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34642 (2)
42 IE HYDROLOGY & HYDRAULICS REPORT Located in a portion of the North 1/2 of Section 15, Township 6 South, Range 7 East. S.B.M. County of Riverside, California GRIFFIN RANCH TRACT 34642 AUGUST 20, 2013 Prepared for: ADC VENTURE 2011 -2, L.L. C. 4675 MacArthur Court, Suite 1550 Newport Beach, CA 92660 MSA Job Number: 1721 MSA CONSULTING, INC. PL ANMO ■ C M BNOMEMWo ■ LAND SuRvnwo ID 34200 Boe Hom DRIVE ■ Rmcxo MmA(;B ■ CA 92270 1m.Btmom (760) 320 -98U ■ Fnx (760) 323 -7893 • • • HYDROLOGY & HYDRAULICS REPORT Located in a portion of the North 1/2 of Section 15, Township 6 South, Range 7 East. S.B.M. County of Riverside, California GRIFFIN RANCH TRACT 34642 AUGUST 20, 2013 Prepared for: ADC VENTURE 2011 -2, L.L.C. 467.5 MacArthur Court, Suite 1550 Newport Beach, CA 92660 MSA Job Number: 1721 MSA CONSULTING, INC. PLAMWO ■ C M INGDO Wo ■ LAND SvRVSYwo 34200 Boe Hope DRm ■ Rmcao MmAOB ■ CA 92270 Tmxmom (760) 320 -98U ■ FAx (760) 323 -7893 • TABLE OF CONTENTS PROJECTLOCATION ........................................................... ..............................1 EXISTINGCONDITIONS ....................................................... ..............................1 FloodRate Map .......................................................................... ............................... 1 National Cooperative Soil Survey ............................................. ............................... 1 ExistingTopography .................................................................. ............................... 1 PROPOSED FLOOD CONTROL REQUIREMENTS ............. ..............................1 HYDROLOGY ANALYSIS DESIGN CRITERIA .................... ............................... 2 HydrologicSoil Group ............................................................... ............................... 2 Antecedent Moisture Condition ................................................ ............................... 2 Land Use Classifications and Runoff Index Numbers ............. ............................... 2 Precipitation Frequency Estimates ........................................... ............................... 2 SiteInfiltration ............................................................................ ............................... 3 SUMMARY of SYNTHETIC UNIT (SHORTCUT METHOD) ANALYSES ............ 3 SUMMARY of RCFCD RATIONAL METHOD PEAK FLOWS ............................ 4 ProposedLand Use: ................................................................................................. 4 Rational Method Peak Flows: ................................................................................... 5 100 Year Storm Event .............................................................................. ............................... 5 10 Year Storm Event ................................................................................ ............................... 5 HYDRAULIC ANALYSES ...................................................... ..............................5 Catch Basins & Street Capacity Analysis ................................. ............................... 5 StormDrain Pipes ...................................................................... ............................... 7 PRELIMINARY WQMP ANALYSIS ...................................... ............................. ... 8 • RESULTS AND CONCLUSIONS ........................................... ..............................8 is • LIST OF APPENDICES: A. RIVERSIDE COUNTY TLMA VICINITY MAP B. NFIP FLOOD INSURANCE RATE MAP C. USDA NCSS HYDROLOGIC SOILS MAP D. NOAA ATLAS 14 & RCFCD REFERENCE PLATES E. SLADDEN ENGINEERING — DRAFT INFILTRATION TEST RESULTS F. PROPOSED LAND USE SUMMARY WORKSHEETS G. RCFCD SYNTHETIC UNIT (SHORTCUT METHOD) HYDROGRAPHS H. RCFCD RATIONAL METHOD ANALYSIS COMPUTER RUNS I. HYDRAULIC CALCULATIONS J. RCWQMP (White Water River Region) EXHIBIT C WORKSHEETS K. HYDROLOGY EXHIBITS • • Griffin Ranch — Tract 34642 Hydrology & Hydraulics Report • PROJECT LOCATION The proposed project site is located on approximately 40 acres located on the southwest corner of Avenue 54 and Monroe Street in La Quinta, Riverside County. The site is described as being in a portion of the North '/2 of Section 15, Township 6 South, Range 7 East, SBM and has been assigned Tract Number 34642. A vicinity map obtained from the Riverside TLMA website is included as Appendix A. EXISTING CONDITIONS Flood Rate Map The project area is covered by FIRM Panel Number 06065C2263G, revised August 28 2008. This particular panel is currently unavailable for preview on the FEMA website. A review of the surrounding panels and the outdated panel for the subject area (060245230013, Revised March 22, 1983) all indicate the project area lies within Zone X (C) which is defined as `areas determined to be outside the 0.2% annual chance floodplain ". The panels are included in Appendix B. National Cooperative Soil Survey The existing soil is categorized primarily as hydrologic soil group B as shown on the attached National Cooperative Soil Survey exhibits in Appendix C. Existing Topography The site is relatively flat and slopes gradually towards the southeast with storm runoff generally characterized as sheet flow. The crown and side swales of the existing Avenue 54, as well as improvements recently constructed to the west boundary of the of the project prevent off -site storm • runoff from entering the project site from the north and west. The soil underlying the site consists primarily of fine - grained silty sand with scattered prominent sandy clay and sandy silt layers. As is typical for the area, the silty sand and sandy silt layers are inconsistently interbedded and vary in thickness. Groundwater was encountered at a depth of approximately 49 -feet below the existing ground surface. PROPOSED FLOOD CONTROL REQUIREMENTS Drainage requirements for this project fall under the jurisdiction of the City of La Quinta. The project design shall provide for the capture and storage of the 100 -year storm event that produces the most runoff reaching the storm basin. Runoff and retention calculations shall be prepared utilizing Riverside County Flood Control and Water Conservation District (RCFCD) Hydrology Manual. Storm runoff is directed to the on -site streets and conveyed to the retention basins via sub - surface storm drain systems. Off -site storm runoff, adjacent to the project, is captured in catch basins and conveyed to the retention basin via a sub - surface storm drain line. In accordance with Riverside County Ordinance Number 460.151 Article XI, the 10 -year discharge shall be contained within the tops of curbs, and the 100 -year discharge shall be contained within the street right -of -way. • • • Griffin Ranch — Tract 34642 Hydrology & Hydraulics Report HYDROLOGY ANALYSIS DESIGN CRITERIA Storm run -off volumes for the 100 -year event were obtained utilizing the Synthetic Unit (Shortcut Method) Hydrograph, as described in the RCFC &WCD Hydrology Manual. The shortcut method is useful for evaluating those areas less than 200 acres in size. Peak storm flows for the 100 -year and 10 -year events were obtained utilizing the Rational Method, as described in the RCFC &WCD Hydrology Manual. The hydrologic data used for the calculations are as follows: Hydrologic Soil Group Soil Group B is defined by RCFCD as — "those soils having moderate infiltration rates. These soils consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission." Antecedent Moisture Condition AMC II — Moderate runoff potential, an intermediate condition. Per RCFC & WCD Hydrology Manual (Dated: April, 1978): "For the purposes of design hydrology using District methods, AMC II should normally be assumed for both the 10 year and 100 year frequency storm ". Land Use Classifications and Runoff Index Numbers Runoff Index Numbers were obtained from RCFCD Plate D -5.5 and are summarized below: Proposed Conditions — Commercial Landscaping 56 Proposed open space areas as identified from the site plan were assumed to be 10% impervious. Percent of Impervious Cover ( RCFCD Plate E -6.3): '/< Acre Lots 50% Paving /Hardscape 100% Proposed Landscaping 10% Low Loss Rates: 85% (100 year storm) Precipitation Frequency Estimates Precipitation depths were obtained from NOAA Atlas 14: 2 Year - 1 Hour Precipitation: 0.34 inches 100 Year —1 Hour Precipitation: 1.35 inches 100 Year — 3 Hour Precipitation: 2.08 inches 100 Year - 6 Hour Precipitation 2.72 inches 100 Year — 24 Hour Precipitation 4.37 inches Slope of Intensity Duration Curve: 0.52 See Appendix D for the NOAA Atlas 14 Point Precipitation Frequency Estimates and respective RCFCD Plates. Griffin Ranch - Tract 34642 Hydrology & Hydraulics Report • Site Infiltration • Several percolation tests performed by Sladden Engineering indicated a reasonable infiltration rate for the surface soils. Groundwater was encountered at depths of approximately 49 -feet below existing ground surface. For the purposes of this report, a basin percolation factor of 0.5 inches /hour was used in the calculations. A soils update letter is included as Appendix E. SUMMARY of SYNTHETIC UNIT (SHORTCUT METHOD) ANALYSES The total hydrologic area under consideration of 40.65 acres is less than the 200 -acre limit guideline for utilization of the shortcut method. It should be noted that the peak flow for the 1 -hour storm is not necessarily representative. Per RCFCD peak discharges from the 3 -hour storm should normally compare well with rational peaks. Proposed land use worksheets are included in Appendix F; the synthetic unit worksheets are included in Appendix G; and the Synthetic Unit Exhibit is included in Appendix K. PROPOSED LAND USE SUMMARY Duration Land Use Drainage Area acres RI Number AMC II Infiltration Rate in /hr Impervious Percent '/4 Acre Residential Lots 24.51 56 0.51 50 Pavin /Hardsca a 8.19 56 0.51 1 100 Landscaping/Detention 7.95 1 56 1 0.51 10 Total Area 40.65 463.0 STORM EVENT SUMMARY - DEVELOPED CONDITION Duration 1 -HOUR 3 -HOUR 6 -HOUR 24 -HOUR Effective Rain in 1.08 1.28 1.29 1.32 Flood Volume (cu -ft) acre -ft 159,355 3.66 189,101 4.34 190,044 4.36 194,704 4.47 Peak Flow cfs n/a 72.83 63.85 14.83 Basin 'A' Characteristics: ELEVATION ft DEPTH ft) CONTOUR AREA (sf ) VOLUME (cu -ft acre -ft 459.0 0.0 25,815 0 0.00 460.0 1.0 36,855 31,172 0.72 461.0 2.0 50,130 74,494 