | | 2.78 28.083 0.00 0.60 0.523 O | | | | 2.76 28.167 0.00 0.60 0.519 O | | | | 2.73 28.250 0.00 0.60 0.515 O | | | | 2.71 28.333 0.00 0.60 0.511 O | | | | 2.69 28.417 0.00 0.60 0.506 O | | | | 2.67 28.500 0.00 0.60 0.502 O | | | | 2.65 28.583 0.00 0.60 0.498 O | | | | 2.62 28.667 0.00 0.60 0.494 O | | | | 2.60 28.750 0.00 0.60 0.490 O | | | | 2.58 28.833 0.00 0.60 0.486 O | | | | 2.56 28.917 0.00 0.60 0.482 O | | | | 2.54 29.000 0.00 0.60 0.478 O | | | | 2.52 29.083 0.00 0.60 0.473 O | | | | 2.49 29.167 0.00 0.60 0.469 O | | | | 2.47 29.250 0.00 0.60 0.465 O | | | | 2.45 29.333 0.00 0.60 0.461 O | | | | 2.43 29.417 0.00 0.60 0.457 O | | | | 2.41 29.500 0.00 0.60 0.453 O | | | | 2.39 29.583 0.00 0.60 0.449 O | | | | 2.36 29.667 0.00 0.60 0.444 O | | | | 2.34 29.750 0.00 0.60 0.440 O | | | | 2.32 29.833 0.00 0.60 0.436 O | | | | 2.30 29.917 0.00 0.60 0.432 O | | | | 2.28 30.000 0.00 0.60 0.428 O | | | | 2.25 30.083 0.00 0.60 0.424 O | | | | 2.23 30.167 0.00 0.60 0.420 O | | | | 2.21 30.250 0.00 0.60 0.416 O | | | | 2.19 30.333 0.00 0.60 0.411 O | | | | 2.17 30.417 0.00 0.60 0.407 O | | | | 2.15 30.500 0.00 0.60 0.403 O | | | | 2.12 30.583 0.00 0.60 0.399 O | | | | 2.10 30.667 0.00 0.60 0.395 O | | | | 2.08 30.750 0.00 0.60 0.391 O | | | | 2.06 30.833 0.00 0.60 0.387 O | | | | 2.04 30.917 0.00 0.60 0.382 O | | | | 2.02 31.000 0.00 0.60 0.378 O | | | | 1.99 31.083 0.00 0.60 0.374 O | | | | 1.97 31.167 0.00 0.60 0.370 O | | | | 1.95 31.250 0.00 0.60 0.366 O | | | | 1.93 31.333 0.00 0.60 0.362 O | | | | 1.91 31.417 0.00 0.60 0.358 O | | | | 1.89 31.500 0.00 0.60 0.354 O | | | | 1.86 31.583 0.00 0.60 0.349 O | | | | 1.84 31.667 0.00 0.60 0.345 O | | | | 1.82 31.750 0.00 0.60 0.341 O | | | | 1.80 31.833 0.00 0.60 0.337 O | | | | 1.78 31.917 0.00 0.60 0.333 O | | | | 1.75 32.000 0.00 0.60 0.329 O | | | | 1.73 32.083 0.00 0.60 0.325 O | | | | 1.71 32.167 0.00 0.60 0.320 O | | | | 1.69 32.250 0.00 0.60 0.316 O | | | | 1.67 32.333 0.00 0.60 0.312 O | | | | 1.65 32.417 0.00 0.60 0.308 O | | | | 1.62 32.500 0.00 0.60 0.304 O | | | | 1.60 32.583 0.00 0.60 0.300 O | | | | 1.58 32.667 0.00 0.60 0.296 O | | | | 1.56 32.750 0.00 0.60 0.292 O | | | | 1.54 32.833 0.00 0.60 0.287 O | | | | 1.52 32.917 0.00 0.60 0.283 O | | | | 1.49 33.000 0.00 0.60 0.279 O | | | | 1.47 33.083 0.00 0.60 0.275 O | | | | 1.45 33.167 0.00 0.60 0.271 O | | | | 1.43 33.250 0.00 0.60 0.267 O | | | | 1.41 33.333 0.00 0.60 0.263 O | | | | 1.38 33.417 0.00 0.60 0.259 O | | | | 1.36 33.500 0.00 0.60 0.254 O | | | | 1.34 33.583 0.00 0.60 0.250 O | | | | 1.32 33.667 0.00 0.60 0.246 O | | | | 1.30 33.750 0.00 0.60 0.242 O | | | | 1.28 33.833 0.00 0.60 0.238 O | | | | 1.25 33.917 0.00 0.60 0.234 O | | | | 1.23 34.000 0.00 0.60 0.230 O | | | | 1.21 34.083 0.00 0.60 0.225 O | | | | 1.19 34.167 0.00 0.60 0.221 O | | | | 1.17 34.250 0.00 0.60 0.217 O | | | | 1.15 34.333 0.00 0.60 0.213 O | | | | 1.12 34.417 0.00 0.60 0.209 O | | | | 1.10 34.500 0.00 0.60 0.205 O | | | | 1.08 34.583 0.00 0.60 0.201 O | | | | 1.06 34.667 0.00 0.60 0.197 O | | | | 1.04 34.750 0.00 0.60 0.192 O | | | | 1.02 34.833 0.00 0.60 0.188 O | | | | 0.99 34.917 0.00 0.60 0.184 O | | | | 0.97 35.000 0.00 0.60 0.180 O | | | | 0.95 35.083 0.00 0.60 0.176 O | | | | 0.93 35.167 0.00 0.60 0.172 O | | | | 0.91 35.250 0.00 0.60 0.168 O | | | | 0.88 35.333 0.00 0.60 0.163 O | | | | 0.86 35.417 0.00 0.60 0.159 O | | | | 0.84 35.500 0.00 0.60 0.155 O | | | | 0.82 35.583 0.00 0.60 0.151 O | | | | 0.80 35.667 0.00 0.60 0.147 O | | | | 0.78 35.750 0.00 0.60 0.143 O | | | | 0.75 35.833 0.00 0.59 0.139 O | | | | 0.73 35.917 0.00 0.57 0.135 O | | | | 0.71 36.000 0.00 0.55 0.131 O | | | | 0.69 36.083 0.00 0.54 0.127 O | | | | 0.67 36.167 0.00 0.52 0.123 O | | | | 0.65 36.250 0.00 0.51 0.120 O | | | | 0.63 36.333 0.00 0.49 0.116 O | | | | 0.62 36.417 0.00 0.48 0.113 O | | | | 0.60 36.500 0.00 0.46 0.110 O | | | | 0.58 36.583 0.00 0.45 0.107 O | | | | 0.56 36.667 0.00 0.44 0.104 O | | | | 0.55 36.750 0.00 0.43 0.101 O | | | | 0.53 36.833 0.00 0.41 0.098 O | | | | 0.52 36.917 0.00 0.40 0.095 O | | | | 0.50 37.000 0.00 0.39 0.092 O | | | | 0.49 37.083 0.00 0.38 0.090 O | | | | 0.47 37.167 0.00 0.37 0.087 O | | | | 0.46 37.250 0.00 0.36 0.085 O | | | | 0.45 37.333 0.00 0.35 0.082 O | | | | 0.43 37.417 0.00 0.34 0.080 O | | | | 0.42 37.500 0.00 0.33 0.078 O | | | | 0.41 37.583 0.00 0.32 0.075 O | | | | 0.40 37.667 0.00 0.31 0.073 O | | | | 0.39 37.750 0.00 0.30 0.071 O | | | | 0.38 37.833 0.00 0.29 0.069 O | | | | 0.36 37.917 0.00 0.28 0.067 O | | | | 0.35 38.000 0.00 0.28 0.065 O | | | | 0.34 38.083 0.00 0.27 0.063 O | | | | 0.33 38.167 0.00 0.26 0.061 O | | | | 0.32 38.250 0.00 0.25 0.060 O | | | | 0.32 38.333 0.00 0.24 0.058 O | | | | 0.31 38.417 0.00 0.24 0.056 O | | | | 0.30 38.500 0.00 0.23 0.055 O | | | | 0.29 38.583 0.00 0.22 0.053 O | | | | 0.28 38.667 0.00 0.22 0.052 O | | | | 0.27 38.750 0.00 0.21 0.050 O | | | | 0.26 38.833 0.00 0.21 0.049 O | | | | 0.26 38.917 0.00 0.20 0.047 O | | | | 0.25 39.000 0.00 0.19 0.046 O | | | | 0.24 39.083 0.00 0.19 0.045 O | | | | 0.24 39.167 0.00 0.18 0.043 O | | | | 0.23 39.250 0.00 0.18 0.042 O | | | | 0.22 39.333 0.00 0.17 0.041 O | | | | 0.22 39.417 0.00 0.17 0.040 O | | | | 0.21 39.500 0.00 0.16 0.039 O | | | | 0.20 39.583 0.00 0.16 0.037 O | | | | 0.20 39.667 0.00 0.15 0.036 O | | | | 0.19 39.750 0.00 0.15 0.035 O | | | | 0.19 39.833 0.00 0.14 0.034 O | | | | 0.18 39.917 0.00 0.14 0.033 O | | | | 0.18 40.000 0.00 0.14 0.032 O | | | | 0.17 40.083 0.00 0.13 0.031 O | | | | 0.17 40.167 0.00 0.13 0.031 O | | | | 0.16 40.250 0.00 0.13 0.030 O | | | | 0.16 40.333 0.00 0.12 0.029 O | | | | 0.15 40.417 0.00 0.12 0.028 O | | | | 0.15 40.500 0.00 0.11 0.027 O | | | | 0.14 40.583 0.00 0.11 0.026 O | | | | 0.14 40.667 0.00 0.11 0.026 O | | | | 0.14 40.750 0.00 0.11 0.025 O | | | | 0.13 40.833 0.00 0.10 0.024 O | | | | 0.13 40.917 0.00 0.10 0.024 O | | | | 0.12 41.000 0.00 0.10 0.023 O | | | | 0.12 41.083 0.00 0.09 0.022 O | | | | 0.12 41.167 0.00 0.09 0.022 O | | | | 0.11 41.250 0.00 0.09 0.021 O | | | | 0.11 41.333 0.00 0.09 0.020 O | | | | 0.11 41.417 0.00 0.08 0.020 O | | | | 0.10 41.500 0.00 0.08 0.019 O | | | | 0.10 41.583 0.00 0.08 0.019 O | | | | 0.10 41.667 0.00 0.08 0.018 O | | | | 0.10 41.750 0.00 0.07 0.018 O | | | | 0.09 41.833 0.00 0.07 0.017 O | | | | 0.09 41.917 0.00 0.07 0.017 O | | | | 0.09 42.000 0.00 0.07 0.016 O | | | | 0.09 42.083 0.00 0.07 0.016 O | | | | 0.08 42.167 0.00 0.06 0.015 O | | | | 0.08 42.250 0.00 0.06 0.015 O | | | | 0.08 42.333 0.00 0.06 0.014 O | | | | 0.08 42.417 0.00 0.06 0.014 O | | | | 0.07 42.500 0.00 0.06 0.014 O | | | | 0.07 42.583 0.00 0.06 0.013 O | | | | 0.07 42.667 0.00 0.05 0.013 O | | | | 0.07 42.750 0.00 0.05 0.012 O | | | | 0.07 42.833 0.00 0.05 0.012 O | | | | 0.06 42.917 0.00 0.05 0.012 O | | | | 0.06 43.000 0.00 0.05 0.011 O | | | | 0.06 43.083 0.00 0.05 0.011 O | | | | 0.06 43.167 0.00 0.05 0.011 O | | | | 0.06 43.250 0.00 0.04 0.010 O | | | | 0.05 43.333 0.00 0.04 0.010 O | | | | 0.05 43.417 0.00 0.04 0.010 O | | | | 0.05 43.500 0.00 0.04 0.010 O | | | | 0.05 43.583 0.00 0.04 0.009 O | | | | 0.05 43.667 0.00 0.04 0.009 O | | | | 0.05 43.750 0.00 0.04 0.009 O | | | | 0.05 43.833 0.00 0.04 0.008 O | | | | 0.04 43.917 0.00 0.03 0.008 O | | | | 0.04 44.000 0.00 0.03 0.008 O | | | | 0.04 44.083 0.00 0.03 0.008 O | | | | 0.04 44.167 0.00 0.03 0.008 O | | | | 0.04 44.250 0.00 0.03 0.007 O | | | | 0.04 44.333 0.00 0.03 0.007 O | | | | 0.04 44.417 0.00 0.03 0.007 O | | | | 0.04 44.500 0.00 0.03 0.007 O | | | | 0.04 44.583 0.00 0.03 0.007 O | | | | 0.03 44.667 0.00 0.03 0.006 O | | | | 0.03 44.750 0.00 0.03 0.006 O | | | | 0.03 44.833 0.00 0.03 0.006 O | | | | 0.03 44.917 0.00 0.02 0.006 O | | | | 0.03 45.000 0.00 0.02 0.006 O | | | | 0.03 45.083 0.00 0.02 0.005 O | | | | 0.03 45.167 0.00 0.02 0.005 O | | | | 0.03 45.250 0.00 0.02 0.005 O | | | | 0.03 45.333 0.00 0.02 0.005 O | | | | 0.03 45.417 0.00 0.02 0.005 O | | | | 0.03 45.500 0.00 0.02 0.005 O | | | | 0.03 45.583 0.00 0.02 0.005 O | | | | 0.02 45.667 0.00 0.02 0.004 O | | | | 0.02 45.750 0.00 0.02 0.004 O | | | | 0.02 45.833 0.00 0.02 0.004 O | | | | 0.02 45.917 0.00 0.02 0.004 O | | | | 0.02 46.000 0.00 0.02 0.004 O | | | | 0.02 46.083 0.00 0.02 0.004 O | | | | 0.02 46.167 0.00 0.02 0.004 O | | | | 0.02 46.250 0.00 0.02 0.004 O | | | | 0.02 46.333 0.00 0.01 0.004 O | | | | 0.02 46.417 0.00 0.01 0.003 O | | | | 0.02 46.500 0.00 0.01 0.003 O | | | | 0.02 46.583 0.00 0.01 0.003 O | | | | 0.02 46.667 0.00 0.01 0.003 O | | | | 0.02 46.750 0.00 0.01 0.003 O | | | | 0.02 46.833 0.00 0.01 0.003 O | | | | 0.02 46.917 0.00 0.01 0.003 O | | | | 0.02 47.000 0.00 0.01 0.003 O | | | | 0.01 47.083 0.00 0.01 0.003 O | | | | 0.01 47.167 0.00 0.01 0.003 O | | | | 0.01 47.250 0.00 0.01 0.003 O | | | | 0.01 47.333 0.00 0.01 0.003 O | | | | 0.01 47.417 0.00 0.01 0.002 O | | | | 0.01 47.500 0.00 0.01 0.002 O | | | | 0.01 47.583 0.00 0.01 0.002 O | | | | 0.01 47.667 0.00 0.01 0.002 O | | | | 0.01 47.750 0.00 0.01 0.002 O | | | | 0.01 47.833 0.00 0.01 0.002 O | | | | 0.01 47.917 0.00 0.01 0.002 O | | | | 0.01 48.000 0.00 0.01 0.002 O | | | | 0.01 48.083 0.00 0.01 0.002 O | | | | 0.01 48.167 0.00 0.01 0.002 O | | | | 0.01 48.250 0.00 0.01 0.002 O | | | | 0.01 48.333 0.00 0.01 0.002 O | | | | 0.01 48.417 0.00 0.01 0.002 O | | | | 0.01 48.500 0.00 0.01 0.002 O | | | | 0.01 48.583 0.00 0.01 0.002 O | | | | 0.01 48.667 0.00 0.01 0.002 O | | | | 0.01 48.750 0.00 0.01 0.002 O | | | | 0.01 48.833 0.00 0.01 0.001 O | | | | 0.01 48.917 0.00 0.01 0.001 O | | | | 0.01 49.000 0.00 0.01 0.001 O | | | | 0.01 49.083 0.00 0.01 0.001 O | | | | 0.01 49.167 0.00 0.01 0.001 O | | | | 0.01 49.250 0.00 0.01 0.001 O | | | | 0.01 49.333 0.00 0.01 0.001 O | | | | 0.01 49.417 0.00 0.01 0.001 O | | | | 0.01 49.500 0.00 0.00 0.001 O | | | | 0.01 49.583 0.00 0.00 0.001 O | | | | 0.01 49.667 0.00 0.00 0.001 O | | | | 0.01 49.750 0.00 0.00 0.001 O | | | | 0.01 49.833 0.00 0.00 0.001 O | | | | 0.01 49.917 0.00 0.00 0.001 O | | | | 0.01 50.000 0.00 0.00 0.001 O | | | | 0.01 50.083 0.00 0.00 0.001 O | | | | 0.01 50.167 0.00 0.00 0.001 O | | | | 0.00 50.250 0.00 0.00 0.001 O | | | | 0.00 50.333 0.00 0.00 0.001 O | | | | 0.00 50.417 0.00 0.00 0.001 O | | | | 0.00 50.500 0.00 0.00 0.001 O | | | | 0.00 50.583 0.00 0.00 0.001 O | | | | 0.00 50.667 0.00 0.00 0.001 O | | | | 0.00 50.750 0.00 0.00 0.001 O | | | | 0.00 50.833 0.00 0.00 0.001 O | | | | 0.00 50.917 0.00 0.00 0.001 O | | | | 0.00 51.000 0.00 0.00 0.001 O | | | | 0.00 51.083 0.00 0.00 0.001 O | | | | 0.00 51.167 0.00 0.00 0.001 O | | | | 0.00 51.250 0.00 0.00 0.001 O | | | | 0.00 51.333 0.00 0.00 0.001 O | | | | 0.00 51.417 0.00 0.00 0.001 O | | | | 0.00 51.500 0.00 0.00 0.001 O | | | | 0.00 51.583 0.00 0.00 0.001 O | | | | 0.00 51.667 0.00 0.00 0.001 O | | | | 0.00 51.750 0.00 0.00 0.001 O | | | | 0.00 51.833 0.00 0.00 0.001 O | | | | 0.00 51.917 0.00 0.00 0.001 O | | | | 0.00 52.000 0.00 0.00 0.000 O | | | | 0.00 52.083 0.00 0.00 0.000 O | | | | 0.00 52.167 0.00 0.00 0.000 O | | | | 0.00 52.250 0.00 0.00 0.000 O | | | | 0.00 52.333 0.00 0.00 0.000 O | | | | 0.00 52.417 0.00 0.00 0.000 O | | | | 0.00 52.500 0.00 0.00 0.000 O | | | | 0.00 52.583 0.00 0.00 0.000 O | | | | 0.00 52.667 0.00 0.00 0.000 O | | | | 0.00 52.750 0.00 0.00 0.000 O | | | | 0.00 52.833 0.00 0.00 0.000 O | | | | 0.00 52.917 0.00 0.00 0.000 O | | | | 0.00 53.000 0.00 0.00 0.000 O | | | | 0.00 53.083 0.00 0.00 0.000 O | | | | 0.00 53.167 0.00 0.00 0.000 O | | | | 0.00 53.250 0.00 0.00 0.000 O | | | | 0.00 53.333 0.00 0.00 0.000 O | | | | 0.00 53.417 0.00 0.00 0.000 O | | | | 0.00 53.500 0.00 0.00 0.000 O | | | | 0.00 53.583 0.00 0.00 0.000 O | | | | 0.00 53.667 0.00 0.00 0.000 O | | | | 0.00 53.750 0.00 0.00 0.000 O | | | | 0.00 53.833 0.00 0.00 0.000 O | | | | 0.00 53.917 0.00 0.00 0.000 O | | | | 0.00 54.000 0.00 0.00 0.000 O | | | | 0.00 54.083 0.00 0.00 0.000 O | | | | 0.00 54.167 0.00 0.00 0.000 O | | | | 0.00 ****************************HYDROGRAPH DATA**************************** Number of intervals = 650 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 6.884 (CFS) Total volume = 3.329 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** ­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­­ Preliminary Hydrology Report Citrus Industrial Development Langan Project No. 722012201 Appendices APPENDIX F BMP INFORMATION Advanced Drainage Systems, Inc. FOR STORMTECH INSTALLATION INSTRUCTIONS VISIT OUR APP SiteAssist IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF MC-7200 CHAMBER SYSTEM 1.STORMTECH MC-7200 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A PRE-CONSTRUCTION MEETING WITH THE INSTALLERS. 2.STORMTECH MC-7200 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-7200 CONSTRUCTION GUIDE". 3.CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR EXCAVATOR SITUATED OVER THE CHAMBERS. STORMTECH RECOMMENDS 3 BACKFILL METHODS: ·STONESHOOTER LOCATED OFF THE CHAMBER BED. ·BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE. ·BACKFILL FROM OUTSIDE THE EXCAVATION USING A LONG BOOM HOE OR EXCAVATOR. 4.THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS. 5.JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE. 6.MAINTAIN MINIMUM - 9" (230 mm) SPACING BETWEEN THE CHAMBER ROWS. 7.INLET AND OUTLET MANIFOLDS MUST BE INSERTED A MINIMUM OF 12" (300 mm) INTO CHAMBER END CAPS. 8.EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE MEETING THE AASHTO M43 DESIGNATION OF #3 OR #4. 9.STONE SHALL BE BROUGHT UP EVENLY AROUND CHAMBERS SO AS NOT TO DISTORT THE CHAMBER SHAPE. STONE DEPTHS SHOULD NEVER DIFFER BY MORE THAN 12" (300 mm) BETWEEN ADJACENT CHAMBER ROWS. 10.STONE MUST BE PLACED ON THE TOP CENTER OF THE CHAMBER TO ANCHOR THE CHAMBERS IN PLACE AND PRESERVE ROW SPACING. 11.THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIAL BEARING CAPACITIES TO THE SITE DESIGN ENGINEER. 12.ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACE STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF. NOTES FOR CONSTRUCTION EQUIPMENT 1.STORMTECH MC-7200 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-7200 CONSTRUCTION GUIDE". 2.THE USE OF EQUIPMENT OVER MC-7200 CHAMBERS IS LIMITED: ·NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS. ·NO RUBBER TIRED LOADER, DUMP TRUCK, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-7200 CONSTRUCTION GUIDE". ·WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH MC-7200 CONSTRUCTION GUIDE". 3.FULL 36" (900 mm) OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING. USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO CHAMBERS AND IS NOT AN ACCEPTABLE BACKFILL METHOD. ANY CHAMBERS DAMAGED BY USING THE "DUMP AND PUSH" METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARD WARRANTY. CONTACT STORMTECH AT 1-888-892-2694 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT. MC-7200 STORMTECH CHAMBER SPECIFICATIONS 1.CHAMBERS SHALL BE STORMTECH MC-7200. 2.CHAMBERS SHALL BE ARCH-SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN, IMPACT-MODIFIED POLYPROPYLENE COPOLYMERS. 3.CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 60x101. 4.CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULD IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION. 5.THE STRUCTURAL DESIGN OF THE CHAMBERS, THE STRUCTURAL BACKFILL, AND THE INSTALLATION REQUIREMENTS SHALL ENSURE THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1) LONG-DURATION DEAD LOADS AND 2) SHORT-DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. 6.CHAMBERS SHALL BE DESIGNED, TESTED AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCORDANCE WITH ASTM F2787, "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". LOAD CONFIGURATIONS SHALL INCLUDE: 1) INSTANTANEOUS (<1 MIN) AASHTO DESIGN TRUCK LIVE LOAD ON MINIMUM COVER 2) MAXIMUM PERMANENT (75-YR) COVER LOAD AND 3) ALLOWABLE COVER WITH PARKED (1-WEEK) AASHTO DESIGN TRUCK. 7.REQUIREMENTS FOR HANDLING AND INSTALLATION: ·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. ·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3”. ·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT SHALL BE GREATER THAN OR EQUAL TO 450 LBS/FT/%. THE ASC IS DEFINED IN SECTION 6.2.8 OF ASTM F2418. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. 8.ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. UPON REQUEST BY THE SITE DESIGN ENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTURAL EVALUATION FOR APPROVAL BEFORE DELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS: ·THE STRUCTURAL EVALUATION SHALL BE SEALED BY A REGISTERED PROFESSIONAL ENGINEER. ·THE STRUCTURAL EVALUATION SHALL DEMONSTRATE THAT THE SAFETY FACTORS ARE GREATER THAN OR EQUAL TO 1.95 FOR DEAD LOAD AND 1.75 FOR LIVE LOAD, THE MINIMUM REQUIRED BY ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS FOR THERMOPLASTIC PIPE. ·THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2418 SHALL BE USED FOR PERMANENT DEAD LOAD DESIGN EXCEPT THAT IT SHALL BE THE 75-YEAR MODULUS USED FOR DESIGN. 9.CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY. ©2023 ADS, INC. PROJECT INFORMATION ADS SALES REP PROJECT NO. ENGINEERED PRODUCT MANAGER CITRUS CHAMBERS 55K FONTANA, CA, USA STORMWATER CHAMBERS A AND B St o r m T e c h 88 8 - 8 9 2 - 2 6 9 4 | WW W . S T O R M T E C H . C O M ® Ch a m b e r S y s t e m 46 4 0 T R U E M A N B L V D HI L L I A R D , O H 4 3 0 2 6 1- 8 0 0 - 7 3 3 - 7 4 7 3 DA T E : DR A W N : D B PR O J E C T # : CH E C K E D : N / A TH I S D R A W I N G H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D T O A D S U N D E R T H E D I R E C T I O N O F T H E S I T E D E S I G N E N G I N E E R O R O T H E R P R O J E C T R E P R E S E N T A T I V E . T H E S I T E D E S I G N E N G I N E E R S H A L L R E V I E W T H I S D R A W I N G P R I O R T O C O N S T R U C T I O N . I T I S T H E U L T I M A T E RE S P O N S I B I L I T Y O F T H E S I T E D E S I G N E N G I N E E R T O E N S U R E T H A T T H E P R O D U C T ( S ) D E P I C T E D A N D A L L A S S O C I A T E D D E T A I L S M E E T A L L A P P L I C A B L E L A W S , R E G U L A T I O N S , A N D P R O J E C T R E Q U I R E M E N T S . DA T E DR W CH K DE S C R I P T I O N CI T R U S C H A M B E R S 5 5 K FO N T A N A , C A , U S A SHEET OF2 5 NOTES •MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECH NOTE #6.32 FOR MANIFOLD SIZING GUIDANCE. •DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MANIFOLD COMPONENTS IN THE FIELD. •THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET. •THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE-SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR DETERMINING THE SUITABILITY OF THE SOIL AND PROVIDING THE BEARING CAPACITY OF THE INSITU SOILS. THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE THIS INFORMATION ISPROVIDED. •NOT FOR CONSTRUCTION: THIS LAYOUT IS FOR DIMENSIONAL PURPOSES ONLY TO PROVE CONCEPT & THE REQUIRED STORAGE VOLUME CAN BE ACHIEVED ON SITE. PROPOSED ELEVATIONS MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED):1076.75 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC):1072.25 MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC):1071.75 MINIMUM ALLOWABLE GRADE (TOP OF RIGID CONCRETE PAVEMENT):1071.75 MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT):1071.75 TOP OF STONE:1070.75 TOP OF MC-7200 CHAMBER:1069.75 24" x 24" BOTTOM MANIFOLD INVERT:1064.94 24" ISOLATOR ROW PLUS INVERT:1064.94 18" BOTTOM CONNECTION INVERT:1064.91 BOTTOM OF MC-7200 CHAMBER:1064.75 UNDERDRAIN INVERT:1064.00 BOTTOM OF STONE:1064.00 PROPOSED LAYOUT 197 STORMTECH MC-7200 CHAMBERS 12 STORMTECH MC-7200 END CAPS 12 STONE ABOVE (in) 9 STONE BELOW (in) 40 STONE VOID 55818 INSTALLED SYSTEM VOLUME (CF) (PERIMETER STONE INCLUDED) (COVER STONE INCLUDED) (BASE STONE INCLUDED) 12867 SYSTEM AREA (SF) 571.7 SYSTEM PERIMETER (ft) *INVERT ABOVE BASE OF CHAMBER MAX FLOWINVERT*DESCRIPTIONITEM ON LAYOUTPART TYPE 2.26"24" BOTTOM PARTIAL CUT END CAP, PART#: MC7200IEPP24B / TYP OF ALL 24" BOTTOM CONNECTIONS AND ISOLATOR PLUS ROWSAPREFABRICATED END CAP 1.97"18" BOTTOM PARTIAL CUT END CAP, PART#: MC7200IEPP18B / TYP OF ALL 18" BOTTOM CONNECTIONSBPREFABRICATED END CAP INSTALL FLAMP ON 24" ACCESS PIPE / PART#: MCFLAMPCFLAMP 2.26"24" x 24" BOTTOM MANIFOLD, ADS N-12DMANIFOLD 4.0 CFS OUTOCS (DESIGN BY ENGINEER / PROVIDED BY OTHERS)ECONCRETE STRUCTURE 41.5 CFS IN(DESIGN BY ENGINEER / PROVIDED BY OTHERS)FCONCRETE STRUCTURE W/WEIR 6" ADS N-12 DUAL WALL PERFORATED HDPE UNDERDRAINGUNDERDRAIN ISOLATOR ROW PLUS (SEE DETAIL) PLACE MINIMUM 17.50' OF ADSPLUS175 WOVEN GEOTEXTILE OVER BEDDING STONE AND UNDERNEATH CHAMBER FEET FOR SCOUR PROTECTION AT ALL CHAMBER INLET ROWS BED LIMITS 0 20 40 229.48' 56 . 