1.71 462.0 3.0 67,735 133,206 3.06 463.0 4.0 89,760 211,696 4.86 464.0 5.0 105,850 309,391 7.10 465.0 6.0 123,930 424,162 9.74 Griffin Ranch - Tract 34642 Hydrology & Hydraulics Report • Basin 'A' Sizinq Results: Required Storage (cu -ft) 155,842 178,716 171,510 141,129 acre -ft 3.58 4.10 3.94 3.24 Storage Provided (cu -ft) 424,162 acre -ft 9.74 Factor of Safety' 2.72 2.37 2.47 3.01 Maximum WSEL (ft) 462.29 462.58 462.49 462.10 Depth ft 1 3.29 3.58 3.49 3.10 As illustrated above, the basin has sufficient capacity to retain the flood volume for all 100 year storm events. SUMMARY of RCFCD RATIONAL METHOD PEAK FLOWS Catch basins and proposed underground storm drain systems were sized based on peak flows as determined by the Rational Method as described in the RCFCD Hydrology Manual. Basin Stage Storage analyses were performed in accordance with HEC -22. To account for storm run -off not directly tributary to the proposed inlets, synthetic unit hydrographs for the 1 hour storm were analyzed to determine the total flood volume directed to the retention basin. The rational method computer runs for both the 100 year and 10 year storm events are included in Appendix H. The Rational Method Exhibit is included in Appendix K. Proposed Land Use: The proposed site was divided into six (6) main drainage areas corresponding to their respective catch points. User input of soil data was used in the rational calculations. The decimal percent of • pervious area was calculated based on each sub - area's respective land use. Shown below is a summary of the proposed land use: DA Designation DA Total Area (acres) DA Impervious (acres) DA Pervious (acres) Area Pervious (decimal) A.01 5.15 3.01 2.15 0.42 A.02 7.58 4.49 3.10 0.41 A.03 2.90 1.78 1.12 0.38 DA Subtotal 15.63 9.27 6.36 0.41 B.01 0.91 0.54 0.38 0.41 B.02 2.09 1.25 0.84 0.40 DA Subtotal 3.00 1.78 1.22 0.41 C.01 5.78 3.34 2.44 0.42 C.02 4.07 2.35 1.72 0.42 C.03 1.46 0.84 0.62 0.42 DA Subtotal 11.31 6.53 4.78 0.42 D.01 1.50 0.89 0.61 0.41 D.02 0.84 0.51 0.33 0.40 DA Subtotal 2.34 1.40 0.95 0.40 E.01 1.35 0.72 0.63 0.47 DA Subtotal 1.35 0.72 0.63 0.47 F.01 1.64 1.00 0.64 0.39 DA Subtotal 1.64 1.00 0.64 0.39 Total Area 35.27 20.70 14.57 0.41 • 1 Factor of safety is based on the storage provided compared to the total flood volume. Griffin Ranch - Tract 34642 Hydrology & Hydraulics Report • Rational Method Peak Flows: Summaries of the RCFCD Rational Runs for the 100 year and 10 year storm events are shown below: 100 Year Storm Event DA Designation Catch Basin Q100 cfs Tc min Intensity in /hr Area acres DA -A 2/3 30.04 22.19 2.27 15.63 DA -B 4/5 7.64 11.90 3.13 3.00 DA -C 6/7 24.49 15.68 2.71 11.31 DA -D 8 4.92 1 18.60 1 2.48 1 2.34 DA -E 9 2.95 14.92 2.78 1.35 DA -F 10 3.65 15.06 2.77 1.64 10 Year Storm Event DA Designation Catch Basin Q10 cfs Tc min Intensity in /hr Area acres DA -A 2/3 15.54 23.37 1.24 15.63 DA -B 4/5 4.05 11.90 1.76 3.00 DA -C 617 12.91 15.68 1.52 11.31 DA -D 8 2.58 19.10 1.37 2.34 DA -E 9 1.54 14.92 1.56 1.35 DA -F 10 1.93 15.06 1 1.55 1 1.64 HYDRAULIC ANALYSES Catch basins and the associated storm drain pipes were analyzed in accordance with Hydraulic Engineering Circular No. 22, utilizing Bentley Systems Inc. Flowmaster (catch basins) and StormCad (storm drain systems) software. Catch Basins & Street Capacity Analysis Curb inlet catch basins are per City of La Quinta Standard 300. Inlet sizing worksheets and StormCAD pipe sizing worksheets are included in Appendix I, with locations shown on the Proposed Storm Drain System Exhibit included in Appendix K. Per City of La Quinta guidelines the 10 -year storm runoff shall be contained within the curbs and the 100 -year runoff shall be contained within the street right -of -way. For the private on -site streets the 10 -foot public utility easement (PUE) is also dedicated as a drainage easement. Onsite private street allowable gutter depths: 100 Year 8.4 inches (6" curb face + 10' PUE @ 2 %) 10 Year 6.0 inches Public street allowable gutter depths: 100 Year 10.8 inches (8" curb face + 12' R/W @ 2 %) 10 Year 8.0 inches Also, per the La Quinta standards, the maximum spread of runoff in arterial streets must leave a clear lane of travel during a 10 -year storm event. On both Avenue 54 and Monroe Street the allowable spread is 18 -feet (12 -foot travel lane and a 6 -foot bicycle lane). • is Griffin Ranch - Tract 34642 Hydrology & Hydraulics Report Summaries of the proposed inlets for each of the storm events are shown below: 100 Year Storm Inlet - No W ft Intercepted Flow cfs Bypassed Flow cfs Gutter Depth (in) CB -2/3 8 15.02 -0- 8.28 CB -4/5 4 3.82 -0- 4.81 CB -6/7 7 12.25 -0- 7.69 CB -8 15 4.86 0.06 4.47 CB -9 10 2.94 0.01 4.26 CB -10 11 3.63 I 0.02 4.58 10 Year Storm Inlet No W M Intercepted Flow cfs Bypassed Flow cfs Gutter Depth in Spread ft CB -2/3 8 7.77 -0- 5.85 20.73 CB -4/5 4 2.03 -0- 3.66 3.95 CB -6/7 7 6.46 -0- 5.52 19.17 CB -8 15 2.58 -0- 3.72 9.50 CB -9 10 1.54 -0 -1 3.54 8.75 CB -10 11 1.93 -0- 3.81 9.89 In the event storm drain lines 130 and 220 become clogged or fail, emergency overflow channels have been proposed to convey the storm flow from the streets to the retention basin. The channels are to be trapezoidal with 2:1 side slopes. Channel characteristics are summarized below with worksheets included in Appendix I: Line 130 Q100 30.00 cfs Bottom Width (minimum) 6 feet Average Slope 0.97% Normal Depth 1.04 feet Average Velocity 3.57 ft/s Line 220 Q100 24.40 cfs Bottom Width (minimum) 4 feet Average Slope 0.93% Normal Depth 0.94 feet Average Velocity 3.30 ft/s • • is Griffin Ranch - Tract 34642 Hydrology & Hydraulics Report Storm Drain Pipes Storm drain pipes located within the public right -of -way are proposed to be RCP, Manning's n -value of 0.013 while all on -site storm drain pipe is proposed to be HDPE (or approved equal), Manning's n -value of 0.012. Water surface elevations from the basin stage storage worksheets at the corresponding system travel time were used as the beginning HGL at the outlet structures. Summaries of the main line pipe characteristics for each of the tributary drainage areas are shown below: Pipe No. Pipe Diameter in ) Material Full Capacity (cfs) System Flow (cfs) Slope (ft/ft Average Velocity ft/s P- 130.01 24 HDPE 38.78 29.94 0.0250 9.53 P- 130.02 24 HDPE 17.54 15.02 0.0051 4.78 P- 220.01 24 HDPE 32.69 24.39 0.0178 7.76 P- 220.02 18 HDPE 16.67 12.25 0.0215 6.93 P- 470.01 24 HDPE 37.06 14.81 0.0229 4.72 P- 470.02 24 HDPE 19.37 9.63 0.0062 6.16 P- 470.03 24 RCP 17.83 6.85 0.0062 5.30 P- 470.04 24 RCP 13.67 6.93 0.0037 4.37 P- 470.05 18 RCP 6.80 4.52 0.0042 4.12 P- 470.06 18 RCP 5.10 4.85 0.0024 3.28 L- 470A.01 18 HDPE 15.14 7.59 0.0177 8.57 L- 470A.02 18 HDPE 7.75 3.82 0.0046 4.37 L -47013.01 18 RCP 9.13 3.64 0.0076 4.88 L -470C.01 18 RCP 11.29 3.00 0.0116 5.40 100 Year Storm - Pipe Hydraulics and Pressure Profile Descriptions Pipe Number Upstream FG HGL ft ft Downstream FG HGL ft ft Profile Description P- 130.01 466.01 463.66 459.30 460.38 Pressure P- 130.02 466.01 464.13 466.01 463.97 Pressure P- 220.01 465.95 462.23 459.30 459.85 Pressure P- 220.02 465.90 463.13 465.95 462.55 Pressure P- 470.01 465.60 461.40 459.30 460.56 Pressure P- 470.02 467.00 462.01 465.60 461.47 Composite S1 /S2 P- 470.03 468.40 463.73 467.00 462.11 Composite S1 /S2 P- 470.04 468.80 465.01 468.40 463.93 M2 P- 470.05 470.00 466.63 468.80 465.32 M2 P- 470.06 471.17 467.79 470.00 466.79 M2 L- 470A.01 466.15 462.57 465.60 461.47 Composite S1 /S2 L- 470A.02 466.19 462.94 466.15 462.74 S2 L- 47013.01 466.51 463.04 467.00 462.26 S2 L- 470C.01 468.91 465.42 468.80 465.17 Composite S1 /S2 Griffin Ranch — Tract 34642 Hydrology & Hydraulics Report • PRELIMINARY WQMP ANALYSIS Preliminary design volume and flow for BMP measures were based on Worksheets 1 and 2 from the Riverside County - Whitewater River Region Water Quality Management Plan. Impervious areas for the tributary drainage areas are derived from the proposed site plan. A summary of the design flow and volumes is presented below with the worksheets attached as Appendix J. Drainage Total Area Impervious Design Design Flow Area Area Volume (cfs) acres acres cu -ft On -Site 40.65 21.24 20,889 4.23 RESULTS AND CONCLUSIONS As the above narrative and summaries confirm, the proposed project meets the hydrologic and hydraulic conditions as set forth by the City of La Quinta. • Griffin Ranch — Tract 34642 Hydrology & Hydraulics Report • Appendix A Riverside County TLMA Vicinity Map 0 0 Riverside County GIS Page 1 of 1 . + NNGSTON HEATH T ...: ..r..: .. .L .: RK VON < .. 11 • qR ,=TIBURONDR I _ + a AIRPORT B&D AIF 'CART @L *UQ Vii- �C'EDR T �'R v�py 4 a GO ?A Riverside County TL GI S * *IMPORTANT* Maps and data are to be uses for reference purposes only. Map features are approximate, and are not necessarily accurate tc surveying or engineering standards. The County of Riverside makes no warranty or guarantee as to the content (the source is often third party), accuracy, tmeliness, or T M respect to accuracy and precision shall be the sole responsibility of the user. REPORT PRINTED ON ... Fri Jan 04 12:05:24 2013 8 MSA JOB 1721 LATITUDE: 33.5532 " i. MM�Y j '�'`�'�: �f�r '4.. fir..• �# ,yc, E r�a` '�'S�$+ ^ "•" A 'a � " %,a . + NNGSTON HEATH T ...: ..r..: .. .L .: RK VON < .. • qR ,=TIBURONDR AIRPORT B&D AIF 'CART @L *UQ Vii- �C'EDR T �'R v�py 4 a GO Riverside County TL GI S * *IMPORTANT* Maps and data are to be uses for reference purposes only. Map features are approximate, and are not necessarily accurate tc surveying or engineering standards. The County of Riverside makes no warranty or guarantee as to the content (the source is often third party), accuracy, tmeliness, or completeness of any of the data provided, and assumes no legal responsibility for the information contained on this map. Any use of this product with respect to accuracy and precision shall be the sole responsibility of the user. REPORT PRINTED ON ... Fri Jan 04 12:05:24 2013 Version 121101 MSA JOB 1721 LATITUDE: 33.5532 LONGITUDE: - 116.2374 I0 http: / /www3.tlma.co. riverside. ca. us /pa /rclis/NoSelectionPrint.htm 1/4/2013 Griffin Ranch — Tract 34642 Hydrology & Hydraulics Report • Appendix B NFIP Flood Insurance Rate Map 0 • • • V 1 1 tt.l `.. 0 MAP SCALE 1" = 500' 1 I 0 50 0 500 100 FEET METE lu \ �4 PANEL 2261G FIRM ��•'j s -- _ '^�y FLOOD INSURANCE RATE MAP OPV RIVERSIDE COUNTY, CALIFORNIA �� •'�' m AND INCORPORATED AREAS , E' I PANEL 2261 OF 3805 , • � JMiyl f', '. ..