3 5 ' 222.99' 53 . 7 5 ' DG C B A F E St o r m T e c h 88 8 - 8 9 2 - 2 6 9 4 | WW W . S T O R M T E C H . C O M ® Ch a m b e r S y s t e m ACCEPTABLE FILL MATERIALS: STORMTECH MC-7200 CHAMBER SYSTEMS PLEASE NOTE: 1.THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: "CLEAN, CRUSHED, ANGULAR NO. 4 (AASHTO M43) STONE". 2.STORMTECH COMPACTION REQUIREMENTS ARE MET FOR 'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 9" (230 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR. 3.WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FOR COMPACTION REQUIREMENTS. 4.ONCE LAYER 'C' IS PLACED, ANY SOIL/MATERIAL CAN BE PLACED IN LAYER 'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER 'C' OR 'D' AT THE SITE DESIGN ENGINEER'S DISCRETION. NOTES: 1.CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 60x101 2.MC-7200 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 3.THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH CONSIDERATION FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS. 4.PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. 5.REQUIREMENTS FOR HANDLING AND INSTALLATION: ·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. ·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3”. ·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT SHALL BE GREATER THAN OR EQUAL TO 450 LBS/FT/%. THE ASC IS DEFINED IN SECTION 6.2.8 OF ASTM F2418. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. MATERIAL LOCATION DESCRIPTION AASHTO MATERIAL CLASSIFICATIONS COMPACTION / DENSITY REQUIREMENT D FINAL FILL: FILL MATERIAL FOR LAYER 'D' STARTS FROM THE TOP OF THE 'C' LAYER TO THE BOTTOM OF FLEXIBLE PAVEMENT OR UNPAVED FINISHED GRADE ABOVE. NOTE THAT PAVEMENT SUBBASE MAY BE PART OF THE 'D' LAYER ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS. CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS.N/A PREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVED INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND PREPARATION REQUIREMENTS. C INITIAL FILL: FILL MATERIAL FOR LAYER 'C' STARTS FROM THE TOP OF THE EMBEDMENT STONE ('B' LAYER) TO 24" (600 mm) ABOVE THE TOP OF THE CHAMBER. NOTE THAT PAVEMENT SUBBASE MAY BE A PART OF THE 'C' LAYER. GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35% FINES OR PROCESSED AGGREGATE. MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS LAYER. AASHTO M145¹ A-1, A-2-4, A-3 OR AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10 BEGIN COMPACTIONS AFTER 24" (600 mm) OF MATERIAL OVER THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN 12" (300 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR WELL GRADED MATERIAL AND 95% RELATIVE DENSITY FOR PROCESSED AGGREGATE MATERIALS. B EMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS FROM THE FOUNDATION STONE ('A' LAYER) TO THE 'C' LAYER ABOVE. CLEAN, CRUSHED, ANGULAR STONE AASHTO M43¹ 3, 4 A FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE SUBGRADE UP TO THE FOOT (BOTTOM) OF THE CHAMBER.CLEAN, CRUSHED, ANGULAR STONE AASHTO M43¹ 3, 4 PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE.2,3 24" (600 mm) MIN* 7.0' (2.1 m) MAX 12" (300 mm) MIN100" (2540 mm) 12" (300 mm) MIN 12" (300 mm) MIN 9" (230 mm) MIN D C B A *TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 30" (750 mm). 60" (1525 mm) DEPTH OF STONE TO BE DETERMINED BY SITE DESIGN ENGINEER 9" (230 mm) MIN EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) MC-7200 END CAP PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) PERIMETER STONE (SEE NOTE 4) SUBGRADE SOILS (SEE NOTE 3) NO COMPACTION REQUIRED. ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS 46 4 0 T R U E M A N B L V D HI L L I A R D , O H 4 3 0 2 6 1- 8 0 0 - 7 3 3 - 7 4 7 3 DA T E : DR A W N : D B PR O J E C T # : CH E C K E D : N / A TH I S D R A W I N G H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D T O A D S U N D E R T H E D I R E C T I O N O F T H E S I T E D E S I G N E N G I N E E R O R O T H E R P R O J E C T R E P R E S E N T A T I V E . T H E S I T E D E S I G N E N G I N E E R S H A L L R E V I E W T H I S D R A W I N G P R I O R T O C O N S T R U C T I O N . I T I S T H E U L T I M A T E RE S P O N S I B I L I T Y O F T H E S I T E D E S I G N E N G I N E E R T O E N S U R E T H A T T H E P R O D U C T ( S ) D E P I C T E D A N D A L L A S S O C I A T E D D E T A I L S M E E T A L L A P P L I C A B L E L A W S , R E G U L A T I O N S , A N D P R O J E C T R E Q U I R E M E N T S . DA T E DR W CH K DE S C R I P T I O N CI T R U S C H A M B E R S 5 5 K FO N T A N A , C A , U S A SHEET OF3 5 St o r m T e c h 88 8 - 8 9 2 - 2 6 9 4 | WW W . S T O R M T E C H . C O M ® Ch a m b e r S y s t e m INSPECTION & MAINTENANCE STEP 1)INSPECT ISOLATOR ROW PLUS FOR SEDIMENT A.INSPECTION PORTS (IF PRESENT) A.1.REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN A.2.REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED A.3.USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG A.4.LOWER A CAMERA INTO ISOLATOR ROW PLUS FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL) A.5.IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. B.ALL ISOLATOR PLUS ROWS B.1.REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUS B.2.USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW PLUS THROUGH OUTLET PIPE i)MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRY ii)FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE B.3.IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. STEP 2)CLEAN OUT ISOLATOR ROW PLUS USING THE JETVAC PROCESS A.A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERRED B.APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN C.VACUUM STRUCTURE SUMP AS REQUIRED STEP 3)REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS. STEP 4)INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM. NOTES 1.INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS. 2.CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY. CATCH BASIN OR MANHOLE MC-7200 ISOLATOR ROW PLUS DETAIL NTS STORMTECH HIGHLY RECOMMENDS FLEXSTORM INSERTS IN ANY UPSTREAM STRUCTURES WITH OPEN GRATES COVER PIPE CONNECTION TO END CAP WITH ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE MC-7200 CHAMBER OPTIONAL INSPECTION PORT MC-7200 END CAP 24" (600 mm) HDPE ACCESS PIPE REQUIRED USE FACTORY PARTIAL CUT END CAP PART #: MC7200IEPP24B OR MC7200IEPP24BW ONE LAYER OF ADSPLUS175 WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS 10.3' (3.1 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS SUMP DEPTH TBD BY SITE DESIGN ENGINEER (24" [600 mm] MIN RECOMMENDED) INSTALL FLAMP ON 24" (600 mm) ACCESS PIPE PART #: MCFLAMP 46 4 0 T R U E M A N B L V D HI L L I A R D , O H 4 3 0 2 6 1- 8 0 0 - 7 3 3 - 7 4 7 3 DA T E : DR A W N : D B PR O J E C T # : CH E C K E D : N / A TH I S D R A W I N G H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D T O A D S U N D E R T H E D I R E C T I O N O F T H E S I T E D E S I G N E N G I N E E R O R O T H E R P R O J E C T R E P R E S E N T A T I V E . T H E S I T E D E S I G N E N G I N E E R S H A L L R E V I E W T H I S D R A W I N G P R I O R T O C O N S T R U C T I O N . I T I S T H E U L T I M A T E RE S P O N S I B I L I T Y O F T H E S I T E D E S I G N E N G I N E E R T O E N S U R E T H A T T H E P R O D U C T ( S ) D E P I C T E D A N D A L L A S S O C I A T E D D E T A I L S M E E T A L L A P P L I C A B L E L A W S , R E G U L A T I O N S , A N D P R O J E C T R E Q U I R E M E N T S . DA T E DR W CH K DE S C R I P T I O N CI T R U S C H A M B E R S 5 5 K FO N T A N A , C A , U S A SHEET OF4 5 St o r m T e c h 88 8 - 8 9 2 - 2 6 9 4 | WW W . S T O R M T E C H . C O M ® Ch a m b e r S y s t e m UNDERDRAIN DETAIL NTS A A B B SECTION A-A SECTION B-B DUAL WALL PERFORATED HDPE UNDERDRAIN ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE STORMTECH END CAP ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE STORMTECH CHAMBER OUTLET MANIFOLD STORMTECH END CAP STORMTECH CHAMBERS NUMBER AND SIZE OF UNDERDRAINS PER SITE DESIGN ENGINEER 4" (100 mm) TYP FOR SC-310 & SC-160LP SYSTEMS 6" (150 mm) TYP FOR SC-740, DC-780, MC-3500, MC-4500 & MC-7200 SYSTEMS FOUNDATION STONE BENEATH CHAMBERS FOUNDATION STONE BENEATH CHAMBERS MC-SERIES END CAP INSERTION DETAIL NTS NOTE: MANIFOLD STUB MUST BE LAID HORIZONTAL FOR A PROPER FIT IN END CAP OPENING. MANIFOLD HEADER MANIFOLD STUB STORMTECH END CAP MANIFOLD HEADER MANIFOLD STUB 12" (300 mm) MIN SEPARATION 12" (300 mm) MIN INSERTION 12" (300 mm) MIN SEPARATION 12" (300 mm) MIN INSERTION MC-7200 TECHNICAL SPECIFICATION NTS PART #STUB B C MC7200IEPP06T 6" (150 mm)42.54" (1081 mm)--- MC7200IEPP06B ---0.86" (22 mm) MC7200IEPP08T 8" (200 mm)40.50" (1029 mm)--- MC7200IEPP08B ---1.01" (26 mm) MC7200IEPP10T 10" (250 mm)38.37" (975 mm)--- MC7200IEPP10B ---1.33" (34 mm) MC7200IEPP12T 12" (300 mm)35.69" (907 mm)--- MC7200IEPP12B ---1.55" (39 mm) MC7200IEPP15T 15" (375 mm)32.72" (831 mm)--- MC7200IEPP15B ---1.70" (43 mm) MC7200IEPP18T 18" (450 mm) 29.36" (746 mm)---MC7200IEPP18TW MC7200IEPP18B ---1.97" (50 mm)MC7200IEPP18BW MC7200IEPP24T 24" (600 mm) 23.05" (585 mm)---MC7200IEPP24TW MC7200IEPP24B ---2.26" (57 mm)MC7200IEPP24BW MC7200IEPP30BW 30" (750 mm)---2.95" (75 mm) MC7200IEPP36BW 36" (900 mm)---3.25" (83 mm) MC7200IEPP42BW 42" (1050 mm)---3.55" (90 mm) NOTE: ALL DIMENSIONS ARE NOMINAL NOMINAL CHAMBER SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH)100.0" X 60.0" X 79.1" (2540 mm X 1524 mm X 2010 mm) CHAMBER STORAGE 175.9 CUBIC FEET (4.98 m³) MINIMUM INSTALLED STORAGE*267.3 CUBIC FEET (7.56 m³) WEIGHT (NOMINAL)205 lbs.(92.9 kg) NOMINAL END CAP SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH)90.0" X 61.0" X 32.8" (2286 mm X 1549 mm X 833 mm) END CAP STORAGE 39.5 CUBIC FEET (1.12 m³) MINIMUM INSTALLED STORAGE*115.3 CUBIC FEET (3.26 m³) WEIGHT (NOMINAL)90 lbs.(40.8 kg) *ASSUMES 12" (305 mm) STONE ABOVE, 9" (229 mm) STONE FOUNDATION AND BETWEEN CHAMBERS, 12" (305 mm) STONE PERIMETER IN FRONT OF END CAPS AND 40% STONE POROSITY. PARTIAL CUT HOLES AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B" PARTIAL CUT HOLES AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T" END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W" CUSTOM PREFABRICATED INVERTS ARE AVAILABLE UPON REQUEST. INVENTORIED MANIFOLDS INCLUDE 12-24" (300-600 mm) SIZE ON SIZE AND 15-48" (375-1200 mm) ECCENTRIC MANIFOLDS. CUSTOM INVERT LOCATIONS ON THE MC-7200 END CAP CUT IN THE FIELD ARE NOT RECOMMENDED FOR PIPE SIZES GREATER THAN 10" (250 mm). THE INVERT LOCATION IN COLUMN 'B' ARE THE HIGHEST POSSIBLE FOR THE PIPE SIZE. UPPER JOINT CORRUGATION WEB CREST CREST STIFFENING RIB VALLEY STIFFENING RIB BUILD ROW IN THIS DIRECTION LOWER JOINT CORRUGATION FOOT 83.4" (2120 mm) 79.1" (2010 mm) INSTALLED 60.0" (1524 mm) 100.0" (2540 mm)90.0" (2286 mm) 61.0" (1549 mm) 32.8" (833 mm) INSTALLED 38.0" (965 mm) B C 46 4 0 T R U E M A N B L V D HI L L I A R D , O H 4 3 0 2 6 1- 8 0 0 - 7 3 3 - 7 4 7 3 DA T E : DR A W N : D B PR O J E C T # : CH E C K E D : N / A TH I S D R A W I N G H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D T O A D S U N D E R T H E D I R E C T I O N O F T H E S I T E D E S I G N E N G I N E E R O R O T H E R P R O J E C T R E P R E S E N T A T I V E . T H E S I T E D E S I G N E N G I N E E R S H A L L R E V I E W T H I S D R A W I N G P R I O R T O C O N S T R U C T I O N . I T I S T H E U L T I M A T E RE S P O N S I B I L I T Y O F T H E S I T E D E S I G N E N G I N E E R T O E N S U R E T H A T T H E P R O D U C T ( S ) D E P I C T E D A N D A L L A S S O C I A T E D D E T A I L S M E E T A L L A P P L I C A B L E L A W S , R E G U L A T I O N S , A N D P R O J E C T R E Q U I R E M E N T S . DA T E DR W CH K DE S C R I P T I O N CI T R U S C H A M B E R S 5 5 K FO N T A N A , C A , U S A SHEET OF5 5 SHEET OF DA T E : PR O J E C T # : DR A W N : CH E C K E D : TH I S D R A W I N G H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D T O A D S U N D E R T H E D I R E C T I O N O F T H E S I T E D E S I G N E N G I N E E R O R O T H E R P R O J E C T R E P R E S E N T A T I V E . T H E S I T E D E S I G N E N G I N E E R S H A L L R E V I E W T H I S D R A W I N G P R I O R T O C O N S T R U C T I O N . I T I S T H E U L T I M A T E RE S P O N S I B I L I T Y O F T H E S I T E D E S I G N E N G I N E E R T O E N S U R E T H A T T H E P R O D U C T ( S ) D E P I C T E D A N D A L L A S S O C I A T E D D E T A I L S M E E T A L L A P P L I C A B L E L A W S , R E G U L A T I O N S , A N D P R O J E C T R E Q U I R E M E N T S . 1 1 2/ 1 0 / 2 2 N/ A KL J KM S BA R R A C U D A ST O R M T E C H + W Q S T D D E T A I L & I S O L A T O R R O W P L U S 46 4 0 T R U E M A N B L V D HI L L I A R D , O H 4 3 0 2 6 DA T E DR W N CH K D DE S C R I P T I O N CHAMBER NYLOPLAST SUMP DEPTH TBD BY SITE DESIGN ENGINEER (24" [600 mm] MIN RECOMMENDED) BARRACUDA MAX TREATMENT FLOW (80% TSS) MODEL CFS (L/s) S3 0.85 (24.1) S4 1.52 (43.0) S6 3.40 (96.3) S8 6.08 (172.2) WOVEN FABRIC FOR SCOUR PROTECTION FLOW THROUGH STONEISOLATOR ROW PLUS INLET MANIFOLD OUTLET CONTROL STRUCTURE BARRACUDA MAX & ISOLATOR ROW PLUS SCHEMATIC NTS BARRACUDA MAX & ISOLATOR ROW PLUS CROSS SECTION/PROFILE NTS NYLOPLAST BASIN W/ELEVATED BYPASS MANIFOLD BARRACUDA MAX ELEVATED BYPASS MANIFOLD BARRACUDA MAX* OFFLINE CONFIGURATION ONLINE CONFIGURATION DIVERSION STRUCTURE (TBD BY ENGINEER) UNDERDRAIN BARRACUDA MAX BARRACUDA MAX INLET INLET INLET PIPE OUTLET PIPE INLET PIPE OUTLET PIPE BARRACUDA MAX MINIMUM RIM TO INVERT OUT MODEL INCH (MM) S3 36 (914) S4 36 (914) S6 39 (991) S8 41 (1041) MINIMUM RIM TO INVERT OUT SEE TABLE BARRACUDA MAX CAN BE CONFIGURED WITH AN OIL POUCH OR TRASH GUARD FOR ENHANCED TREATMENT. STORMTECH DESIGN TOOL https://designtool.ads-pipe.com/ THE S3, S4, S6, AND S8 CAN BE INSTALLED IN A STANDARD 36" (900 mm), 48" (1200 mm), 72" (1800 mm), AND 96" (2400 mm) PRECAST MANHOLE, RESPECTIVELY. THE S3 AND S4 CAN BE PROVIDED FACTORY INSTALLED WITHIN A 36" (900 mm) AND 48" (1200 mm) ADS HP MANHOLE AND DELIVERED TO THE JOBSITE. KEY BENEFITS OF THE BARRACUDA MAX ·SINGLE MANHOLE DESIGN ·VARIABLE INLET/OUTLET ANGLE CONFIGURATIONS (NOT JUST 180 DEGREE ORIENTATION) ·INTERNAL BYPASS FOR INLINE INSTALLATION (WHERE APPLICABLE) ·ALL UNITS CAN BE INSTALLED INTO A STANDARD PRECAST MANHOLE ·3' & 4’ UNITS CAN BE FACTORY FABRICATED IN HP MANHOLES FOR QUICK DELIVERY WITH A LIGHT, EASY TO INSTALL STRUCTURE ·IN-STOCK COMPONENTS FOR QUICK DELIVERY ·NO ELEVATION LOSS BETWEEN THE INLET AND OUTLET ·SURFACE INSPECTION AND MAINTENANCE WITH NO CONFINED SPACE ENTRY ·DESIGNED FOR EASY MAINTENANCE USING A VACUUM TRUCK OR SIMILAR EQUIPMENT ·FIELD ENGINEERS AND INTERNAL ENGINEERING SERVICES DEPARTMENT TO ASSIST ENGINEERING WITH SIZING/DETAILS BARRACUDA DESIGN TOOL https://www.ads-pipe.com/water-quality-design-tool KEY BENEFITS OF STORMTECH CHAMBERS ·LARGE FAMILY OF CHAMBERS TO FIT YOUR SITE ·EASILY CONFIGURABLE FOR IRREGULAR SHAPED BEDS ·MEETS PRODUCT REQUIREMENTS OF ASTM F2418 AND ASTM F2922 AND DESIGN REQUIREMENTS OF ASTM F2787 ·EXCEED AASHTO LRFD DESIGN SPECIFICATIONS FOR HS-20 LIVE LOADS & DEEP BURIAL EARTH LOADS ·PATENTED ISOLATOR ROW PLUS FOR LESS FREQUENT MAINTENANCE, WATER QUALITY AND LONG-TERM PERFORMANCE ·THIRD PARTY VERIFIED PERFORMANCE ·FIELD ENGINEERS AND INTERNAL ENGINEERING SERVICES DEPARTMENT TO ASSIST ENGINEERING WITH LAYOUTS KEY BENEFITS OF A BARRACUDA MAX & ISOLATOR PLUS DESIGN ·ENHANCED SEDIMENT REMOVAL BY COMBINING TWO INDUSTRY PROVEN DEVICES ·EXTENDED MAINTENANCE CYCLES ·EASY TO INSTALL AND CONFIGURE TO SPECIFIC SITE CONSTRAINTS ·ONLINE DESIGN TOOLS ALLOW DESIGNERS TO EASILY CREATE LAYOUTS AND DETAILS ISOLATOR ROW PLUS FLOW RATES CHAMBER MODEL SURFACE LOADING RATE GPM/FT² (L/S/m²) EFFECTIVE FILTRATION TREATMENT AREA FT² (m²) MTFR CFS (L/S)* SC-160 4.13 (2.8)11.45 (1.064)0.11 (2.983) SC-310 4.13 (2.8)17.7 (1.644)0.16 (4.612) SC-740 4.13 (2.8)27.8 (2.583)0.26 (7.244) DC-780 4.13 (2.8)27.8 (2.583)0.26 (7.244) MC-3500 4.13 (2.8)42.9 (3.986)0.40 (11.178) MC-4500 4.13 (2.8)30.1 (2.796)0.28 (7.843) MC-7200 4.13 (2.8)50.0 (4.645)0.46 (13.028) * PER CHAMBER LOADING RATES BASED ON NJCAT VERIFICATION TESTING OF THE STORMTECH SC-740 ISOLATOR ROW PLUS IN ACCORDANCE WITH NJDEP LABORATORY PROTOCOL TO ACCESS TOTAL SUSPENDED SOLIDS REMOVAL BY FILTRATION MANUFACTURED TREATMENT DEVICES, 2013. 24" (600 mm) HDPE ACCESS PIPE FLAMP ADSPLUS WOVEN GEOTEXTILE Ad v a n c e d D r a i n a g e S y s t e m s , I n c . ® ® ® ©2022 ADVANCED DRAINAGE SYSTEMS, INC Preliminary Hydrology Report Citrus Industrial Development Langan Project No. 722012201 Appendices APPENDIX G CONCEPTUAL GRADING & DRAINAGE PLAN SLOVER AVENUE OL E A N D E R A V E . BOYLE AVENUE BOYLE AVENUE SLOVER AVENUE EV CH A R G I N G ONL Y EV CH A R G I N G ON L Y EV CH A R G I N G ONL Y EV CH A R G I N G ONL Y EV C H A R G I N G ON L Y EV C H A R G I N G ON L Y EV CH A R G I N G ON L Y EVC S EVC S EVC S EV C S EV C S EVC S EVC S EVC S EV C S EVC S CAR P O O L CAR P O O L CAR P O O L CAR P O O L CA R P O O L CAR P O O L CAR P O O L CAR P O O L LOADING LOADING LOADING LOADING LOADINGLOADINGLOADINGLOADINGLOADINGLOADING LOADING LOADING CA R P O O L EV C S CAR P O O L EV CH A R G I N G ONL Y CAR P O O L Date: 5/10/2023 Time: 15:55 User: aliu Style Table: Langan.stb Layout: CG101 Document Code:722012201-0301-CG101-0101 www.langan.com 11801 Pierce Street Riverside, CA 92505 T: 951.710.3000 Langan Engineering and Environmental Services, Inc. © 2 0 2 2 L a n g a n Preliminary Hydrology Report Citrus Industrial Development Langan Project No. 722012201 Appendices APPENDIX H INFILTRATION REPORT 22885 Savi Ranch Parkway  Suite E  Yorba Linda  California  92887 voice: (714) 685-1115  fax: (714) 685-1118  www.socalgeo.com August 4, 2022 CHIPT Fontana Citrus Avenue, L.P. 527 West 7th Street, Suite 200 Los Angeles, California 90014 Attention: Mr. Jorge A. Garcia Development Associate Project No.: 22G211-2 Subject: Updated Results of Infiltration Testing Proposed Warehouse South Side of Boyle Avenue, East of Citrus Avenue Fontana, California Reference: Geotechnical Investigation, Proposed