� y• '' © . 1L' (SEE MAP INDEX FOR FIRM PANEL LAYOUT) CONTAINS: 3C a COMMUNITY NUMBER PANE L SUFFIX INDIO. CITY OF oso255 2261 G LA OUINTA CITY OF 060709 2261 G RIVERSIDE COUNTY 060245 2261 G LIM &l�� �, ;; ',e+ ® Notice to User•. The Map Number shaven below should be ty iV /i,>i} �' - .- }] _= r yi L ® used when placing map orders; the Community Number shown above should be used on insurance applications for the subject community. MAPNUMBER 06065C2261G EFFECTIVE DATE AUGUST 28, 2008 Federal Emergency Management Agency 15 " � .. _ q . q!* p I JOINS PANEL 2263 571 OOOmE This is an official copy of a portion of the above referenced flood map. It was extracted using F-MIT On -line. This map does not reflect changes or amendments which may have been made subsequent to the date on the title block. For the latest product information about National Flood Insurance Program flood maps check the FEMA Flood Map Store at www.msc.fema.gov ZONE, 8 I<_. APPROXIMATE SCALE I 2000 O 2000 FEET ZONE C !I it ii !L AVENUE 56 :� 7791 NATIONAL FLOOD INSURANCE PROGRAM tu °'' R!! b; Z to I I' FIRM 0 �� U FLOOD INSURANCE RATE MAP Federal Emergency Management Agency I - ',i i! RIVERSIDE !I Thls Is an official copy of a portion of the above referenced flood map. It COUNTY, i{ rI was extracted using F-MIl On -Une. This map does nd reflect changes or amendments which may have been made subsequent to the date on the ii CALIFORNIA 54 Program Hood maps check the FEMA Flood Map Store at www.msc- ferna.gov UNINCORPORATED AREA _AVENUE - SITE Ell i PAEL 2300 OF 3600 Il (sEe MAP INDEX FOR PANELS NOT PRINTED) ii !L AVENUE 56 :� 7791 COMMUNITY-PANEL NUMBER 060245 2300B MAP REVISED: MARCH 22, 1983 j; i; I I' Federal Emergency Management Agency I - ',i i! Thls Is an official copy of a portion of the above referenced flood map. It i{ rI was extracted using F-MIl On -Une. This map does nd reflect changes or amendments which may have been made subsequent to the date on the ii tine dock. For the latest product information about National Flood Insurance - Program Hood maps check the FEMA Flood Map Store at www.msc- ferna.gov • DEFINITIONS OF FEMA FLOOD ZONE DESIGNATIONS • • Moderate to Low Risk Areas In communities that participate in the NFIP, flood insurance is available to all property owners and renters in these zones: ZONE DESCRIPTION Areas of 0.2% annual chance flood; areas of 1% annual chance flood X (Shaded) with average depths of less than 1 foot or with drainage areas less than 1 square mile; and areas protected by levees from 1% annual chance flood. Insurance purchase is not required in these zones. jX) (Areas determined to be outside the 0.2% annual chance flood lain. High Risk Areas In communities that participate in the NFIP, mandatory flood insurance purchase requirements apply to all of these zones: ZONE DESCRIPTION Areas with a 1% annual chance of flooding and a 26% chance of A flooding over the life of a 30 -year mortgage. Because detailed analyses are not performed for such areas; no depths or base flood elevations are shown within these zones. Areas with a 1% annual chance of flooding and a 26% chance of AE flooding over the life of a 30 -year mortgage. In most instances, base flood elevations derived from detailed analyses are shown at selected intervals within these zones. Areas with a 1 % annual chance of shallow flooding, usually in the form of a pond, with an average depth ranging from 1 to 3 feet. These areas AH have a 26% -chance of flooding over the life of a 30 -year mortgage. Base flood elevations derived from detailed analyses are shown at selected intervals within these zones. River or stream flood hazard areas, and areas with a 1% or greater chance of shallow flooding each year, usually in the form of sheet flow, AO with an average depth ranging from 1 to 3 feet. These areas have a 26% chance of flooding over the life of a 30 -year mortgage. Average flood depths derived from detailed analyses are shown within these zones. For areas of alluvial fan flooding, velocities are also determined. Areas with a temporarily increased flood risk due to the building or restoration of a flood control system (such as a levee or a dam). AR Mandatory flood insurance purchase requirements will apply, but rates will not exceed the rates for unnumbered A zones if the structure is built or restored in compliance with Zone AR floodplain management re ulations. Areas with a 1 % annual chance of flooding that will be protected by a A99 Federal flood control system where construction has reached specified legal requirements. No depths or base flood elevations are shown within these zones. High Risk — Coastal Areas In communities that participate in the NFIP, mandatory flood insurance purchase requirements apply to all of these zones: ZONE DESCRIPTION Coastal areas with a 1 % or greater chance of flooding and an additional V hazard associated with storm waves. These areas have a 26% chance of flooding over the life of a 30 -year mortgage. No base flood elevations are shown within these zones. Coastal areas with a 1 % or greater chance of flooding and an additional hazard associated with storm waves. These areas have a 26% chance VE of flooding over the life of a 30 -year mortgage. Base flood elevations derived from detailed analyses are shown at selected intervals within these zones. Undetermined Risk Areas ZONE DESCRIPTION Areas with possible but undetermined flood hazards. No flood hazard D analysis has been conducted. Flood insurance rates are commensurate with the uncertainty of the flood risk. Griffin Ranch — Tract 34642 Hydrology & Hydraulics Report • Appendix C USDA NCSS Hydrologic Soils Map 0 0 :0 w CD O we ,;2 CD LD.%< (j) O T (D - O O O O O ooT 116* 13' 26' N to cx� CQ C! 116" 15'36" • 0 Co- 0 (n 0 O X CL Z C) 0 Sw =r (D 0 N O 3 w 116* 13'24" • 116'15"6" oz z 00) M @ w M CD .D En O O 0 2 O 0 :0 w CD O we ,;2 CD LD.%< (j) O T (D - O O O O O ooT 116* 13' 26' N to cx� CQ C! 116" 15'36" • 0 Co- 0 (n 0 O X CL Z C) 0 Sw =r (D 0 N O 3 w 116* 13'24" • Hydrologic Soil Group - Riverside County, Coachella Valley Area, California (GRIFFIN RANCH) MAP LEGEND MAP INFORMATION Area of Interest (ACI) Map Scale: 1:16,200 if printed on A size (8.5' = 11 ") sheet. O Area of Interest (A01) The soil surveys that comprise your A01 were mapped at 1:24,000. Soils Please rely on the bar scale on each map sheet for accurate map Q Soil Map Units measurements. Soil Ratings Source of Map: Natural Resources Conservation Service A Web Soil Survey URL: hhp : /twebsoilsurvey.nres.usda.gov a A/D Coordinate System: UTM Zone 11N NAD83 O B This product is generated from the USDA -NRCS certified data as of the version date(s) listed below. Q B/D Soil Survey Area: Riverside County, Coachella Valley Area, (] C. California FRKEI C/D Survey Area Data: Version 5, Jun 1, 2012 O 0 Date(s) aerial images were photographed: 5131 /2005 Q Not rated or not available The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background Political Features imagery displayed on these maps. As a result, some minor shifting p Cities of map unit boundaries may be evident. Q PLSS Township and Range 0 PLSS Section Water Features r... Streams and Canals Transportation Rails ^/ Interstate Highways US Routes Major Roads Local Roads • M Natural Resources Web Soil Survey 1/4/2013 Hydrologic Soil Group — Riverside County, Coachella Valley Area, California • Hydrologic Soil Group p 1� • GRIFFIN RANCH Hydrologic Soil Group— Summary. by Map Unit— Riverside County, Coachella Valley Area, California (CA680) :! Map unit symbol Map unit name Rating Acres in AOI Percent of AOI CpA Coachella fine sand, 0 to 2 percent slopes A I 126.3 13.5% GbA Gilman fine sandy loam, 0 to 2 percent slopes B 646.51 69.1% GcA Gilman fine sandy loam, wet, 0 to 2 percent slopes i B 0.2 0.0% GeA Gilman silt loam, 0 to 2 percent slopes i B 12.5 j 1.3% I Ip Indio fine sandy loam B 52.01 5.6% Ir Indio fine sandy loam, wet B 1.4 0.1% Is Indio very fine sandy loam B 47.4 i 5.1% MaB Myoma fine sand, 0 to 5 percent slopes A 46.91 5.0% W Water 2.2 0.2% Totals for Area of Interest 935.41 100.0% DA Natural Resources Web Soil Survey 1/4/2013 � Conservation Service National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group — Riverside County, Coachella Valley Area, California GRIFFIN RANCH Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long- duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B /D, and C /D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B /D, or C /D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff., None Specified Tie -break Rule: Higher USDA Natural Resources Web Soil Survey 1/4/2013 Conservation Service National Cooperative Soil Survey Page 4 of 4 Griffin Ranch — Tract 34642 Hydrology & Hydraulics Report • Appendix D NOAA Atlas 14 RCFCD Reference Plates 0 Precipitation Frequency Data Server NOAA Atlas 14, Volume 6, Version 2 r•° ,� •p Location name: La Quinta, California, US* Coordinates: 33.6556, - 116.2353 Elevation: -27ft* - source: Google Maps wi POINT PRECIPITATION FREQUENCY ESTIMATES Senja Perica, Sarah Dietz, Sarah Helm, Ullian Hiner, Kazungu Maitaria, Deborah Martin, Sandra Pavlovic, Ishani Roy, Carl Trypaluk, Dale Unruh, Fenglin Yen, Michael Yekta, Tan Zhao, Geoffrey Bonnin, Daniel Brewer, U -Chuan Chen, Tye Parzybok, John Yarchoan NOAH, National Weather Service, Silver Spring, Maryland PF tabular I PF graphical I Maps & aerials • • PF tabular PDS -based point precipitation frequency estimates with 90% confidence intervals (in inches)' Average recurrence interval(years) Duration 1 ����������� 2 5 10 25 50 100 200 500 1000 0.063 0.098 0149 0.195 0.263 0.322 0.387 0.461 0.574 0.674 5 -min (0.053 - 0.076) (0.082 - 0.119) (0.124 - 0.181) (0.161 - 0.239) (0.210 - 0.334) (0.251 - 0.417) (0.295 - 0.514) (0.341 - 0.630) (0.407 - 0.819) (0.461 - 0.996) 0.090 0.141 0.214 0.279 0.378 0.462 0.555 0.661 0.823 0.967 10-min (0.075 - 0.109) (0.116 - 0.171) 0.170 (0.178 - 0.260) 0.259 (0.230 - 0.342) 0.338 (0.301 - 0.479) 0.457 (0.360 - 0.598) 0.558 (0.422 -0.737 )1(0.489 0.671 - 0.904) 0.800 (0.583 -1.17) 0.995 (0.661 -1.43) 1.17 0.109 15 -min (0.091 - 0.132) (0.142 - 0.206) (0.215 - 0.315) (0.279 - 0.414) (0.364- 0.579) (0.435 - 0.723) (0.511 - 0.892) (0.591 -1.09) (0.705 -1.42) (0.799 -1.73) 0.157 0.245 0.372 0.486 -0.65-6--I 0.802 0.965 1.15 1.43 1.68 30 -mtn 1(0.131-0.190)1(0.204-0.297)1(0.310-0.452)1(0.400-0.595) 0.343 (0.286 - 0.416) 0.522 (0.434 - 0.633) 0.680 (0.561 - 0.833) (0.523 - 0.832) 0.920 , (0.733 -1.17) (0.626 -1.04) (0.734 -1.28) (0.849 -1.57) (1.01 -2.04) (1.15 -2.48) 60 -min 0.220 (0.184 - 0.266) 1.12 (0.877 -1.46) 1.35 1.03 -1.80 1.61 (1.19 -2.20) 2.01 (1.42 -2.66) 2.35 (1.61 -3.48) 0.305 0.452 0.671 -O-.8-7l-7F-1.1 - 1.18 1.45 1.75 -2.10--1F-2-.