Warehouse, South Side of Boyle Avenue, East of Citrus Avenue, Fontana, California, prepared by Southern California Geotechnical, Inc. (SCG) for CHIPT Fontana Citrus Avenue, L.P., SCG Project No. 22G211-1, dated August 2, 2022. Mr. Garcia: We have conducted infiltration testing at the subject site. We are pleased to present this report summarizing the results of the infiltration testing and our design recommendations. Scope of Services The scope of services performed for this project was in general accordance with our Proposal No. 22P265 dated June 14, 2022. The scope of services included a visual site reconnaissance and the review of the previously prepared infiltration report to determine the infiltration rates of the on- site soils. The infiltration testing was performed in general accordance with the guidelines published in Riverside County – Low Impact Development BMP Design Handbook – Section 2.3 of Appendix A, prepared for the Riverside County Department of Environmental Health (RCDEH), dated December 2013. The San Bernardino County standards defer to the guidelines published by the RCDEH. Site and Project Description The subject site is located on the south side of Boyle Avenue, east of Citrus Avenue in Fontana, California. The site is bounded to the east by single-family residences, to the south by Slover Avenue, to the west by an ARCO gasoline service station and Citrus Avenue, and to the north by Boyle Avenue. The general location of the site is illustrated on the Site Location Map, included as Plate 1 of this report. The project site consists of several irregularly-shaped parcels totaling 7.82± acres in size. Based on our site reconnaissance performed on July 28, 2022, the subject site has not significantly changed since the time of our original subsurface exploration. Single-family residences are located in the northern- and southern-most portions of the site. The residential lots range from 0.25 to Proposed Warehouse – Fontana, CA Project No. 22G211-2 Page 2 0.41± acres in size. The existing single-family residences are single-story structures of wood- frame construction, presumably supported on conventional shallow foundations with concrete slab-on-grade floors. The ground surface cover surrounding the structures consists of exposed soil with sparse native grass and weed growth and some areas of concrete flatwork. It should be noted that the central-southern single-family lot has been used for demolition storage. This lot contains several soil, broken concrete/brick, and rubber tire stockpiles. The eastern and central areas of the site are currently undeveloped and appear to have been utilized as trailer storage. Ground surface cover in these areas consists of a ½-inch-thick layer of aggregate base. The southwestern region of the site consists of concrete slabs from demolished structures and several large palm trees and other sparse medium-sized tress. Ground surface cover in this area consist of exposed soil with sparse native grass and weed growth. A sheet metal structure is located in the eastern region of the site. This structure is 20,500± ft2 in size and is comprised of four (4) attached units, presumably supported on conventional shallow foundations with concrete slab-on-grade floors. Detailed topographic information was not available at the time of this report. Based on elevations obtained from Google Earth and visual observations made at the time of the subsurface investigation. The site slopes downward towards the southwest at a gradient of less than 1± percent. The overall site possesses 6± feet maximum topographic relief. Proposed Development Based on a preliminary site plan (Scheme 10), prepared by RGA, the site will be developed with one (1) warehouse, 181,134± ft² in size, located in the eastern area of the site. Dock-high doors and a truck court will be constructed on the west side of the proposed building. The building is expected to be surrounded by asphaltic concrete (AC) pavements in the parking and drive lanes, Portland cement concrete pavements in the loading dock area, and concrete flatwork with limited areas of landscape planters throughout. The proposed development will include on-site stormwater infiltration systems. The infiltration systems are expected to consist of three (3) below-grade chamber systems; two (2) located in the western region of the site, and one (1) in the eastern region. The bottoms of the below-grade chamber systems are expected to be 10± feet below existing site grades. Previous Study SCG previously performed a geotechnical investigation at the subject site, which is referenced above. As a part of this study, eight (8) borings (identified as Boring Nos. B-1 through B-8) were advanced to depths of 15 to 25± feet below existing site grades. Aggregate base (AB) pavement materials were encountered at Boring No. B-3, measuring ½± inch in thickness. Artificial fill soils were encountered beneath the pavements or at the ground surface at all of the boring locations, extending to depths of 2½ to 4½± feet below the existing site grades. The artificial fill soils generally consist of loose to medium dense silty sands and Proposed Warehouse – Fontana, CA Project No. 22G211-2 Page 3 sands, with varying amounts of fine to coarse gravel. Native alluvium was encountered beneath the artificial fill soils at all of the boring locations, extending to the maximum depth explored of 25± feet below the existing site grades. The alluvial soils generally consist of medium dense to very dense sands and gravelly sands with varying amounts of silt. Boring No. B-5 encountered medium dense silty sands at a depth of 17± feet below the existing site grades. Groundwater Groundwater was not encountered at any of the borings. Based on the lack of any water within the borings, and the moisture contents of the recovered soil samples, the static groundwater table is considered to have existed at a depth in excess of 25± feet below existing site grades, at the time of the subsurface investigation. As part of our research, we reviewed readily available groundwater data in order to determine regional groundwater depths. Recent water level data was obtained from the California Department of Water Resources website, http://www.water.ca.gov/waterdatalibrary/. The nearest monitoring well on record is located approximately 0.2± miles west of the site. Water level readings within this monitoring well indicate a groundwater level of 347± feet below the ground surface in March 2021. Subsurface Exploration Scope of Exploration The subsurface exploration conducted for the infiltration testing consisted of four (4) infiltration test borings (identified as I-1 through I-4), advanced to a depth of 10± feet below the existing site grades. Infiltration Test Nos. I-1, I-2 and I-3 were drilled on October 22, 2021, and the remaining boring was drilled on December 1, 2021. All of the borings were logged during drilling by a member of our staff. The infiltration borings were advanced using a truck-mounted drilling rig, equipped with 8-inch- diameter hollow-stem augers and were logged during drilling by a member of our staff. The approximate locations of the infiltration borings are indicated on the Infiltration Test Location Plan, enclosed as Plate 2 of this report. Upon the completion of the infiltration borings, the bottom of each test boring was covered with 2± inches of clean ¾-inch gravel. A sufficient length of 3-inch-diameter perforated PVC casing was then placed into each test hole so that the PVC casing extended from the bottom of the test hole to the ground surface. Clean ¾-inch gravel was then installed in the annulus surrounding the PVC casing. Geotechnical Conditions Artificial fill soils were encountered at the ground surface at all of the boring locations, extending to a depth of up to 5½ ± feet below the existing site grades. The fill soils generally consist of medium dense silty fine sands, with varying amounts of fine to coarse gravels. Native alluvial soils were encountered beneath the artificial fill soils at all boring locations, extending to at least the maximum depth explored of 10± feet below existing site grades. The alluvial soils generally Proposed Warehouse – Fontana, CA Project No. 22G211-2 Page 4 consist of medium dense to dense fine to coarse sands and gravelly fine to coarse sands, with varying amounts of silts and gravels. The Boring Logs, which illustrate the conditions encountered at the boring locations, are included with this report. Infiltration Testing As previously mentioned, the infiltration testing was performed in general accordance with the guidelines published in Riverside County – Low Impact Development BMP Design Handbook – Section 2.3 of Appendix A, which apply to San Bernardino County. Pre-soaking In accordance with the county infiltration standards for sandy soils, the infiltration test borings were pre-soaked 2 hours prior to the infiltration testing or until all of the water had percolated through the test holes. The pre-soaking process consisted of filling test borings by inverting a full 5-gallon bottle of clear water supported over each hole so that the water flow into the hole holds constant at a level at least 5 times the hole’s radius above the gravel at the bottom of each hole. Pre-soaking was completed after all of the water had percolated through the test holes. Infiltration Testing Following the pre-soaking process of the infiltration test borings, SCG performed the infiltration testing. Each test hole was filled with water to a depth of at least 5 times the hole’s radius above the gravel at the bottom of the test holes. In accordance with the Riverside County guidelines, since “sandy soils” (where 6 inches of water infiltrated into the surrounding soils in less than 25 minutes for two consecutive readings) were encountered at the bottom of the infiltration test borings, readings were taken at 10-minute intervals for a total of 1 hour. After each reading, water was added to the borings so that the depth of the water was at least 5 times the radius of the hole. The water level readings are presented on the spreadsheets enclosed with this report. The infiltration rates for each of the timed intervals are also tabulated on the spreadsheets. The infiltration rates from the tests are tabulated in inches per hour. In accordance with the typically accepted practice, it is recommended that the most conservative reading from the latter part of the infiltration tests be used as the design infiltration rate. The rates are summarized below: Infiltration Test No. Depth (feet) Soil Description Measured Infiltration Rate (inches/hour) I-1 10 Fine to coarse Sand, little fine Gravel, trace Silt 20.6 I-2 10 Fine to coarse Sandy Gravel to Gravelly fine to coarse Sand, trace Silt 20.3 I-3 10 Fine to coarse Sand, some fine Gravel, trace Silt 9.8 I-4 10 Fine to coarse Sand, little to some fine Gravel, trace Silt 17.8 Proposed Warehouse – Fontana, CA Project No. 22G211-2 Page 5 Laboratory Testing Moisture Content The moisture contents for the recovered soil samples within the borings were determined in accordance with ASTM D-2216 and are expressed as a percentage of the dry weight. These test results are presented on the Boring Logs. Grain Size Analysis The grain size distribution of selected soils collected from the base of each infiltration test boring have been determined using a range of wire mesh screens. These tests were performed in general accordance with ASTM D-422 and/or ASTM D-1140. The weight of the portion of the sample retained on each screen is recorded and the percentage finer or coarser of the total weight is calculated. The results of these tests are presented on Plates C-1 through C-4 of this report. Design Recommendations Four (4) infiltration tests were performed at the subject site. As noted above, the infiltration rates at these locations vary from 9.8 to 20.6 inches per hour. Based on the infiltration test results, we recommend the following infiltration rates: Infiltration System Infiltration Rate (inches/hour) “A” 19.2 “B” 20.3 “C” 9.8 We recommend that a representative from the geotechnical engineer be on-site during the construction of the proposed infiltration systems to identify the soil classification at the base of each chamber system. It should be confirmed that the soils at the base of the proposed infiltration systems correspond with those presented in this report to ensure that the performance of the systems will be consistent with the rates reported herein. The design of the storm water infiltration system should be performed by the project civil engineer, in accordance with the City of Fontana and/or County of San Bernardino guidelines. It is recommended that the system be constructed so as to facilitate removal of silt and clay, or other deleterious materials from any water that may enter the systems. The presence of such materials would decrease the effective infiltration rates. It is recommended that the project civil engineer apply an appropriate factor of safety. The infiltration rates recommended above is based on the assumption that only clean water will be introduced to the subsurface profile. Any fines, debris, or organic materials could significantly impact the infiltration rate. It should be noted that the recommended infiltration rates are based on infiltration testing at four (4) discrete locations and that the overall infiltration rates of the proposed infiltration systems could vary considerably. Proposed Warehouse – Fontana, CA Project No. 22G211-2 Page 6 Infiltration Rate Considerations The infiltration rates presented herein was determined in accordance with the San Bernardino County guidelines and are considered valid only for the time and place of the actual test. Varying subsurface conditions will exist in other areas of the site, which could alter the recommended infiltration rates presented above. The infiltration rates will decline over time between maintenance cycles as silt or clay particles accumulate on the BMP surface. The infiltration rate is highly dependent upon a number of factors, including density, silt and clay content, grainsize distribution throughout the range of particle sizes, and particle shape. Small changes in these factors can cause large changes in the infiltration rates. Infiltration rates are based on unsaturated flow. As water is introduced into soils by infiltration, the soils become saturated and the wetting front advances from the unsaturated zone to the saturated zone. Once the soils become saturated, infiltration rates become zero, and water can only move through soils by hydraulic conductivity at a rate determined by pressure head and soil permeability. Changes in soil moisture content will affect the infiltration rate. Infiltration rates should be expected to decrease until the soils become saturated. Soil permeability values will then govern groundwater movement. Permeability values may be on the order of 10 to 20 times less than infiltration rates. The system designer should incorporate adequate factors of safety and allow for overflow design into appropriate traditional storm drain systems, which would transport storm water off-site. Construction Considerations The infiltration rates presented in this report are specific to the tested locations and tested depths. Infiltration rates can be significantly reduced if the soils are exposed to excessive disturbance or compaction during construction. Compaction of the soils at the bottom of the infiltration system can significantly reduce the infiltration ability of the chambers. Therefore, the subgrade soils within proposed infiltration system areas should not be over-excavated, undercut or compacted in any significant manner. It is recommended that a note to this effect be added to the project plans and/or specifications. We recommend that a representative from the geotechnical engineer be on-site during the construction of the proposed infiltration systems to identify the soil classification at the base of each infiltration system. The infiltration rate of the system will likely vary significantly if the composition of the soil located beneath the system is not consistent with the tested soils. We recommend that scrapers and other rubber-tired heavy equipment not be operated on the system bottom, or at levels lower than 2 feet above the bottom of the system, particularly within basins. As such, the bottom 24 inches of the infiltration systems should be excavated with non- rubber-tired equipment, such as excavators. Basin Maintenance The proposed project may include infiltration basins. Water flowing into these basins will carry some level of sediment. Wind-blown sediments and erosion of the basin side walls will also contribute to sediment deposition at the bottom of the basin. This layer has the potential to significantly reduce the infiltration rate of the basin subgrade soils. Therefore, a formal basin Proposed Warehouse – Fontana, CA Project No. 22G211-2 Page 7 maintenance program should be established to ensure that these silt and clay deposits are removed from the basin on a regular basis. Appropriate vegetation on the basin sidewalls and bottom may reduce erosion and sediment deposition. Basin maintenance should also include measures to prevent animal burrows, and to repair any burrows or damage caused by such. Animal burrows in the basin sidewalls can significantly increase the risk of erosion and piping failures. Location of Infiltration Systems The use of on-site storm water infiltration systems carries a risk of creating adverse geotechnical conditions. Increasing the moisture content of the soil can cause the soil to lose internal shear strength and increase its compressibility, resulting in a change in the designed engineering properties. Overlying structures and pavements in the infiltration area could potentially be damaged due to saturation of the subgrade soils. The proposed infiltration systems for this site should be located at least 25 feet away from any structures, including retaining walls. Even with this provision of locating the infiltration system at least 25 feet from the building(s), it is possible that infiltrating water into the subsurface soils could have an adverse effect on the proposed or existing structures. It should also be noted that utility trenches which happen to collect storm water can also serve as conduits to transmit storm water toward the structure, depending on the slope of the utility trench. Therefore, consideration should also be given to the proposed locations of underground utilities which may pass near the proposed infiltration systems. The infiltration system designer should also give special consideration to the effect that the proposed infiltration systems may have on nearby subterranean structures, open excavations, or descending slopes. In particular, infiltration systems should not be located near the crest of descending slopes, particularly where the slopes are comprised of granular soils. Such systems will require specialized design and analysis to evaluate the potential for slope instability, piping failures and other phenomena that typically apply to earthen dam design. This type of analysis is beyond the scope of this infiltration test