-64--T-3-.12---j 2 -hr 1(0.255-0,369)11(0.377-0.547)11(0.558-0.814)1(0.718-1.07) .871 (0.940 -1.50) (1.13 -1.88) (1.33 -2.33) 1 (1.55 -2.88) (1.87 -3.77) (2.13 -4.61) 0.369 0.536 0.789 -I.-02---Jr--l.-39---]F 1.71 2.08 2.51 3.17 3.76 3 -hr 1(0.308-0.446)1(0.447-0.649)1(0.656-0.958)1(0.843-1.25) 1 (1.11 -1.76) 1 (1.33 -2.22) 1.58 -2.76 (1.85 -3.42) (2.24 -4.52) (2.57 -5.55) 0.487 0.701 1.03 1.33 1.81 2.23 329 --4.1-8--j 4.98 6 -hr 1(0.407-0.590)1(0.585-0.849)1(0.854-1.25) 1 (1.10 -1.63) 1 (1.44 -2.29) 1 (1.74 -2.89) 2.07 -3.61 (2.43 -4.49) 11 (2.96 -5.96) (3.40 -7.35) 0.586 0.863 1.28 1.66 2.26 2.78 3.37 4.06 5.13 6.08 12 -hr 1(0.490-0.709)1(0.720-1.05) (1.06 -1.55) (1.37 -2.03) (1.80 -2.86) (2.17 -3.60) (2.57 -4.48) (3.00 -5.55) (3.63 -7.32) (4.16 -8.98) 24 -hr 0.736 1(0.652-0.849)1(0.987-1.29) 1.12 1.68 2.18 (1.48 -1.94) (1.91 -2.55) 2.95 (2.50 -3.56) 3.62 (3.01 -4.45) 4.37 3.54 -5.49 5.21 (4.12 -6.74) 6.50 1 (4.94 -8.75) 7.63 1 (5.60 -10.6) 0.848 1.31 1.97 2.56 3.44 4.19 5.01 5.94 7.32 8.49 2 -day (0.751 - 0.978) (1.15 -1.51) 1 (1.74 -2.28) 1 (2.24 -2.99) (2.92 -4.14) (3.48 -5.15) 1 (4.07 -6.31) 1 (4.69 -7.67) 1 (5.55 -9.84) 1 (6.24 -11.8) 0.910 1.41 2.13 2.76 3.70 4.49 5.36 6.33 7.76 8.98 3 -da y (0.806 -1.05) 1 (1.25 -1.63) 1 (1.87 -2.46) 1 (2.41 -3.22) 1 (3.14 -4.46) 1 (3.73 -5.52) 1 (4.35 -6.75) 1 (5.00 -8.18) 1 (5.89 -10.4) 1 (6.59 -12.5) 0.963 1.49 2.25 2.92 3.90 4.73 5.64 6.64 8.13 4-day 9.39 (0.852 -1.11) 1 (1.32 -1.72) 1 (1.98 -2.60) (2.55 -3.40) (3.31 -4.70) (3.93 -5.82) 1 (4.57 -7.09) (5.25 -8.58) 1 (6.17 -10.9) 1 (6.89 -13.0) 1.02 1.58 2.37 3.06 4.09 4.95 5.88 6.91 8.43 9.70 7 -day (0.905 -1.18) 1 (1.39 -1.82) 1 (2.09 -2.74) (2.68 -3.58) (3.47 -4.93) (4.11 -6.08) 1 (4.77 -7.40) (5.46 -8.93) 1 (6.39 -11.3) 1 (7.12 -13.5) 1.05 1.62 2.44 3.15 4.20 5.07 6.02 7.07 8.61 9.90 10 -day (0.932 -1.22) 1 (1.43 -1.87) 1 (2.15 -2.82) 1 (2.75 -3.67) 1 (3.56 -5.06) 1 (4.21 -6.23) 1 (4.89 -7.58) 1 (5.58 -9.14) 1 (6.53 -11.6) 1 (7.26 -13.8) 257- 1.75 2.64 3.42 4.57 5.52 6.54 7.67 9.30 101 20 -da y (0.994 -1.30) 1 (1.55 -2.02) 1 (2.33 -3.06) 1 (2.99 -3.99) 1 (3.87 -5.50) (4.58 -6.78) (5.31 -8.23) 1 (6.05 -9.91) (7.06 -12.5) (7.82 -14.8) 1.17 1.86 2.84 3.69 4.95 5.99 7.11 8.33 10.1 11.5 30 -day (1.04 -1.35) (1.64 -2.14) (2.50 -3.28) (3.23 -4.31) (4.20 -5.97) (4.98 -7.37) (5.77 -8.94) (6.58 -10.8) (7.65 -13.6) (8.46 -16.0 1.27 2.04 3.15 4.13 5.56 6.75 8.01 9.38 11.4 13.0 45 -da y (1.12 -1.46) (1.81 -2.36) (2.78 -3.65) (3.61 -4.82) (4.71 -6,70) (5.60 -8.29) (6.50- 10.1) (7.41 -12.1) (8.61 -15.3) (9.51 -18.0) 1.34 2.18 3.40 4.47 6.04 --1F--7-.34----T-8--.7-3--jr- 7.34 8.73 10.2 12.4 14.1 60•day (1.18 -1.54) (1.93 -2.52) (3.00 -3.94) (3.91 -5.22) (5.12 -7.27) (6.09 -9.02) (7.08 -11.0) (8.07 -13.2) (9.38 -16.6) (10.3 -19.6) Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5 %. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. http: //hdsc.nws.noaa. gov/hdsc /pfds /pfds _printpagp.html ?lat =33.65 56 &lon=- 116.23 53 &data... 1/4/2013 NOAA ATLAS 14 INTENSITY - DURATION WORKSHEET PROJECT NAME GRIFFIN RANCH - TR 34642 PROJECT NUMBER 1721 INTENSITY DEPTH STORM EVENT 100 yr - -- - -- -- -- DATE: April 3, 2013 10 - 0.55 DATA FROM NOAA ATLAS 14 2.68 MINUTES RAINFALL RAINFALL 0.77 25 INTENSITY DEPTH 30 1.87 (in/hr) in 1.73 5 4.64 0.39 1.07 45 10 3.33 0.56 1.43 1.19 15 2.68 0.67 60 1.30 30 1.93 0.97 1.35 70 60 1.35 1.35 1.16 1.45 120 0.88 1.75 85 10.00 - I 1.00 y= 1.0. fix. •s I • i I i I I 0.10 INTENSITY VALUES FROM GRAPH CONSTANT FROM GRAPH F 10.96 EXPONENT FROM GRAPH 0.52 MINUTES RAINFALL RAINFALL INTENSITY DEPTH (in/hr) (in) 5 4.75 0.40 10 3.31 0.55 15 2.68 0.67 20 2.31 0.77 25 2.06 0.86 30 1.87 0.93 35 1.73 1.01 40 1.61 1.07 45 1.51 1.14 50 1.43 1.19 55 1.36 1.25 60 1.30 1.30 65 1.25 1.35 70 1.20 1.40 75 1.16 1.45 80 1.12 1.50 85 1.09 1.54 90 1.06 1.58 95 1.03 1.63 100 1.00 1.67 105 0.97 1.71 110 0.95 1.74 115 0.93 1.78 120 0.91 1.82 • • CJ RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL -COVER COMPLEXES FOR PERVIOUS AREAS -AMC II Cover Type (3) Quality of Cover (2) Soil Group A I B I C D NATURAL COVERS - Barren 78 86 91 93 (Rockland, eroded and graded land) Chaparrel, Broadleaf Poor 53 70 90 85 (Manzonita, ceanothus and scrub oak) Fair 40 63 75 81 Good 31 57 71 78 Chaparrel, Narrowleaf Poor 71 82 88 91 (Chamise and redshank) Fair 55 72 81 86 Grass, Annual or Perennial Poor 67 78 86 89 Fair 50 69 79 84 Good 38 61 74 80 Meadows or Cienegas Poor 63 77 85 88 (Areas with seasonally high water table, Fair 51 70 80 84 principal vegetation is sod forming grass) Good 30 58 72 78 Open Brush Poor 62 76 84 88 (Soft wood shrubs - buckwheat, sage, etc.) Fair 46 66 77 83 Good 41 63 75 81 Woodland Poor 45 66 77 83 (Coniferous or broadleaf trees predominate. Fair 36 60 73 79 Canopy density is at least 50 percent) Good 28 55 70 77 Woodland, Grass Poor 57 73 82 86 (Coniferous or broadleaf trees with canopy Fair 44 65 77 82 density from 20 to 50 percent) Good 33 58 72 79 URBAN COVERS - Residential or Commercial Landscaping Good 32 69 75 56 (Lawn, shrubs, etc.) Turf Poor 58 74 83 87 (Irrigated and mowed grass) Fair 44 65 77 82 Good 33 58 72 79 AGRICULTURAL COVERS - Fallow 76 85 90 92 (Land plowed but not tilled or seeded) R C F C a W C D RUNOFF INDEX NUMBERS HYDROLOGY MANUAL FOR PERVIOUS AREAS PLATE E-6.1 (I of 2) RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL -COVER COMPLEXES FOR PERVIOUS AREAS -AMC II Quality of Soil Group A B C I D Cover Type (3) Cover (2) AGRICULTURAL COVERS (cont.) - Legumes, Close Seeded Poor 66 77 85 89 (Alfalfa, sweetclover, timothy, etc.) Good 58 72 81 85 Orchards, Deciduous See Not 4 (Apples, apricots, pears, walnuts, etc.) Orchards, Evergreen Poor 57 73 82 86 (Citrus, avocados, etc.) Fair 44 65 77 82 Good 33 58 72 79 Pasture, Dryland Poor 67 78 86 89 (Annual grasses) Fair 50 69 79 84 Good 38 61 74 80 Pasture, Irrigated Poor 58 74 83 87 (Legumes and perennial grass) Fair 44 65 77 82 Good 33 58 72 79 Row Crops Poor 72 81 88 91 (Field crops - tomatoes, sugar beets, etc.) Good 67 78 85 89 Small Grain Poor 65 76 84 88 (Wheat, oats, barley, etc.) Good 63 75 83 87 Vineyard ISee Note 4 Notes: 1. All runoff index (RI) numbers are for Antecedent Moisture Condition (AMC) II. 2. Quality of cover definitions: Poor- Heavily grazed or regularly burned areas. Less than 50 per- cent of the ground surface is protected by plant cover or brush and tree canopy. Fair - Moderate cover with 50 percent to 75 percent of the ground sur- face protected. Good -Heavy or dense cover with more than 75 percent of the ground surface protected. 3. See Plate C -2 for a detailed description of cover types. 4. Use runoff index numbers based on ground cover type. See discussion under "Cover Type Descriptions" on Plate C -2. 5. Reference Bibliography item 17. R C F C a W C D RUNOFF INDEX NUMBERS FOR - IYDROL OGY AiIANUAL PERVIOUS AREAS PLATE E -6.1 (2of 2) ACTUAL IMPERVIOUS COVER Recommended Value .Land Use (1) Range- Percent For Average Conditions- Percent(2 Natural or Agriculture 0 - 10 0 Single Family Residential: (3) 40,000 S. F. (1 Acre) Lots 10 - 25 20 20,000 S. F. (� Acre) Lots 30 - 45 40 7,200 - 10,000 S. F. Lots 45 - 55 50 Multiple Family Residential: Condominiums 45 - 70 65 Apartments 65 - 90 80 Mobile Home Park 60 - 85 75 Commercial, Downtown I 80 -100 I 90 Business or Industrial Notes: 1. Land use should be based on ultimate development of the watershed. Long range master plans for the County and incorporated cities should be reviewed to insure reasonable land use assumptions. 2. Recommended values are based on average conditions which may not apply to a particular study area. The percentage impervious may vary greatly even on comparable sized lots due to differences in dwelling size, improvements, etc. Landscape practices should also be considered as it is common in some areas to use ornamental grav- els underlain by impervious plastic materials in place of lawns and shrubs. A field investigation of a study area should always be made, and a review of aerial photos, where available may assist in estimat- ing the percentage of impervious cover in developed areas. 3. For typical horse ranch subdivisions increase impervious area 5 per- cent over the values recommended in the table above. RCFC a WCD r-JYDROLOGY MANUAL IMPERVIOUS COVER FOR DEVELOPED AREAS PLATE E -6.3 Griffin Ranch — Tract 34642 Hydrology & Hydraulics Report • Appendix E Sladden Engineering — Soils Update Letter 0 .7 Sladden Engineering • 77 -725 Enfleld Lane, Suite 100, Palm Desert, CA 92211 (760) 772 -3893 Fax (760) 772 -3895 6782 Stanton Ave., Suite A, Bucna Park, CA 90621 (714) 523 -0952 Fax (714) 523 -1369 450 Egan Avenue, Beaumont, CA 92223 (951) 845 -7743 Fax (951) 845 -8863 15438 Cholame Road, Suitc A, Victorville, CA 92392 (760)962 -1868 Fax (760) 962 -1878 May 3, 2007 Project No. 544 -1402 07- 06-430 Trans West Housing 47 -120 Dune Palms Road, Suite C La Quinta, California 92253 Attention: Ms. Marty Butler Project Griffin Ranch Saddle Club SWC of Monroe Street and Avenue 54 La Quinta, California Subject: On -Site Storm Water Retention Considerations This memo has been prepared to provide a brief summary of our recent discussions with Mr. Bruce Kassler of MSA Consulting regarding the design of on -site storm water retention basins for • the Griffin Ranch Saddle Club. The storm water runoff will be stored in shallow retention basins that will also be utilized as pasture areas. Because the basins will also be utilized for horse pasturing, the design consists of shallow (generally less than 1 foot in depth) and level basins. The majority of the nuisance water will be collected within drywells located within various locations. It is our understanding, that the basins have been sized based upon a zero percolation rate and the drywells will be used for long -term dissipation of significant storm water events. Although a zero percolation rate was used in the sizing of the basins for the storage of storm water runoff, previous testing did indicate reasonable infiltration rates for the surface soil. The minimal amounts of storm water remaining on the