report, but these factors should be considered by the infiltration system designer when locating the infiltration systems. General Comments This report has been prepared as an instrument of service for use by the client in order to aid in the evaluation of this property and to assist the architects and engineers in the design and preparation of the project plans and specifications. This report may be provided to the contractor(s) and other design consultants to disclose information relative to the project. However, this report is not intended to be utilized as a specification in and of itself, without appropriate interpretation by the project architect, structural engineer, and/or civil engineer. The design of the proposed storm water infiltration system is the responsibility of the civil engineer. The role of the geotechnical engineer is limited to determination of infiltration rate only. By using the design infiltration rate contained herein, the civil engineer agrees to indemnify, defend, and hold harmless the geotechnical engineer for all aspects of the design and performance of the proposed storm water infiltration system. The reproduction and distribution of this report must be authorized by the client and Southern California Geotechnical, Inc. Furthermore, any reliance Proposed Warehouse – Fontana, CA Project No. 22G211-2 Page 8 on this report by an unauthorized third party is at such party’s sole risk, and we accept no responsibility for damage or loss which may occur. The analysis of this site was based on a subsurface profile interpolated from limited discrete soil samples. While the materials encountered in the project area are considered to be representative of the total area, some variations should be expected between boring locations and testing depths. If the conditions encountered during construction vary significantly from those detailed herein, we should be contacted immediately to determine if the conditions alter the recommendations contained herein. This report has been based on assumed or provided characteristics of the proposed development. It is recommended that the owner, client, architect, structural engineer, and civil engineer carefully review these assumptions to ensure that they are consistent with the characteristics of the proposed development. If discrepancies exist, they should be brought to our attention to verify that they do not affect the conclusions and recommendations contained herein. We also recommend that the project plans and specifications be submitted to our office for review to verify that our recommendations have been correctly interpreted. The analysis, conclusions, and recommendations contained within this report have been promulgated in accordance with generally accepted professional geotechnical engineering practice. No other warranty is implied or expressed. Closure We sincerely appreciate the opportunity to be of service on this project. We look forward to providing additional consulting services during the course of the project. If we may be of further assistance in any manner, please contact our office. Respectfully Submitted, SOUTHERN CALIFORNIA GEOTECHNICAL, INC. Joseph Lozano Leon Robert G. Trazo, GE 2655 Staff Engineer Principal Engineer Distribution: (1) Addressee Enclosures: Plate 1: Site Location Map Plate 2: Infiltration Test Location Plan Boring Log Legend and Logs (6 pages) Infiltration Test Results Spreadsheets (4 pages) Grain Size Distribution Graphs (4 pages) SITE PROPOSED WAREHOUSE SCALE: 1" = 2000' DRAWN: JLL CHKD: RGT SCG PROJECT 22G211-2 PLATE 1 SITE LOCATION MAP FONTANA, CALIFORNIA SOURCE: USGS TOPOGRAPHIC MAP OF THE FONTANA QUADRANGLE, SAN BERNARDINO COUNTY, CALIFORNIA, 2021. I-1 I-2 I-3B-4 B-3 B-2 B-1 B-4 B-5 B-6 B-7 B-8 N.A.P. SYSTEM "A" SYSTEM "C" N.A.P. I-4 SYSTEM "B"N.A.P. 181,134 SF BOYLE AVENUE SLOVER AVENUE CI T R U S A V E N U E SCALE: 1" = 80' DRAWN: JLL CHKD: RGT PLATE 2 SCG PROJECT 22G211-2 PROPOSED WAREHOUSE INFILTRATION TEST LOCATION PLAN GEOTECHNICAL LEGEND NO R T H So C a l G e o FONTANA, CALIFORNIA NOTE: AERIAL PHOTOGRAPH OBTAINED FROM GOOGLE EARTH. CONCEPTUAL SITE PLAN PREPARED BY RGA. APPROXIMATE BORING LOCATION APPROXIMATE INFILTRATION TEST LOCATION (SCG PROJECT NO. 21G255-2) (SCG PROJECT NO. 21G255-1) BORING LOG LEGEND SAMPLE TYPE GRAPHICAL SYMBOL SAMPLE DESCRIPTION AUGER SAMPLE COLLECTED FROM AUGER CUTTINGS, NO FIELD MEASUREMENT OF SOIL STRENGTH. (DISTURBED) CORE ROCK CORE SAMPLE: TYPICALLY TAKEN WITH A DIAMOND-TIPPED CORE BARREL. TYPICALLY USED ONLY IN HIGHLY CONSOLIDATED BEDROCK. GRAB 1 SOIL SAMPLE TAKEN WITH NO SPECIALIZED EQUIPMENT, SUCH AS FROM A STOCKPILE OR THE GROUND SURFACE. (DISTURBED) CS CALIFORNIA SAMPLER: 2-1/2 INCH I.D. SPLIT BARREL SAMPLER, LINED WITH 1-INCH HIGH BRASS RINGS. DRIVEN WITH SPT HAMMER. (RELATIVELY UNDISTURBED) NSR NO RECOVERY: THE SAMPLING ATTEMPT DID NOT RESULT IN RECOVERY OF ANY SIGNIFICANT SOIL OR ROCK MATERIAL. SPT STANDARD PENETRATION TEST: SAMPLER IS A 1.4 INCH INSIDE DIAMETER SPLIT BARREL, DRIVEN 18 INCHES WITH THE SPT HAMMER. (DISTURBED) SH SHELBY TUBE: TAKEN WITH A THIN WALL SAMPLE TUBE, PUSHED INTO THE SOIL AND THEN EXTRACTED. (UNDISTURBED) VANE VANE SHEAR TEST: SOIL STRENGTH OBTAINED USING A 4 BLADED SHEAR DEVICE. TYPICALLY USED IN SOFT CLAYS-NO SAMPLE RECOVERED. COLUMN DESCRIPTIONS DEPTH: Distance in feet below the ground surface. SAMPLE: Sample Type as depicted above. BLOW COUNT: Number of blows required to advance the sampler 12 inches using a 140 lb hammer with a 30-inch drop. 50/3” indicates penetration refusal (>50 blows) at 3 inches. WH indicates that the weight of the hammer was sufficient to push the sampler 6 inches or more. POCKET PEN.: Approximate shear strength of a cohesive soil sample as measured by pocket penetrometer. GRAPHIC LOG: Graphic Soil Symbol as depicted on the following page. DRY DENSITY: Dry density of an undisturbed or relatively undisturbed sample in lbs/ft3. MOISTURE CONTENT: Moisture content of a soil sample, expressed as a percentage of the dry weight. LIQUID LIMIT: The moisture content above which a soil behaves as a liquid. PLASTIC LIMIT: The moisture content above which a soil behaves as a plastic. PASSING #200 SIEVE: The percentage of the sample finer than the #200 standard sieve. UNCONFINED SHEAR: The shear strength of a cohesive soil sample, as measured in the unconfined state. SM SP COARSE GRAINEDSOILS SW TYPICAL DESCRIPTIONS WELL-GRADED GRAVELS, GRAVEL - SAND MIXTURES, LITTLE OR NOFINES SILTY GRAVELS, GRAVEL - SAND - SILT MIXTURES LETTERGRAPH POORLY-GRADED GRAVELS, GRAVEL - SAND MIXTURES, LITTLEOR NO FINES GC GM GP GW POORLY-GRADED SANDS, GRAVELLY SAND, LITTLE OR NOFINES SILTSAND CLAYS MORE THAN 50% OF MATERIAL ISLARGER THANNO. 200 SIEVE SIZE MORE THAN 50%OF MATERIAL IS SMALLER THANNO. 200 SIEVESIZE MORE THAN 50%OF COARSEFRACTION PASSING ON NO.4 SIEVE MORE THAN 50%OF COARSE FRACTIONRETAINED ON NO.4 SIEVE CLAYEY GRAVELS, GRAVEL - SAND - CLAY MIXTURES FINEGRAINED SOILS SYMBOLSMAJOR DIVISIONS SOIL CLASSIFICATION CHART PT OH CH MH OL CL ML CLEAN SANDS SC SILTY SANDS, SAND - SILTMIXTURES CLAYEY SANDS, SAND - CLAY MIXTURES INORGANIC SILTS AND VERY FINESANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS OR CLAYEYSILTS WITH SLIGHT PLASTICITY INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLYCLAYS, SANDY CLAYS, SILTY CLAYS,LEAN CLAYS ORGANIC SILTS AND ORGANICSILTY CLAYS OF LOW PLASTICITY INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE SAND ORSILTY SOILS INORGANIC CLAYS OF HIGH PLASTICITY ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS PEAT, HUMUS, SWAMP SOILS WITHHIGH ORGANIC CONTENTS SILTS AND CLAYS GRAVELS WITH FINES SAND AND SANDY SOILS (LITTLE OR NO FINES) SANDS WITH FINES LIQUID LIMITLESS THAN 50 LIQUID LIMIT GREATER THAN 50 HIGHLY ORGANIC SOILS NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS GRAVEL AND GRAVELLYSOILS (APPRECIABLE AMOUNT OF FINES) (APPRECIABLE AMOUNT OF FINES) (LITTLE OR NO FINES) WELL-GRADED SANDS, GRAVELLYSANDS, LITTLE OR NO FINES CLEAN GRAVELS FILL: Brown Silty fine Sand, trace medium to coarse Sand, tracefine Gravel, medium dense-dry to damp FILL: Brown Silty fine Sand, little fine to coarse Sand, trace wood fragments, trace pipe fragments, medium dense-dry ALLUVIUM: Gray Brown fine to coarse Sand, little fine to coarseGravel, medium dense to dense-dry @ 8½ to 10 feet, little fine Gravel, trace Silt Boring Terminated at 10' 15 20 42 26 8 2 1 1 1 5 10 LABORATORY RESULTS CO M M E N T S TEST BORING LOG PA S S I N G #2 0 0 S I E V E ( % ) BL O W C O U N T DESCRIPTION SURFACE ELEVATION: --- MSL LI Q U I D LI M I T PL A S T I C LI M I T SA M P L E FIELD RESULTS WATER DEPTH: Dry CAVE DEPTH: --- READING TAKEN: At Completion GR A P H I C L O G BORING NO. I-1 PO C K E T P E N . (T S F ) DRILLING DATE: 10/22/21 DRILLING METHOD: Hollow Stem Auger LOGGED BY: Jose Zuniga OR G A N I C CO N T E N T ( % ) DR Y D E N S I T Y (P C F ) DE P T H ( F E E T ) MO I S T U R E CO N T E N T ( % ) JOB NO.: 21G255-2 PROJECT: Proposed Warehouse LOCATION: Fontana, California PLATE B-1 TB L 2 1 G 2 5 5 - 2 . G P J S O C A L G E O . G D T 1 2 / 1 3 / 2 1 FILL: Brown Silty fine Sand, trace fine Gravel, mediumdense-damp ALLUVIUM: Gray Brown Silty fine Sand, some fine to coarse Gravel, dense-dry to damp Gray Brown Gravelly fine to coarse Sand, dense-dry Gray Gravelly fine to coarse Sand to fine to coarse Sandy Gravel, trace Silt, dense-dry Boring Terminated at 10' 14 39 33 39 4 3 2 1 1 5 10 LABORATORY RESULTS CO M M E N T S TEST BORING LOG PA S S I N G #2 0 0 S I E V E ( % ) BL O W C O U N T DESCRIPTION SURFACE ELEVATION: --- MSL LI Q U I D LI M I T PL A S T I C LI M I T SA M P L E FIELD RESULTS WATER