surface due to the level slope should be expected to infiltrate into the basin surface fairly rapidly. Significant sloping towards the drywells is in our opinion unnecessary If you have questions regarding this memo, please do not hesitate to call, Respectfully submitted, SLADDEN ENGINEERING Brett L. Anderson Principal Engineer Letter /pc Copies: 2/Trans West Housing 2/MSA Consulting • Griffin Ranch — Tract 34642 Hydrology & Hydraulics Report • Appendix F Proposed Land Use Summary Worksheets 0 0 GRIFFIN RANCH - 40 ACRE • MSA JOB #1721 PROPOSED LAND USE AREAS - SYNTHETIC UNIT April 10, 2013 HYDROLOGIC SOIL GROUP B DRAINAGE AREA AREA IMPERVIOUS 1/4 ACRE LOTS OPEN SPACE TOTAL RI =56 RI =56 RI =56 (acres) (acres) (acres) (acres) PROJECT SITE 8.193 24.507 7.954 40.654 AREA RECONCILIATION SURVEY BOUNDARY AREAS PROJECT AREA - SURVEYED BOUNDARY 45.776 ADD: 1.888 SUBTRACT: 7.010 TOTAL HYDRO AREA 40.654 • • GRIFFIN RANCH - TRACT 34642 MSA JOB #1721 PROPOSED LAND USE AREAS - RATIONAL METHOD April 10, 2013 DRAINAGE LENGTH HIGH LOW STREETS AREA PERVIOUS NODE ELEVATION NODE ELEVATION 1/4 ACRE DECIMAL Ai =10% Ai =100% LOTS (acres) (acres) (acres) (acres) Ai =50% (ft) 0.86 (ft) 2.15 (ft) (acres) A.01 1,000 ft 100 480.1 ft 110 470.8 ft 4.29 A.02 965 ft 110 470.8 ft 130 466.0 ft 6.19 A.03 550 ft 120 470.4 ft 130 466.0 ft 2.16 SUBTOTAL 0.91 0.41 0.07 0.46 1.25 12.64 B.01 245 ft 200 468.9 ft 220 466.2 ft 0.75 B.02 450 ft 210 469.1 ft 220 466.2 ft 1.56 SUBTOTAL 0.63 2.35 1.72 4.07 0.42 2.31 C.01 1,000 ft 300 474.4 ft 330 466.1 ft 4.88 C.02 780 ft 310 472.3 ft 330 466.1 ft 3.44 C.03 330 ft 320 469.1 ft 330 466.1 ft 1.24 SUBTOTAL 0.40 1.05 1.29 1.40 0.95 9.56 D.01 840 ft 400 478.0 ft 410 472.9 ft 0.00 D.02 390 ft 410 472.9 ft 420 470.5 ft 0.00 SUBTOTAL 20.70 14.57 35.27 0.41 5.38 0.00 E.01 600 ft 500 470.5 ft 510 468.0 ft 0.00 F.01 630 ft 600 468.0 ft 610 465.6 ft 0.00 TOTAL 24.51 ADD: BASIN AREA 0.00 TOTAL AREA 24.51 RATIONAL INPUT OPEN STREETS IMPERVIOUS PERVIOUS TOTAL Ap SPACE HARDSCAPE DECIMAL Ai =10% Ai =100% (acres) (acres) (acres) (acres) (acres) 0.00 0.86 3.01 2.15 5.15 0.42 0.00 1.39 4.49 3.10 7.58 0.41 0.04 0.70 1.78 1.12 2.90 0.38 0.04 2.95 9.27 6.36 15.63 0.41 0.00 0.16 0.54 0.38 0.91 0.41 0.07 0.46 1.25 0.84 2.09 0.40 0.07 0.62 1.78 1.22 3.00 0.41 0.00 0.90 3.34 2.44 5.78 0.42 0.00 0.63 2.35 1.72 4.07 0.42 0.00 0.22 0.84 0.62 1.46 0.42 0.00 1.75 6.53 4.78 11.31 0.42 0.68 0.82 0.89 0.61 1.50 0.41 0.37 0.47 0.51 0.33 0.84 0.40 1.05 1.29 1.40 0.95 2.34 0.40 0.70 0.65 0.72 0.63 1.35 0.47 0.71 0.93 1.00 0.64 1.64 0.39 2.57 8.19 20.70 14.57 35.27 0.41 5.38 0.00 5.38 7.95 8.19 40.65 GRIFFIN RANCH - TRACT 34647 STORM DRAIN LINE 130 April 10, 2013 100 YEAR STORM Flow to C82 External Piped Flow Flow to Inlet Total Intercepted Flow Flow to C83 External Piped Flow Flow to Inlet Total Intercepted Flow TOTALS - LINE 130 10 YEAR STORM Flow to C82 External Piped Flow Flow to Inlet Total Intercepted Flow Flow to C83 External Piped Flow Flow to Inlet Total Intercepted Flow TOTALS - LINE 130 DRAINAGE DATA FROM RATIONAL RUNS STORM CAD INPUT STORM CAD RESULTS AREA Q100 Tc Intensity Composite Area 0100 Tc Intensity Composite Intercepted External System System System System Flow Runoff Intercepted Runoff CA CA CA Tc Intensity (ds) (min) (in/hr) Coefficient (acres) (ds) (min) (in/hr) Coefficient (acres) (acres) (acres) (min) (in/hr) (ds) 0.000 DA -A 15.018 22.189 2.265 0.848 7.815 15.018 22.189 2.265 0.6417 6.578 ' - 7.815 6.678 22.189 2.265 15.018 0.000 • DA -A 15.018 22.189 2.265 0.848 7.815 15.018 22189 2.265 0.8417 6.578 7.815 6.578 22.189 2.265 15.018 15.630 13.155 0.000 13.155 DRAINAGE DATA FROM RATIONAL RUNS STORM CAD INPUT STORM CAD RESULTS AREA Q100 Tc ' Intensity Composite Area Q100 Tc Intensity Composite Intercepted External System System System System Flow Runoff Intercepted Runoff CA CA CA Tc Intensity (ds) (min) ( in/hr) Coefficient (acres) (ds) (min) (in/hr) Coefficient (acres) (acres) (acres) (min) ( in/hr) (ds) 0.000 DA -A 7.769 23.371 1.236 0.804 7.815 7.769 23.371 1.236 0.7979 6.236 7.815 6.236 23.371 1.236 7.769 0.000 DA -A 7.769 23.371 1.236 0.804 7.815 7.769 23.371 1.236 0.7979 6.236 7.815 6.236 23.371 1.236 7.769 15.630 12.471 0.000 12.471 GRIFFIN RANCH - TRACT 34642 STORM DRAIN LINE 220 April 10, 2013 100 YEAR STORM DRAINAGE DATA FROM RATIONAL RUNS STORM CAD INPUT STORM CAD RESULTS AREA Q100 Tc Intensity Composite Area Q100 Tc Intensity Composite Intercepted External System System System System Flow Runoff Intercepted Runoff CA CA CA Tc Intensity (cfs) (min) (in/hr) Coefficient (acres) (ds) (min) (in/hr) Coefficient (acres) (acres) (acres) (min) (in/hr) (cfs) Flow to CB6 External Piped Flow 0.000 Flow to Inlet DA-C 12.247 15.675 2.713 0.798 5.655 12.247 15.675 2.713 0.7919 4.478 Total Intercepted Flow 5.656 4.478 16.676 2.713 12.247 Flow to CB7 External Piped Flow 0.000 Flow to Inlet DA-C 12.247 15.675 2.713 0.798 5.655 12.247 15.675 2.713 0.7919 4.478 Total Intercepted Flow 5.665 4.478 15.675 2.713 12.247 TOTALS - LINE 220 11.310 8.956 0.000 8.956 10 YEAR STORM DRAINAGE DATA FROM RATIONAL RUNS STORM CAD INPUT STORM CAD RESULTS AREA Q100 Tc Intensity Composite Area Q100 Tc Intensity Composite Intercepted External System System System System Flow Runoff Intercepted Runoff CA CA CA Tc Intensity (cfs) (min) (in/hr) Coefficient (acres) (cfs) (min) (in/hr) Coefficient (acres) (acres) (acres) (min) (in/hr) We) Flow to C86 External Piped Flow 0.000 Flow to Inlet DA-C 6.457 15.675 1.522 0.750 5.655 6.457 15.675 1.522 0.7442 4.208 Total Intercepted Flow 5.655 4.208 15.675 1.522 6.457 Flow to CB7 External Piped Flow 0.000 Flow to Inlet DA-C 6.457 15.675 1.522 0.750 5.655 6.457 15.675 1.522 0.7442 4.206 Total Intercepted Flow 5.655 4.208 15.675 1.522 6.457 TOTALS - LINE 220 11.310 8.417 0.000 8.417 GRIFFIN RANCH - TRACT 34642 STORM DRAIN LINE 470 April10,2013 100 YEAR STORM DRAINAGE DATA FROM RATIONAL RUNS STORM CAD INPUT STORM CAD RESULTS AREA 0100 Tc Intensity Composite Area 0100 Tc Intensity Composite Intercepted External System System System System Flow Runoff Intercepted Runoff CA CA CA Tc Intensity (cfs) (min) (in /hr) Coefficient (acres) (cfs) (min) ( in/hr) Coefficient (acres) (acres) (acres) (min) (in/hr) (ds) Flow to CB4 External Piped Flow 0.000 Flow to Inlet DA -B 3.818 11.896 3.132 0.8126 1.500 3.818 11.896. 3.132 0.8061 1.209 Total Intercepted Flow 1.500 - 1.209 11.896 3.132 3.82 Flow to CBS External Piped Flow 0.000 Flow to Inlet DA -B 3.818 11.896 3.132 0.8126 1.500 3.818 11.896 3.132 0.8061 1.209 Total Intercepted Flow 1.500 1.209 11.896 3.132 3.82 Flow to CB8 External Piped Flow 0.000 Flow to Inlet DA -D 4.918 18.600 2.482 0.8468 2.340 4.918 18.600 2.482 0.8401 1.966 Total Intercepted Flow 2.340 1.966 18.600 2.482 4.92 Flow to CB -9 - External Piped Flow 0.000 Flow to Inlet DA -E 2.947 14.924 2.783 0.7844 1.350 2.947 14.924 2.783 0.7782 1.051 Total Intercepted Flow 1.350 1.051 14.924 2.783 2.95 Flow to CB -10 External Piped Flow 0.000 Flow to Inlet DA -F 3.650 15.065 2.770 0.8035 1.640 3.650 15.065 2.770 0.7971 1.307 Total Intercepted Flow 1.640 1.307 15.065 2.770 3.65 TOTALS 8.330 6.742 0.000 6.742 10 YEAR STORM DRAINAGE DATA FROM RATIONAL RUNS STORM CAD INPUT STORM CAD RESULTS AREA 0100 Tc Intensity Composite Area 0100 Tc Intensity Composite Intercepted External System System System System Flow Runoff Intercepted Runoff CA CA CA Tc Intensity (cfs) (min) (in /hr) Coefficient (acres) (cfs) (min) (,n/hr) Coefficient (acres) (acres) (acres) (min) (in/hr) (ds) Flow to CB4 External Piped Flow ' 0.000 Flow to Inlet DA -B 2.027 11.896 1.757 0.7689 1.500 2.027 11.896 1.757 0.7628 1.144 Total Intercepted Flow 1.500 1.144 11.896 1.757 2.03 Flow to CBS External Piped Flow 0.000 Flow to Inlet DA -B 2.027 11.896 1.757 0.7689 1.500 2.027 11.896 1.757 0.7628 1.144 Total Intercepted Flow _ 1.500 1.144 11.896 1.757 2.03 Flow to CB8 External Piped Flow 0.000 Flow to Inlet DA -D 2.580 19.100 1.373 0.8030 2.340 2.580 19.100 1.373 0.7967 1.864 Total Intercepted Flow 2.340 1.864 19.100 1.373 2.58 Flow to C8-9 External Piped Flow 0.000 Flow to Inlet DA -E 1.539 14.924 1.561 0.7303 1.350 1.539 14.924 1.561 0.7245 0.978 Total Intercepted Flow 1.350 0.978 14.924 1.561 1.54 Flow to CB40 External Piped Flow 0.000 Flow to Inlet DA -F 1.933 15.065 1.554 0.7585 1.640 1.933 15.065 1.554 0.7524 1.234 Total Intercepted Flow 1.640 1.234 15.065 1.554 1.93 TOTALS 8.330 6.365 0.000 6.365 Griffin Ranch — Tract 34642 Hydrology & Hydraulics Report • Appendix G RCFCD Synthetic Unit (Shortcut Method) Hydrographs 0 • RCFCD SYNTHETIC UNIT HYDROGRAPH - SHORTCUT METHOD DATA INPUT SHEET DATE Au ust 20, 2013 460.0 ft 36,855 sf WORKSHEET PREPARED BY: DLS 462.0 ft 67,735 sf PROJECT NAME 89,760 sf 464.0 ft 105,850 sf GRIFFIN RANCH - TR 34642 : 123,930 sf PROJECT NUMBER 1721 CONCENTRATION POINT DESIGNATION IBASIN AREA DESIGNATION ISITE AMC NUMBER 2 Low Loss Conditions: X= Existing; D= Developed; BS= Retention AREA SOIL TRIBUTARY AREAS ACRES LOW LOSS RI DESIG GROUP CONDITION NUMBER 2 B PAVING /HARDSCAPE 8.19 D 56 5 B SF - 1/4 ACRE 24.51 D 56 9 B LANDSCAPING 7.95 D 56 • LENGTH OF WATERCOURSE (L) LENGTH TO POINT OPPOSITE CENTROID (Lea) ELEVATION OF HEADWATER ELEVATION OF CONCENTRATION POINT AVERAGE MANNINGS'N' VALUE STORM FREQUENCY (YEAR) LOW LOSS RATE (100 YEAR STORM ONLY) POINT RAIN FROM NOAA ATLAS 1 -HOUR 3-HOUR 6-HOUR 24 -HOUR BASIN CHARACTERISTICS PERCOLATION RATE (in/hr) DRYWELL DATA NUMBER USED PERCOLATION RATE LOWEST FLOWLINE ELEVATION LOWEST PAD ELEVATION C7 2,215 ft 1,110 ft 480.1 ft 465.0 ft 0.02 100 85 %, 14 1.35 in 2.08 in 2.72 in 4.37 in FI FVATInN AREA 459.0 ft 25,815 sf 460.0 ft 36,855 sf 461.0 It 50.130 sf 462.0 ft 67,735 sf 463.0 It 89,760 sf 464.0 ft 105,850 sf 465.0 ft : 123,930 sf 0.5 in/hr 3 0.15 cfs 465.5 468.1 AMC II INFILTRATION IMPERVIOUS RATE PERCENT 0.51 1.00 0.51 0.50 0.51 0.10 Data Input Sheet Page 1 of 13 RCFC & WCD G"i 92@[L @ @v [WQDOMp(L SYNTHETIC UNIT HYDROGRAPH METHOD BASIC DATA CALCULATION FORM I - PROJECT: GRIFFIN RANCH - TR 34642 Job No.: 1721 BY: DLS DATE: 8/20/13 PHYSICAL DATA 1 CONCENTRATION POINT BASIN 1`21 AREA DESIGNATION SITE [31 AREA - ACRES 40.65 4 L -FEET 2215 5 L -MILES 0.420 6 La -FEET 1110.00 424,162 9.74 La -MILES 0.210 [81 ELEVATION OF HEADWATER 480.1 9 ELEVATION OF CONCENTRATION POINT 465 10 H -FEET 15.1 11 S- FEET/MILE 36.0 [121 SA0.5 6.00 13 L- LCA/SA0.5 0.015 14 AVERAGE MANNINGS'N' 0.02 [151 LAG TIME -HOURS 0.10 16 LAG TIME - MINUTES 5.8 [171100% OF LAG- MINUTES 5.8 [18] 200% OF LAG- MINUTES 11.6 RAINFALL DATA [1] AMC II [2] FREQUENCY -YEARS 100 FROM NOAA ATLAS 14 [3] STORM DURATION: Point Rain 1 -HOUR 1.35 in 3-HOUR 2.08 in 6-HOUR 2.72 in 24 -HOUR 4.37 in STORM EVENT SUMMARY STORM DURATION 1 -HOUR 3 -HOUR 6 -HOUR 24 -HOUR EFFECTIVE RAIN (in) 1.08 1.28 1.29 1.3 FLOOD VOLUME (cu -ft) acre -ft) 159,355 3.66 189,101 4.34 190,044 4.36 194,7 4.47 REQUIRED STORAGE (cu -ft) (acre -ft) FACTOR OF SAFETY 155,842 3.58 2.72 178,716 4.10 1 2.37 171,510 3.94 1 2.47 141,129 3.24 1 3.01 STORAGE PROVIDED (cu -ft) (acre -ft) 424,162 9.74 PEAK FLOW (cfs) n/a 1 72.831 63.851 14.83 MAXIMUM WSEL (ft) DEPTH ft 462.291 3.291 462.681 3.681 462.49 3.49 462.10 3.10 LOWEST FLOWLINE ELEVATION DIFFERENCE (ft) 465.50 3.21 1 2.92 1 3.01 3.40 LOWEST PAD ELEVATION DIFFERENCE (ft) 468.10 5.81 5.52 5.61 6.00 ESTIMATED TIME TO DEWATER BASIN Based on Total Flood Volume & vera a Percolation Rate (days) 1.9 2.2 2.5 2.3 NOTE: PEAK FLOW FOR THE 1 -HOUR STORM IS NOT REPRESENTATIVE. PER RCFCD PEAK DISCHARGES FROM THE 3 -HOUR STORM SHOULD NORMALLY COMPARE WELL WITH RATIONAL PEAKS. Plate E -2.1 Page 2 of 13 • • • RCFC & WCD NMrRi 0d @@,Y SYNTHETIC UNIT HYDROGRAPH METHOD BASIC DATA CALCULATION FORM AMC II PROJECT: GRIFFIN RANCH - TR 34642 Job No.: 1721 BY: DLS DATE: 8/20/13 AVERAGE ADJUSTED LOSS RATE SOIL GROUP Plate C -1 LAND USE RI NUMBER Plate E -6.1 PERVIOUS AREA INFILTRATION RATE (in/hr) Plate E -6.2 DECIMAL PERCENT OF AREA IMPERVIOUS Plate E -6.3 ADJUSTED INFILTRATION RATE (in /hr) AREA AREA WEIGHTED AVERAGE MAX AVERAGE ADJUSTED INFILTRATION RATE ( in/hr) LOW LOSS CONDITION LOW LOSS RATE PER RCFC /2322 MIN AVERAGE ADJUSTED INFILTRATION RATE B PAVING /HARDSCAPE 56 0.51 100% 0.05 8.19 0.202 0.0103 DEVELOPED 0.1000 0.0202 B SF- 1/4 ACRE 56 0.51 50% 0.28 24.51 0.603 0.1691 DEVELOPED 0.5000 0.3014 B LANDSCAPING 56 0.51 10% 0.46 7.95 0.196 0.0908 DEVELOPED 0.8200 0.1604 SUM 40.65 SUM 0.2702 1 0.4820 VARIABLE LOSS RATE CURVE 24 -HOUR STORM ONLY) Fm= 0.135085206 NOTE: Low loss rates established per RCFC/2322 (Dated: May30 -95) C= 0.00250 For Storms Less than the 100 Year Event Fi= C(24 -(T 160))`1.55 +F, = 0.00250 (24- (7/60))`1.55 + 0.14 in/hr Undeveloped Condition: Low Loss = 90% CONSTANT LOSS RATE (3 & 6 HOUR STORMS) = 0.2702 Developed Condition: Low Loss = 0.9 - (0.8' %impervious) LOW LOSS RATE = 0.8500 Basin Site: Low Loss =10% Where: For 100 Year Storm - Low Loss should be between 80% & 90% T =Time in minutes. To get an average value for each unit time period, Use T =1/2 the unit time for the first time period, of the Rainfall Rate T =1 12 unit time for the second period, etc. Plate E -2.1 Page 3 of 13 RCFC & WCD EFFECTIVE RAIN 1.08 in FLOOD VOLUME SYNTHETIC UNIT HYDROGRAPH METHOD FLOOD VOLUME PROJECT: GRIFFIN RANCH -TR 34642 3.58 ac-ft rNi V@Q @[, @ ®V 155,842 cu -ft AX WSEL 462.29 It PEAK FLOW RATE SHORTCUT METHOD VERAGE PERCOLATION RATE 58.56 cuft/min Job No.: 1721 Imo° bu d 1 -HOUR STORM BY: DLS DATE 8/20/13 UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 40.65 Basin Percolation Rate 0.5 in/hr UNIT TIME-MINUTES 5 LAG TIME - MINUTES 5.79 Maxwell Drywells UNIT TIME - PERCENT OF LAG 86.3 Number 3 TOTAL ADJUSTED STORM RAIN- INCHES 1.35 Drywall Percolation Rate 0.15 ds 27.00 cfrn CONSTANT LOSS RATE - in/hr 0.27 LOW LOSS RATE - PERCENT 85.00% Unit Time Time Pattern Storm Loss Rate Effective Flood Volume Basin Percolation Percolation Total In Basin Period Minutes Hours Percent Rain Rain Hydrograph In Volume Area Out Basin WSEL inthr Inthr Flow Plate E -5.9 Max Low in/hr ds cu -ft cu-ft sf cu-ft cu-ft ac -ft ft 1 5 0.08 3.6 0.58 0.27 0.50 0.31 12.83 3,850 3,850 27,178 229 3,620 0.08 459.12 2 10 0.17 4.2 0.68 0.27 0.58 0.41 16.82 5,045 8,665 28,884 235 8,430 0.19 459.27 3 15 0.25 4.4 0.71 0.27 0.61 0.44 18.14 5,443 13,873 30,728 242 13,632 0.31 459.44 4 20 0.33 4.6 0.75 0.27 0.63 1 0.48 19.47 5,842 1 19,473 32,712 249 19,225 0.44 459.62 5 1 25 0.42 5.0 0.81 0.27 0.69 0.54 22.13 6639 25,864 34,975 1 256 25.607 0.59 459.82 6 30 0.50 5.6 0.91 0.27 0.77 0.64 26.11 7834 33,441 37,550 265 33,176 0.76 460.05 7 35 0.58 6.4 1.04 0.27 0.88 0.77 31.43 9,428 42,604 40,358 275 42,329 0.97 460.26 8 40 0.67 8.1 1.31 0.27 1.12 1.04 42.72 12 815 55,143 44,200 288 54,855 1.26 460.55 9 45 0.75 13.1 2.12 0.27 1.80 1.85 75.92 22,776 77,631 51,071 312 77,319 1.77 461.05 10 50 0.83 34.5 5.59 0.27 4.75 5.32 218.03 65,410 142,729 70,407 379 142,350 3.27 462.12 11 55 0.92 6.7 1.09 0.27 0.92 0.82 33.42 10,026 152,375 73,114 389 151,986 3.49 462.24 12 60 1.00 3.8 1 0.62 1 0.27 1 0.52 0.35 14.16 4,248 156,234 74,197 393 1 155,842 3.58 1 462.29 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN 1.08 in FLOOD VOLUME 3.66 ac -ft FLOOD VOLUME 159,355 cu-ft EQUIREDSTORAGE 3.58 ac-ft REQUIRED STORAGE 155,842 cu -ft AX WSEL 462.29 It PEAK FLOW RATE 218.03 ds VERAGE PERCOLATION RATE 58.56 cuft/min Plate E -2.2 1 -Hour Storm Page 4 of 13 • • • RCFC & WCD ( 2@[L @@,Y H/^1GIU&L SYNTHETIC UNIT HYDROGRAPH METHOD SHORTCUT METHOD 3 -HOUR STORM UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM PROJECT: GRIFFIN RANCH - TR 34642 Job No.: 1721 BY: DLS DATE DRAINAGE AREA -ACRES 40.65 UNIT TIME - MINUTES 5 LAG TIME - MINUTES 5.79 UNIT TIME - PERCENT OF LAG 86.3 TOTAL ADJUSTED STORM RAIN (in) 2.08 CONSTANT LOSS RATE (in/hr) 0.27 LOW LOSS RATE - PERCENT 85.00% Basin Percolation Rate 0.5 in/hr Maxwell Drywells Number 3 Drywell Percolation Rate 0.15 cfS 27.00 cfm Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9) Storm Rain in /hr Loss Rate in/hr Max Low Effective Rain in/hr Flood Hydrograph Flow cfs Volume In cu -ft Basin Volume cu-ft Percolation Area sf Percolation Out cu -ft Total In Basin cu -ft ac -ft Basin WSEL It 1 5 0.08 1.3 0.32 0.27 0.28 0.05 2.23 668 668 26,052 225 442 0.01 459.01 2 10 0.17 1.3 0.32 0.27 0.28 0.05 2.23 668 1,110 26,208 226 884 0.02 459.03 3 15 0.25 1.1 0.27 0.27 0.23 0.00 0.18 54 938 26,147 226 713 0.02 459.02 4 20 0.33 1.5 0.37 0.27 0.32 0.10 4.27 1,282 1,994 26,521 227 1,767 0.04 459.06 5 25 0.42 1.5 0.37 0.27 0.32 0.10 4.27 1,282 3,049 26,895 228 2,821 0.06 459.09 6 30 0.50 1.8 0.45 0.27 0.38 0.18 7.34 2,203 5,023 27,594 231 4,793 0.11 4597 7 35 0.58 1.5 0.37 0.27 0.32 0.10 4.27 1,282 6,074 27,966 232 5,842 0.13 459.19 8 40 0.67 1.8 0.45 0.27 0.38 0.18 7.34 2,203 8,045 28,664 235 7,810 0.18 459.25 9 45 0.75 1.8 0.45 0.27 0.38 0.18 7.34 2,203 10,013 29,361 237 9,776 0.22 459.31 10 50 0.83 1.5 0.37 0.27 0.32 0.10 4.27 1,282 11,058 29,731 238 10,820 0.25 459.35 11 55 0.92 1.6 0.40 0.27 0.34 0.13 5.30 1,589 12,408 30,210 240 12,169 0.28 459.39 12 60 1.00 1.8 0.45 0.27 0.38 0.18 7.34 2,203 14,371 30,905 242 14,129 0.32 459.45 13 65 1.08 2.2 0.55 0.27 0.47 0.28 11.43 3,430 17,559 32,034 246 17,313 0.40 459.56 14 70 1.17 2.2 0.55 0.27 0.47 0.28 11.43 3,430 20,744 33,162 250 20,493 0.47 459.66 15 75 1.25 2.2 0.55 0.27 0.47 0.28 11.43 3,430 23,924 34,288 254 23,670 0.54 459.76 16 80 1.33 2.0 0.50 0.27 0.42 0.23 9.39 2,817 26,486 35,196 257 26,229 59.84 17 85 1.42 2.6 0.65 0.27 0.55 0.38 15.53 4,658 30,888 36,754 263 30,625 59.98 18 90 1.50 2.7 0.67 0.27 0.57 0.40 16.55 4,965 35,590 38,209 268 35,323 60.10 19 95 1.58 2.4 0.60 0.27 0.51 0.33 13.48 4,044 39,367 39,366 272 39,095 60.18 20 100 1.67 2.7 0.67 0.27 0.57 0.40 16.55 4,965 44,061 40,804 277 43,784 "54460 60.29 21 105 1.75 3.3 0.82 0.27 0.70 0.55 22.69' 6,807 50,591 42,805 284 50,307 0.44 22 110 1.83 3.1 0.77 0.27 0.66 0.50 20.64 6,193 56,500 44,616 290 56,210 60.58 23 115 1.92 2.9 0.72 0.27 0.62 0.45 18.60 5,579 61,790 46,237 296 61,494 60.70 24 120 2.00 3.0 0.75 0.27 0.64 0.48 19.62 5,886 67,380 47,950 301 67,079 60.83 Plate E -2.2 3 -Hour Storm Page 5 of 13 RCFC & WCD EFFECTIVE RAIN 1.28 in SYNTHETIC UNIT HYDROGRAPH METHOD 4.34 ac -ft PROJECT: GRIFFIN RANCH - TR 34642 rMV@n@1L@ ®1y 4.10 ac -ft REQUIRED STORAGE 178,716 cu -ft MAX WSEL SHORTCUT METHOD PEAK FLOW RATE 72.83 cfs -AVERAGE PERCOLATION RATE Job No.: 1721 ILL° (t�. M L 3 -HOUR STORM BY: DLS DATE UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 40.65 Basin Percolation Rate 0.5 in/hr UNIT TIME - MINUTES 5 LAG TIME - MINUTES 5.79 Maxwell DrywelLS UNIT TIME - PERCENT OF LAG 86.3 Number 3 TOTAL ADJUSTED STORM RAIN (in) 2.08 Drywell Percolation Rate 0.15 cfs 27.00 cfm CONSTANT LOSS RATE (in/hr) 0.27 LOW LOSS RATE - PERCENT 85.00% Unit Time Time Pattern Storm Loss Rate Effective Flood Volume Basin Percolation Percolation Total In Basin Period Minutes Hours Percent Rain Rain Hydrograph In Volume Area Out Basin WSEL I in /hr in/hr Flow Plate E -5.9 Max Low in/hr cfs cu -ft cu -ft sf cu -ft cu -ft ac -ft it 25 125 2.08 3.1 0.77 0.27 0.66 0.50 20.64 6,193 73,272 49,755 308 72,964 1.68 460.96 26 130 2.17 4.2 1.05 0.27 0.89 0.78 31.90 9,570 82,534 52,541 317 82,216 1.89 461.13 27 135 2.25 5.0 1.25 0.27 1.06 0.98 40.08 12,025 94,241 56,051 330 93,912 2.16 461.33 28 140 2.33 3.5 0.87 0.27 0.74 0.60 24.74 7,421 101,333 58,178 337 100,996 2.32 461.45 29 145 2.42 6.8 1.70 0.27 1.44 1.43 58.50 17,550 118,546 63,339 355 118,191 2.71 461.74 30 150 2.50 7.3 1.82 0.27 1.55 1.55 63.62 19,085 137,276 68,877 374 136,902 3.14 462.05 31 155 2.58 8.2 2.05 0.27 1.74 1.78 72.83 21,848 158,750 74,903 395 158,355 3.64 462.32 32 160 2.67 5.9 1.47 0.27 1.25 1.20 49.29 14,788 173,143 78,942 409 172,734 3.97 462.50 33 165 2.75 2.0 0.50 0.27 0.42 0.23 9.39 2,817 175,550 79,617 411 175,139 4.02 462.53 34 170 2.83 1.8 0.45 0.27 0.38 0.18 7.34 2,203 177,341 80,120 413 176,928 4.06 462.56 35 175 2.92 1.8 0.45 0.27 0.38 0.18 7.34 2,203 179,131 80,622 415 178 716 4.10 462.58 36 180 3.00 0.6 0.15 0.27 0.13 0.02 0.92 276 178,992 80,583 415 178,577 4.10 462.58 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN 1.28 in FLOOD VOLUME 4.34 ac -ft FLOOD VOLUME 189,101 cu -ft REQUIRED STORAGE 4.10 ac -ft REQUIRED STORAGE 178,716 cu -ft MAX WSEL 462.58 ft PEAK FLOW RATE 72.83 cfs -AVERAGE PERCOLATION RATE 58.47 cuft/min Plate E -2.2 3 -Hour Storm Page 6 of 13 • • • RCFC & WCD D Mp @d @@V mu ° mu&L SYNTHETIC UNIT HYDROGRAPH METHOD SHORTCUT METHOD 6 -HOUR STORM UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM PROJECT: GRIFFIN RANCH - TR 34642 Job No.: 1721 BY: DLS DATE 8/20/13 DRAINAGE AREA -ACRES 40.65 UNIT TIME - MINUTES 5 LAG TIME - MINUTES 5.79 UNIT TIME - PERCENT OF LAG 86.3 TOTAL ADJUSTED STORM RAIN (in) 2.72 CONSTANT LOSS RATE (in /hr) 0.27 LOW LOSS RATE - PERCENT 85.00% Basin Percolation Rate 0.5 in /hr Maxwell Drywells Number 3 Drywell Percolation Rate 0.15 cfs 27.00 cfm Unit Time