DEPTH: Dry CAVE DEPTH: --- READING TAKEN: At Completion GR A P H I C L O G BORING NO. I-2 PO C K E T P E N . (T S F ) DRILLING DATE: 10/22/21 DRILLING METHOD: Hollow Stem Auger LOGGED BY: Jose Zuniga OR G A N I C CO N T E N T ( % ) DR Y D E N S I T Y (P C F ) DE P T H ( F E E T ) MO I S T U R E CO N T E N T ( % ) JOB NO.: 21G255-2 PROJECT: Proposed Warehouse LOCATION: Fontana, California PLATE B-2 TB L 2 1 G 2 5 5 - 2 . G P J S O C A L G E O . G D T 1 2 / 1 3 / 2 1 FILL: Brown Silty fine Sand, trace fine to coarse Gravel, mediumdense-dry to damp ALLUVIUM: Gray Brown Gravelly fine to coarse Sand, dense-dry Gray Brown fine to coarse Sand, some fine Gravel, trace Silt, dense-dry Boring Terminated at 10' 11 32 31 31 7 2 1 2 2 5 10 LABORATORY RESULTS CO M M E N T S TEST BORING LOG PA S S I N G #2 0 0 S I E V E ( % ) BL O W C O U N T DESCRIPTION SURFACE ELEVATION: --- MSL LI Q U I D LI M I T PL A S T I C LI M I T SA M P L E FIELD RESULTS WATER DEPTH: Dry CAVE DEPTH: --- READING TAKEN: At Completion GR A P H I C L O G BORING NO. I-3 PO C K E T P E N . (T S F ) DRILLING DATE: 10/22/21 DRILLING METHOD: Hollow Stem Auger LOGGED BY: Jose Zuniga OR G A N I C CO N T E N T ( % ) DR Y D E N S I T Y (P C F ) DE P T H ( F E E T ) MO I S T U R E CO N T E N T ( % ) JOB NO.: 21G255-2 PROJECT: Proposed Warehouse LOCATION: Fontana, California PLATE B-3 TB L 2 1 G 2 5 5 - 2 . G P J S O C A L G E O . G D T 1 2 / 1 3 / 2 1 FILL: Brown Silty fine Sand, trace medium to coarse Sand,medium dense-moist ALLUVIUM: Brown fine to coarse Sand, little to some fine Gravel, medium dense-dry to damp @ 8½ to 10 feet, trace Silt, dense Boring Terminated at 10' 16 14 26 34 5 8 3 2 2 5 10 LABORATORY RESULTS CO M M E N T S TEST BORING LOG PA S S I N G #2 0 0 S I E V E ( % ) BL O W C O U N T DESCRIPTION SURFACE ELEVATION: --- MSL LI Q U I D LI M I T PL A S T I C LI M I T SA M P L E FIELD RESULTS WATER DEPTH: Dry CAVE DEPTH: --- READING TAKEN: At Completion GR A P H I C L O G BORING NO. I-4 PO C K E T P E N . (T S F ) DRILLING DATE: 12/1/21 DRILLING METHOD: Hollow Stem Auger LOGGED BY: Ryan Bremer OR G A N I C CO N T E N T ( % ) DR Y D E N S I T Y (P C F ) DE P T H ( F E E T ) MO I S T U R E CO N T E N T ( % ) JOB NO.: 21G255-2 PROJECT: Proposed Warehouse LOCATION: Fontana, California PLATE B-4 TB L 2 1 G 2 5 5 - 2 . G P J S O C A L G E O . G D T 1 2 / 1 3 / 2 1 INFILTRATION CALCULATIONS Project Name Project Location Project Number Engineer Test Hole Radius 4 (in) Test Depth 10.00 (ft) Infiltration Test Hole I-1 Interval Number Time Time Interval (min) Water Depth (ft) Change in Water Level (in) Did 6 inches of water seep away in less than 25 minutes? Sandy Soils or Non- Sandy Soils? Initial 11:40 AM 0.00 Final 12:05 PM 10.00 Initial 12:07 PM 0.00 Final 12:32 PM 10.00 Interval Number Time Time Interval (min) Water Depth (ft) Change in Water Level (ft) Average Head Height (ft) Infiltration Rate Q (in/hr) Initial 12:35 PM 4.00 Final 12:45 PM 9.75 Initial 12:46 PM 4.00 Final 12:56 PM 9.73 Initial 12:57 PM 4.00 Final 1:07 PM 9.72 Initial 1:08 PM 4.00 Final 1:18 PM 9.71 Initial 1:19 PM 4.00 Final 1:29 PM 9.71 Initial 1:30 PM 4.00 Final 1:40 PM 9.70 Per County Standards, Infiltration Rate calculated as follows: Where: Q = Infiltration Rate (in inches per hour) ∆H =Change in Height (Water Level) over the time interval r = Test Hole (Borehole) Radius ∆t =Time Interval Havg = Average Head Height over the time interval Proposed Warehouse Fontana, California 21G255-2 Jose Zuniga Soil Criteria Test 1 25.00 120.00 YES SANDY SOILS 2 25.00 120.00 YES SANDY SOILS Test Data 1 10.00 5.75 3.13 20.96 2 10.00 5.73 3.14 20.83 3 10.00 5.72 3.14 20.76 4 10.00 5.71 3.15 20.69 5 10.00 5.71 3.15 20.69 6 10.00 5.70 3.15 20.62 )2Ht(r H(60r)Q avg  INFILTRATION CALCULATIONS Project Name Project Location Project Number Engineer Test Hole Radius 4 (in) Test Depth 10.00 (ft) Infiltration Test Hole I-2 Interval Number Time Time Interval (min) Water Depth (ft) Change in Water Level (in) Did 6 inches of water seep away in less than 25 minutes? Sandy Soils or Non- Sandy Soils? Initial 2:00 PM 0.00 Final 2:25 PM 10.00 Initial 2:26 PM 0.00 Final 2:51 PM 10.00 Interval Number Time Time Interval (min) Water Depth (ft) Change in Water Level (ft) Average Head Height (ft) Infiltration Rate Q (in/hr) Initial 2:53 PM 4.00 Final 3:03 PM 9.70 Initial 3:05 PM 4.00 Final 3:15 PM 9.68 Initial 1:17 PM 4.00 Final 1:27 PM 9.67 Initial 1:29 PM 4.00 Final 1:39 PM 9.66 Initial 1:41 PM 4.00 Final 1:51 PM 9.65 Initial 1:53 PM 4.00 Final 2:03 PM 9.65 Per County Standards, Infiltration Rate calculated as follows: Where: Q = Infiltration Rate (in inches per hour) ∆H =Change in Height (Water Level) over the time interval r = Test Hole (Borehole) Radius ∆t =Time Interval Havg = Average Head Height over the time interval Proposed Warehouse Fontana, California 21G255-2 Jose Zuniga Soil Criteria Test 1 25.00 120.00 YES SANDY SOILS 2 25.00 120.00 YES SANDY SOILS Test Data 1 10.00 5.70 3.15 20.62 2 10.00 5.68 3.16 20.49 3 10.00 5.67 3.17 20.42 4 10.00 5.66 3.17 20.36 5 10.00 5.65 3.18 20.29 6 10.00 5.65 3.18 20.29 )2Ht(r H(60r)Q avg  INFILTRATION CALCULATIONS Project Name Project Location Project Number Engineer Test Hole Radius 4 (in) Test Depth 10.00 (ft) Infiltration Test Hole I-2 Interval Number Time Time Interval (min) Water Depth (ft) Change in Water Level (in) Did 6 inches of water seep away in less than 25 minutes? Sandy Soils or Non- Sandy Soils? Initial 8:10 AM 7.00 Final 8:35 AM 9.35 Initial 8:37 AM 7.00 Final 9:02 AM 9.30 Interval Number Time Time Interval (min) Water Depth (ft) Change in Water Level (ft) Average Head Height (ft) Infiltration Rate Q (in/hr) Initial 9:04 AM 7.00 Final 9:14 AM 8.86 Initial 9:16 AM 7.00 Final 9:26 AM 8.85 Initial 9:28 AM 7.00 Final 9:38 AM 8.85 Initial 9:40 AM 7.00 Final 9:50 AM 8.84 Initial 9:52 AM 7.00 Final 10:02 AM 8.84 Initial 10:04 AM 7.00 Final 10:14 AM 8.84 Per County Standards, Infiltration Rate calculated as follows: Where: Q = Infiltration Rate (in inches per hour) ∆H =Change in Height (Water Level) over the time interval r = Test Hole (Borehole) Radius ∆t =Time Interval Havg = Average Head Height over the time interval Proposed Warehouse Fontana, California 21G255-2 Jose Zuniga Soil Criteria Test 1 25.00 28.20 YES SANDY SOILS 2 25.00 27.60 YES SANDY SOILS Test Data 1 10.00 1.86 2.07 9.98 2 10.00 1.85 2.08 9.90 3 10.00 1.85 2.08 9.90 4 10.00 1.84 2.08 9.83 5 10.00 1.84 2.08 9.83 6 10.00 1.84 2.08 9.83 )2Ht(r H(60r)Q avg  INFILTRATION CALCULATIONS Project Name Project Location Project Number Engineer Test Hole Radius 4 (in) Test Depth 10.00 (ft) Infiltration Test Hole I-4 Interval Number Time Time Interval (min) Water Depth (ft) Change in Water Level (in) Did 6 inches of water seep away in less than 25 minutes? Sandy Soils or Non- Sandy Soils? Initial 11:00 AM 7.20 Final 11:25 AM 10.00 Initial 11:25 AM 7.20 Final 11:50 AM 10.00 Interval Number Time Time Interval (min) Water Depth (ft) Change in Water Level (ft) Average Head Height (ft) Infiltration Rate Q (in/hr) Initial 11:50 AM 7.20 Final 12:00 PM 9.77 Initial 12:00 PM 7.20 Final 12:10 PM 9.75 Initial 12:10 PM 7.20 Final 12:20 PM 9.74 Initial 12:20 PM 7.20 Final 12:30 PM 9.73 Initial 12:30 PM 7.20 Final 12:40 PM 9.73 Initial 12:40 PM 7.20 Final 12:50 PM 9.73 Per County Standards, Infiltration Rate calculated as follows: Where: Q = Infiltration Rate (in inches per hour) ∆H =Change in Height (Water Level) over the time interval r = Test Hole (Borehole) Radius ∆t =Time Interval Havg = Average Head Height over the time interval 5 10.00 2.53 1.54 17.84 6 10.00 2.53 1.54 17.84 3 10.00 2.54 1.53 17.96 4 10.00 2.53 1.54 17.84 1 10.00 2.57 1.52 18.34 2 10.00 2.55 1.53 18.09 2 25.00 33.60 YES SANDY SOILS Test Data Proposed Warehouse Fontana, California 21G255-2 Jose Zuniga Soil Criteria Test 1 25.00 33.60 YES SANDY SOILS )2Ht(r H(60r)Q avg  Sample Description I-1 @ 8½' Soil Classification Gray Brown fine to coarse Sand, little fine Gravel, trace Silt Proposed Warehouse Fontana, California Project No. 21G255-2 PLATE C- 1 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110100 Pe r c e n t P a s s i n g b y W e i g h t Grain Size in Millimeters Grain Size Distribution Sieve Analysis Hydrometer Analysis US Standard Sieve Sizes Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 Sample Description I-2 @ 8½' Soil Classification Gray fine to coarse Sandy Gravel to Gravelly fine to coarse Sand, trace Silt Proposed Warehouse Fontana, California Project No. 21G255-2 PLATE C- 2 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110100 Pe r c e n t P a s s i n g b y W e i g h t Grain Size in Millimeters Grain Size Distribution Sieve Analysis Hydrometer Analysis US Standard Sieve Sizes Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 Sample Description I-3 @ 8½' Soil Classification Gray Brown fine to coarse Sand, some fine Gravel, trace Silt Proposed Warehouse Fontana, California Project No. 21G255-2 PLATE C- 3 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110100 Pe r c e n t P a s s i n g b y W e i g h t Grain Size in Millimeters Grain Size Distribution Sieve Analysis Hydrometer Analysis US Standard Sieve Sizes Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 Sample Description I-4 @ 8½' Soil Classification Brown fine to coarse Sand, little to some fine Gravel, trace Silt Proposed Warehouse Fontana, California Project No. 21G255-2 PLATE C- 4 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110100 Pe r c e n t P a s s i n g b y W e i g h t Grain Size in Millimeters Grain Size Distribution Sieve Analysis Hydrometer Analysis US Standard Sieve Sizes Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200