Period Time Minutes Hours Pattern Percent (Plate E -5.9 )1 Storm Rain in /hr Loss Rate in /hr Max Low Effective Rain in /hr Flood Hydrograph Flow cfs Volume In cu -ft Basin Volume cu -ft Percolation Area sf Percolation Out cu -ft Total In Basin cu -ft ac -ft Basin WSEL ft 1 5 0.08 0.5 0.16 0.27 0.14 0.02 1.00 301 301 25,922 225 76 0.00 459.00 2 10 0.17 0.6 0.20 0.27 0.17 0.03 1.20 361 437 25,970 225 212 0.00 459.01 3 15 0.25 0.6 0.20 0.27 0.17 0.03 1.20 361 573 26,018 225 348 0.01 459.01 4 20 0.33 0.6 0.20 0.27 0.17 0.03 1.20 361 709 26,066 226 484 0.01 459.02 5 25 0.42 0.6 0.20 0.27 0.17 0.03 1.20 361 845 26,114 226 619 0.01 459.02 6 30 0.50 0.7 0.23 0.27 0.19 0.03 1.40 421 1,041 26,184 226 815 0.02 459.03 7 35 0.58 0.7 0.23 0.27 0.19 0.03 1.40 421 1,236 26,253 226 1,010 0.02 459.03 8 40 0.67 0.7 0.23 0.27 0.19 0.03 1.40 421 1,432 26,322 226 1,205 0.03 459.04 9 45 0.75 0.7 0.23 0.27 0.19 0.03 1.40 421 1,627 26,391 227 1,400 0.03 459.04 10 50 0.83 0.7 0.23 0.27 0.19 0.03 1.40 421 1,822 26,460 227 1,595 0.04 459.05 11 55 0.92 0.7 0.23 0.27 0.19 0.03 1.40 421 2,016 26,529 227 1,789 0.04 459.06 12 60 1.00 0.8 0.26 0.27 0.22 0.04 1.61 482 2,271 26,619 227 2,043 0.05 459.07 13 65 1.08 0.8 0.26 0.27 0.22 0.04 1.61 482 2,525 26,709 228 2,297 0.05 459.07 14 70 1.17 0.8 0.26 0.27 0.22 0.04 1.61 482 2,779 26,799 228 2,551 0.06 459.08 15 75 1.25 0.8 0.26 0.27 0.22 0.04 1.61 482 3,033 26,889 228 2,804 0.06 459.09 16 80 1.33 0.8 0.26 0.27 0.22 0.04 1.61 482 3,286 26,979 229 3,057 0.07 459.10 17 85 1.42 0.8 0.26 0.27 0.22 0.04 1.61 482 3,539 27,068 229 3,310 0.08 459.11 18 90 1.50 0.8 0.26 0.27 0.22 0.04 1.61 482 3,792 27,158 229 3,562 0.08 459.11 19 95 1.58 0.8 0.26 0.27 0.22 0.04 1.61 482 4,044 27,247 230 3,814 0.09 459.12 20 100 1.67 0.8 0.26 0.27 0.22 0.04 1.61 482 4,296 27,337 230 4,066 0.09 459.13 21 105 1.75 0.8 0.26 0.27 0.22 0.04 1.61 482 4,548 27,426 230 4,318 0.10 459.14 22 110 1.83 0.8 0.26 0.27 0.22 0.04 1.61 482 4,799 27,515 231 4,569 0.10 459.15 23 115 1.92 0.8 0.26 0.27 0.22 0.04 1.61 482 5,051 27,604 231 4,820 0.11 459.15 24 120 2.00 0.9 0.29 0.27 0.25 0.02 0.97 290 5,110 27,625 231 4,879 0.11 459.16 25 125 2.08 0.8 0.26 0.27 0.22 0.04 1.61 482 5,361 27,714 231 5,129 0.12 459.16 26 130 2.17 0.9 0.29 0.27 0.25 0.02 0.97 290 5,419 27,734 231 5,188 0.12 459.17 27 135 2.25 0.9 0.29 0.27 0.25 0.02 0.97 290 5,478 27,755 231 5,247 0.12 459.17 28 140 2.33 0.9 1 0.29 0.27 0.25 0.02 0.97 290 5,537 27,776 231 5,305 0.12 459.17 29 145 2.42 0.9 0.29 0.27 0.25 0.02 0.97 290 5,596 27,797 232 5,364 0.12 459.17 30 150 2.50 0.9 0.29 0.27 0.25 0.02 0.97 290 5,654 27,818 232 5,423 0.12 459.17 31 155 2.58 0.9 0.29 0.27 1 0.25 0.02 0.97 290 5,713 27,838 232 5,481 0.13 459.18 32 160 2.67 0.9 0.29 0.27 0.25 0.02 0.97 290 5,771 27,859 232 5,539 0.13 459.18 33 165 2.75 1.0 0.33 0.27 1 0.28 1 0.06 2.31 692 6,231 28,022 232 5,999 0.14 459.19 34 170 2.83 1.0 0.33 0.27 1 0.28 1 0.06 2.31 692 6,690 28,184 233 1 6,457 0.15 1 459.21 Plate E -2.2 6-Hour Storm Page 7 of 13 RCFC & WCD Ir9Wn@d @@V mmuAlL SYNTHETIC UNIT HYDROGRAPH METHOD SHORTCUT METHOD 6 -HOUR STORM UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM PROJECT: GRIFFIN RANCH -TR 34642 Job No.: 1721 BY: DLS DATE 8/20/13 DRAINAGE AREA -ACRES 40.65 UNIT TIME - MINUTES 5 LAG TIME - MINUTES 5.79 UNIT TIME - PERCENT OF LAG 86.3 TOTAL ADJUSTED STORM RAIN (in) 2.72 CONSTANT LOSS RATE (in /hr) 0.27 LOW LOSS RATE - PERCENT 85.00% Basin Percolation Rate 0.5 in /hr Maxwell Drywells Number 3 Drywell Percolation Rate 0.15 cfs 27.00 cfm Unit Time Period Time Minutes Hours Pattern Percent , (Plate E-5.9)1 Storm Rain in /hr Loss Rate in /hr Max Low Effective Rain in/hr Flood Hydrograph Flow cfs Volume In cu -ft Basin Volume cu -ft Percolation Area sf Percolation Out cu -ft Total In Basin cu -ft I ac -ft Basin WSEL ft 35 175 2.92 1.0 0.33 0.27 0.28 0.06 2.31 692 7,149 28,347 233 6,915 0.16 459.22 36 180 3.00 1.0 0.33 0.27 0.28 0.06 2.31 692 7,607 28,509 234 7,373 0.17 459.24 37 185 3.08 1.0 0.33 0.27 0.28 0.06 2.31 692 8,064 28,671 235 7,830 0.18 459.25 38 190 3.17 1.1 0.36 0.27 0.31 0.09 3.64 1,093 8,923 28,975 236 8,687 0.20 459.28 39 195 3.25 1.1 0.36 0.27 0.31 0.09 3.64 1,093 9,780 29,279 237 9,543 0.22 459.31 40 200 3.33 1.1 0.36 0.27 0.31 0.09 3.64 1,093 10,636 29,582 238 10,399 0.24 459.33 41 205 3.42 1.2 0.39 0.27 0.33 0.12 4.98 1,494 11,893 30,027 239 11,654 0.27 459.37 42 210 3.50 1.3 0.42 0.27 0.36 0.15 6.32 1,896 13,549 30,614 241 13,308 0.31 459.43 43 215 3.58 1.4 0.46 0.27 0.39 0.19 7.66 2,297 15,605 31,342 244 15,361 0.35 459.49 44 1 220 3.67 1.4 0.46 0.27 0.39 0.19 7.66 1 2,297 17,658 32,069 246 17,412 0.40 459.56 45 225 3.75 1.5 0.49 0.27 0.42 0.22 9.00 2,699 20,111 32,938 249 19,861 0.46 459.64 46 230 3.83 1.5 0.49 0.27 0.42 0.22 9.00 2,699 22,560 33,805 252 22,307 0.51 459.72 47 235 3.92 1.6 0.52 0.27 0.44 0.25 10.33 3,100 25,407 34,813 256 25,151 0.58 459.81 48 240 4.00 1.6 0.52 0.27 0.44 0.25 10.33 3,100 28,251 35,821 259 27,992 0.64 459.90 49 245 4.08 1.7 0.55 0.27 0.47 0.28 11.67 3,501 31,493 36,954 263 31,230 0.72 460.00 50 250 4.17 1.8 0.59 0.27 0.50 0.32 13.01 3,903 35,133 38,069 267 34,865 0.80 460.09 51 255 4.25 1.9 0.62 0.27 0.53 0.35 14.35 4,304 39,170 39,306 271 38,898 0.89 460.18 52 260 4.33 2.0 0.65 0.27 0.55 0.38 15.69 4,706 43,604 40,664 276 43,327 0.99 460.28 53 265 4.42 2.1 0.69 0.27 0.58 0.42 17.02 5,107 48,434 42,145 281 48,153 1.11 460.39 54 270 4.50 2.1 0.69 0.27 0.58 0.42 17.02 5,107 53,260 43,623 286 52,974 1.22 460.50 55 1 275 4.58 2.2 0.72 0.27 0.61 0.45 18.36 5,508 58,482 45,223 292 58,190 1.34 460.62 56 280 4.67 2.3 0.75 0.27 0.64 0.48 19.70 5,910 64,100 46,945 298 63,802 1.46 460.75 57 285 4.75 2.4 0.78 0.27 0.67 0.51 21.04 6,311 70,113 48,787 304 69,808 1.60 460.89 58 290 4.83 2.4 0.78 0.27 0.67 0.51 21.04 6,311 76,119 50,617 311 75,809 1.74 461.02 59 295 4.92 2.5 0.82 0.27 0.69 0.55 22.38 6,713 82,521 52,537 317 82,204 1.89 461.13 60 300 5.00 2.6 0.85 0.27 0.72 0.58 23.71 7,114 89,318 54,575 324 88,993 2.04 461.25 61 305 5.08 3.1 1.01 0.27 0.86 0.74 30.40 9,121 98,114 57,213 334 97,781 2.24 461.40 62 310 5.17 3.6 1.18 0.27 1.00 0.90 37.09 11,128 108,909 60,449 345 108,564 2.49 461.58 63 315 5.25 3.9 1.27 0.27 1.08 1.00 41.11 12,332 120,896 64,044 357 120,539 2.77 461.78 64 320 5.33 4.2 1.37 0.27 1.17 1.10 45.12 13,536 134,075 67,979 371 133,704 3.07 462.01 65 325 5.42 4.7 1.53 0.27 1.30 1.26 51.81 15,543 149,247 72,236 386 148,861 3.42 462.20 66 330 5.50 5.6 1.83 0.27 1.55 1.56 63.85 19,156 168,018 77,503 404 167,613 3.85 462.44 67 335 5.58 1.9 0.62 0.27 0.53 0.35 14.35 4,304 171,918 78,598 408 171,510 3.94 462.49 68 340 5.67 0.9 0.29 0.27 0.25 0.02 0.97 290 1 171,800 78,565 408 1 171,392 1 3.93 462.49 r Plate E -2.2 6-Hour Storm Page 8 of 13 RCFC & WCD EFFECTIVE RAIN 1.29 in SYNTHETIC UNIT HYDROGRAPH METHOD 4.36 ac -ft ' PROJECT: GRIFFIN RANCH -TR 34642 REQUIRED STORAGE 3.94 ac -ft REQUIRED STORAGE SHORTCUT METHOD MAX WSEL 462.49 ft PEAK FLOW RATE Job No.: 1721 ' 53.66 cuft/min . 6 -HOUR STORM BY: DLS DATE 8/20/13 UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA - ACRES 40.65 Basin Percolation Rate 0.5 in /hr UNIT TIME - MINUTES 5 LAG TIME - MINUTES 5.79 Maxwell Drywells UNIT TIME - PERCENT OF LAG 86.3 Number 3 TOTAL ADJUSTED STORM RAIN (in) 2.72 Drywell Percolation Rate 0.15 cfs 27.00 cfm CONSTANT LOSS RATE (in /hr) 0.27 LOW LOSS RATE - PERCENT 85.00% Unit Time Time Pattern Storm Loss Rate Effective Flood Volume Basin Percolation Percolation Total In Basin Period Minutes Hours Percent Rain Rain Hydrograph In Volume Area Out Basin WSEL in /hr in /hr Flow (Plate E-5.9)1 Max Low in/hr cfs cu -ft cu -ft sf cu4t cu -ft ac -ft ft 69 345 5.75 0.6 0.20 0.27 0.17 0.03 1.20 361 171,753 78,552 408 171,345 3.93 462.49 70 350 5.83 0.5 0.16 0.27 0.14 0.02 1.00 301 171,647 78,522 408 171,239 3.93 462.48 71 355 5.92 0.3 0.10 0.27 0.08 0.01 0.60 181 171,420 78,458 407 171,012 3.93 462.48 72 .360 6.00 0.2 0.07 0.27 0.06 0.01 0.40 120 171,133 78,377 407 1 170,725 3.92 462.48 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN 1.29 in FLOOD VOLUME 4.36 ac -ft ' FLOOD VOLUME 190,044 cu -ft REQUIRED STORAGE 3.94 ac -ft REQUIRED STORAGE 171,510 cu -ft MAX WSEL 462.49 ft PEAK FLOW RATE 63.85 cfs [AVERAGE PERCOLATION RATE 53.66 cuft/min . Plate E -2.2 6-Hour Storm Page 9 of 13 RCFC & WCD `(n' MR @[L @ ®V Imo° J�. U L SYNTHETIC UNIT HYDROGRAPH METHOD SHORTCUT METHOD 24 -HOUR STORM UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM PROJECT: GRIFFIN RANCH -TR 34642 Job No.: 1721 BY: DLS DATE 8/20/13 DRAINAGE AREA -ACRES 40.65 UNIT TIME - MINUTES 15 LAG TIME - MINUTES 5.79 UNIT TIME - PERCENT OF LAG 259% TOTAL ADJUSTED STORM RAIN in 4.37 VARIABLE LOSS RATE (AVG) IN/HR Fm = Minimum value on loss curve ( in/hr) 0.14 C 0.00250 Low Loss Rate (percent) 85.000/6 Basin Percolation Rate 0.5 in/hr Maxwell Drywells Number 3 Drywall Percolation Rate 0.15 cfs 27.00 cfm Unit Time Period Time Minutes Hours Pattern Percent (Plate E -5.9) Storm Rain in /hr Loss Rate in/hr Max Low Effective Rain in/hr Flood Hydrograph Flow cfs Volume In cu-ft Basin Volume cu -ft Percolation Area sf Percolation Out cu -ft Total In Basin cu -ft ac -ft Basin WSEL ft 1 15 0.25 0.2 0.035 0.477 0.030 0.01 0.21 193 193 25,884 675 0 0.00 459.00 2 30 0.50 0.3 0.052 0.472 0.045 0.01 0.32 290 290 25,918 675 0 0.00 459.00 3 45 0.75 0.3 0.052 0.466 0.045 0.01 0.32 290 290 25,918 675 0 0.00 459.00 4 60 1.00 0.4 0.070 0.461 0.059 0.01 0.43 387 387 25,952 675 0 0.00 459.00 5 75 1.25 0.3 0.052 0.455 0.045 0.01 0.32 290 290 25,918 675 0 0.00 459.00 6 90 1.50 0.3 0.052 0.450 0.045 0.01 0.32 290 290 25,918 675 0 0.00 459.00 7 105 1.75 0.3 0.052 0.444 0.045 0.01 0.32 290 290 25,918 675 0 0.00 459.00 8 120 2.00 0.4 0.070 0.439 0.059 0.01 0.43 367 387 25,952 675 0 0.00 459.00 9 135 2.25 0.4 0.070 0.434 0.059 0.01 0.43 387 387 25,952 675 0 0.00 459.00 10 150 2.50 0.4 0.070 0.428 0.059 0.01 0.43 387 387 25,952 675 0 0.00 459.00 11 165 2.75 0.5 0.087 0.423 0.074 0.01 0.54 484 1 484 25,986 676 0 0.00 459.00 12 180 3.00 0.5 0.087 0.418 0.074 0.01 0.54 484 484 25,986 676 0 0.00 459.00 13 195 3.25 0.5 0.087 0.413 0.074 0.01 0.54 484 484 25,986 676 0 0.00 459.00 14 210 3.50 0.5 0.087 0.408 0.074 0.01 0.54 484 484 25,986 676 0 0.00 459.00 15 225 3.75 0.5 0.087 0.403 0.074 0.01 0.54 484 484 25,986 676 1 0 0.00 459.00 16 240 4.00 0.6 0.105 0.398 0.089 0.02 0.64 580 580 26,021 676 0 0.00 459.00 17 255 4.25 0.6 0.105 0.392 0.089 0.02 0.64 580 580 26,021 676 0 0.00 459.00 18 270 4.50 0.7 0.122 0.387 0.104 0.02 0.75 677 677 26,055 676 1 0.00 459.00 19 285 4.75 0.7 0.122 0.383 0.104 1 0.02 0.75 677 678 26,055 676 1 0.00 459.00 20 300 5.00 0.8 0.140 0.378 0.119 0.02 0.86 774 775 26,090 677 99 0.00 459.00 21 315 5.25 0.6 0.105 0.373 0.089 0.02 0.64 580 679 26,055 676 3 0.00 459.00 22 330 5.50 0.7 0.122 0.368 0.104 0.02 0.75 677 680 26,056 676 3 0.00 459.00 23 345 5.75 0.8 0.140 0.363 0.119 0.02 0.86 774 777 26,090 677 100 0.00 459.00 24 360 6.00 0.8 0.140 0.358 0.119 0.02 0.86 774 874 26,125 677 197 1 0.00 459.01 25 375 6.25 0.9 0.157 0.353 0.134 0.02 0.97 871 1,068 26,193 678 390 1 0.01 459.01 26 390 6.50 0.9 0.157 0.349 1 0.134 0.02 0.97 871 1,261 1 26,261 679 582 0.01 459.02 27 405 6.75 1.0 0.175 0.344 0.149 0.03 1.07 967 1,549 1 26,364 680 870 0.02 459.03 28 420 7.00 1.0 0.175 0.339 0.149 0.03 1.07 967 1,837 26,466 681 1,156 0.03 459.04 29 435 7.25 1.0 0.175 0.335 0.149 0.03 1.07 967 2,124 26,567 682 1,442 0.03 459.05 30 450 7.50 1.1 0.192 0.330 0.163 0.03 1.18 1,064 2,506 26,703 683 1,823 0.04 459.06 31 465 7.75 1.2 0.210 0.326 0.178 0.03 1.29 1,161 2,984 26,872 685 2,299 0.05 459.07 32 480 8.00 1.3 0.227 0.321 0.193 0.03 1.40 1,258 3,556 27,075 687 2,869 0.07 459.09 33 495 8.25 1.5 0.262 1 0.317 0.223 0.04 1.61 1,451 4,320 27,345 690 3,631 0.08 459.12 34 510 8.50 1.5 0.262 0.312 0.223 0.04 1.61 1,451 5,082 27,615 693 4,389 0.10 459.14 35 525 8.75 1.6 0.280 0.308 0.238 0.04 1.72 1,548 5,937 27,918 696 5,241 0.12 459.17 36 540 9.00 1.7 0.297 0.304 0.253 0.04 1.83 1,644 6,885 28,254 699 6,186 0.14 459.20 37 555 9.25 1.9 0.332 0.299 0.282 0.03 1.34 1,209 7,395 28,434 701 6,694 0.15 459.21 38 570 9.50 2.0 0.350 0.295 0.297 0.05 2.23 2,011 8,706 28,898 706 8,000 0.18 459.26 39 585 9.75 2.1 0.367 0.291 0.312 0.08 3.12 2,812 10,811 29,644 714 10,098 0.23 459.32 40 600 10.00 2.2 0.385 0.287 0.327 0.10 4.01 3 611 13,709 30,670 724 12,984 0.30 459.42 41 615 10.25 1.5 0.262 0.283 0.223 0.04 1.61 1,451 14,435 30,927 727 13,708 0.31 1 459.44 Plate E -2.2 24 -Hour Storm Page 10 of 13 RCFC & WCD Cr`i Mp @d @ ®,Y Mu( MU L SYNTHETIC UNIT HYDROGRAPH METHOD SHORTCUT METHOD 24 -HOUR STORM UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM PROJECT: GRIFFIN RANCH -TR 34642 Job No.: 1721 BY: DLS DATE 8/20113 DRAINAGE AREA -ACRES 40.65 UNIT TIME - MINUTES 15 LAG TIME - MINUTES 5.79 UNIT TIME - PERCENT OF LAG 259% TOTAL ADJUSTED STORM RAIN in 4.37 VARIABLE LOSS RATE (AVG) IN /HR Fm = Minimum value on loss curve (in/hr) 0.14 C 0.00250 Low Loss Rate (percent) 85.00% Basin Percolation Rate 0.5 in/hr Maxwell Drywells Number 3 -Drywell Percolation Rate 0.15 cfs 27.00 cfm Unit Time Period Time Minutes Hours Pattern Percent (Plate E -5.9) Storm Rain in /hr Loss Rate in/hr Max Low Effective Rain in /hr Flood Hydrograph Flow cfs Volume In cu-ft Basin Volume cu -ft Percolation Area sf Percolation Out cu -ft Total In Basin cu -ft I ac -ft Basin WSEL ft 42 630 10.50 1.5 0.262 0.278 0.223 0.04 1.61 1,451 15,159 31,184 730 14,429 0.33 459.46 43 645 10.75 2.0 0.350 0.274 0.297 0.08 3.08 2,775 17,204 31,908 737 16,467 0.38 459.53 44 660 11.00 2.0 0.350 0.270 0.297 0.08 3.25 2,923 19,389 32,682 745 18,644 0.43 459.60 45 1 675 11.25 1.9 0.332 0.266 0.282 0.07 2.69 1 2,425 21,069 33,277 752 20,317 0.47 459.65 46 690 11.50 1.9 0.332 0.262 0.282 0.07 2.86 2,570 22,887 33,921 758 22,128 0.51 459.71 47 705 11.75 1.7 0.297 0.259 0.253 0.04 1.58 1,423 23,551 34,156 761 22,791 0.52 459.73 48 720 12.00 1.8 0.315 0.255 1 0.267 0.06 2.46 2,210 25,001 34,669 766 24,235 0.56 459.78 49 735 12.25 2.5 0.437 0.251 0.371 0.19 7.63 6,865 31,099 36,829 789 30,311 0.70 459.97 50 750 12.50 2.6 0.454 0.247 0.386 0.21 8.50 7,648 37,959 38,935 811 37,148 0.85 460.14 51 765 12.75 2.8 0.489 0.243 0.416 0.25 10.08 9,075 46,223 41,467 837 45,386 1.04 460.33 52 780 13.00 2.9 0.507 0.240 0.431 0.27 10.95 9,855 55,241 44,231 866 54,376 1.25 460.54 53 795 13.25 3.4 0.594 0.236 0.505 0.36 14.68 13,214 67,589 1 48,014 905 66,684 1.53 460.82 54 810 13.50 3.4 0.594 0.233 0.505 0.36 14.83 13,346 80,030 51,790 944 79,085 1.82 461.08 55 825 13.75 2.3 0.402 0.229 0.342 0.17 7.09 6,382 85,467 53,420 961 84,506 1.94 461.17 56 840 14.00 2.3 0.402 0.226 0.342 0.18 7.23 6,511 91,016 55,084 979 90,038 2.07 461.26 57 855. 14.25 2.7 0.472 0.222 0.401 0.25 10.24 9,217 99,255 57,554 1,005 98,250 2.26 461.40 58 870 14.50 2.6 0.454 0.219 0.386 0.24 9.66 8,697 106,947 59,861 1,029 105,919 2.43 461.54 59 885 14.75 2.6 0.454 0.215 0.386 0.24 9.80 8,821 114,740 62,198 1,053 113,687 2.61 1 461.67 60 900 15.00 2.5 0.437 0.212 0.371 0.22 9:22 8,297 121,984 64,370 1,076 120,909 2.78 1 461.79 61 915 15.25 2.4 0.420 0.209 0.357 0.21 8.64 7,772 128,681 66,378 1,096 127,584 2.93 461.90 62 930 15.50 2.3 0.402 0.206 0.342 0.20 8.05 7,245 134,830 68,190 1,115 133,714 3.07 462.01 63 945 15.75 1.9 0.332 0.203 0.282 0.13 5.31 4,782 138,496 69,219 1,126 137,370 3.15 462.05 64 960 16.00 1.9 0.332 0.199 0.282 0.13 5.44 4,896 142,266 1 70,277 1,137 141,129 3.24 462.10 65 975 16.25 0.4 0.070 0.196 0.059 1 0.01 0.43 387 141,516 1 70,067 1,135 140,381 3.22 462.09 66 990 16.50 0.4 0.070 0.193 0.059 1 0.01 0.43 387 140,768 69,857 1,133 139,635 3.21 462.08 67 1005 16.75 0.3 0.052 0.190 0.045 0.01 0.32 290 139,925 69,620 1,130 138,795 3.19 462.07 68 1020 17.00 0.3 0.052 0.188 0.045 0.01 0.32 290 139,085 69,385 1,128 137,957 3.17 462.06 69 1035 17.25 1 0.5 0.087 0.185 0.074 0.01 0.54 484 138,441 69,204 1,126 137,315 3.15 462.05 70 1050 17.50 0.5 0.087 0.182 0.074 0.01 0.54 484 137,799 69,024 1,124 136,675 3.14 462.04 '71 1065 17.75 0.5 0.087 0.179 0.074 0.01 0.54 464 137,159 68,844 1,122 136,036 3.12 462.04 72 1080 18.00 0.4 0.070 0.177 0.059 0.01 0.43 387 1 136,423 68,638 1 1,120 135,303 3.11 462.03 73 1095 18.25 0.4 0.070 0.174 0.059 0.01 0.43 387 135,690 68,432 1,118 134,573 3.09 462.02 74 1110 18.50 0.4 0.070 0.171 0.059 1 0.01 0.43 387 134,959 68,227 1,116 133,844 3.07 462.01 75 1125 18.75 0.3 0.052 0.169 0.045 0.01 0.32 290 134,134 67,995 1,113 133,021 3.05 462.00 76 1140 19.00 0.2 0.035 0.167 0.030 0.01 0.21 193 133,214 67,737 1,111 132,104 3.03 461.98 77 1155 19.25 0.3 0.052 0.164 0.045 0.01 0.32 290 132,394 67,491 1,108 131,286 3.01 461.97 78 1170 19.50 0.4 0.070 0.162 0.059 0.01 0.43 387 131,673 67,275 1,106 130,567 3.00 461.96 79 1185 19.75 0.3 0.052 0.160 0.045 0.01 0.32 290 130,857 1 67,031 1,103 129,754 2.98 461.94 80 1200 20.00 0.2 0.035 0.158 0.030 0.01 0.21 193 129,947 66,758 1,100 128,847 2.96 461.93 81 1215 20.25 0,3 0.052 0.156 0.045 0.01 0.32 290 129,137 66,515 1,098 128,039 2.94 461.91 82 1230 20.50 0.3 0.052 0.153 0.045 0.01 0.32 1 290 1 128,330 1 66,273 1 1,095 127,234 2.92 461.90 Plate E -2.2 24 -Hour Storm Page 11 of 13 RCFC & WCD G`ilV R@[L ®rl H QD °L SYNTHETIC UNIT HYDROGRAPH METHOD SHORTCUT METHOD 24 -HOUR STORM UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM PROJECT: GRIFFIN RANCH -TR 34642 Job No.: 1721 BY: DLS DATE 8120/13 DRAINAGE AREA -ACRES 40.65 UNIT TIME - MINUTES 15 LAG TIME - MINUTES 5.79 UNIT TIME - PERCENT OF LAG 259% TOTAL ADJUSTED STORM RAIN in 4.37 VARIABLE LOSS RATE (AVG) IN /HR Fm = Minimum value on loss curve (in/hr) 0.14 C 0.00250 Low Loss Rate (percent) 85.00% Basin Percolation Rate 0.5 in/hr Maxwell Drywells Number 3 Drywell Percolation Rate 0.15 cfs 27.00 cfm Unit Time Period Time Minutes Hours Pattern Percent (Plate E -5.9) Storm Rain in /hr Loss Rate irdhr Max Low Effective Rain in/hr Flood Hydrograph Flow cis Volume In cu-ft Basin Volume cu -ft Percolation Area sf Percolation Out cu -ft Total In Basin cu -ft ac -ft Basin WSEL ft 83 1245 20.75 0.3 0.052 0.152 0.045 0.01 0.32 290 127,524 66,031 1,093 126,432 2.90 461.88 84 1260 21.00 0.2 0.035 0.150 0.030 0.01 0.21 193 126,625 65,762 1,090 125,535 2.88 461.87 85 1275 21.25 0.3 0.052 0.148 0.045 0.01 0.32 290 125,825 65,522 1 1,088 124,738 2.86 461.86 86 1 1290 21.50 1 0.2 0.035 0.146 0.030 0.01 0.21 193 124,931 65,254 1,085 123,846 2.84 461.84 87 1305 21.75 0.3 0.052 0.145 0.045 0.01 0.32 290 124,137 65,015 1,082 123,054 2.82 461.83 88 1320 22.00 0.2 0.035 0.143 0.030 0.01 0.21 193 123,248 64,749 1,079 122,168 2.80 461.81 89 1335 22.25 0.3 0.052 0.142 1 0.045 0.01 0.32 290 122,459 64,512 1,077 121,382 1 2.79 461.80 90 1350 22.50 0.2 0.035 0.140 0.030 0.01 0.21 193 121,575 64,247 1,074 120,501 2.77 461.78 91 1365 22.75 0.2 0.035 0.139 0.030 0.01 0.21 193 120,694 63,983 1,071 119,623 2.75 461.77 92 1380 23.00 0.2 1 0.035 0.138 0.030 0.01 0.21 193 119,816 1 63,720 1,069 118,748 2.73 461.75 93 1395. 23.25 0.2 0.035 0.137 0.030 0.01 0.21 1 193 118,941 63,457 1,066 117,875 2.71 461.74 94 1410 23.50 0.2 0.035 0.136 0.030 0.01 0.21 193 118,068 63,196 1,063 117,005 2.69 461.72 95 1425 23.75 0.2 0.035 0.136 0.030 0.01 0.21 193 117199 62,935 1,061 116,138 2.67 461.71 96 1440 1 24.00 1 0.2 1 0.035 1 0.135 0.030 0.01 0.21 1 193 116,332 62,675 1,058 115,274 2.65 461.69 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN 1.32 in FLOOD VOLUME 4.47 ac -ft FLOOD VOLUME 194,704 cu -ft REQUIRED STORAGE 3.24 ac -ft REQUIRED STORAGE 141,129 cu -ft MAX WSEL 462.10 ft PEAK FLOW RATE 14.83 ofs VERAGE PERCOLATION RATE 58.43 cuft/min Plate E -2.2 24 -Hour Storm Page 12 of 13 • • • PROECT JOB No. BASIN DESIGNATION BASIN CHARACTERISTICS BASIN VOLUME WORKSHEET GRIFFIN RANCH - TR 34642 1721 BASIN CONTOUR ELEVATION DEPTH INCR TOTAL (ft) (ft) AREA INCR TOTAL (sf) (so VOLUME INCR TOTAL (cuft) (cuft) (acre -ft) 459 0 0 25,815 0 0 0.00 460 1 1 11,040 36,855 31,172 31,172 0.72 461 1 2 13,275 50,130 .43,323 74,494 1.71 462 1 3 17,605 67,735 58,712 133,206 3.06 463 1 4 22,025 89,760 78,490 211,696 4.86 464 1 5 16,090 105,850 97,695 309,391 7.10 465 1 6 18,080 123,930 114,771 424,162 9.74 WHERE: V = 3 (E, — E2)(A, + Al + A ,A2 Basin Volume Worksheet Page 13 of 13 Griffin Ranch —Tract 34642 Hydrology & Hydraulics Report • Appendix H RCFCD Rational Method Worksheets 0 0 Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 04/03/13 File: 1721TR34642YR100.0ut GRIFFIN RANCH - TRACT 34642 MSA JOB NUMBER 1721 100 YEAR STORM EVENT * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file Program License Serial Number 6041 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.343(In.) 100 year, 1 hour precipitation = 1.350(In.) Storm event year = 100.0 Calculated rainfall intensity data: • 1 hour intensity = 1.350(ln /Hr) Slope of intensity duration curve = 0.5200 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 100.000 to Point /Station 110.000 ****INITIAL AREA EVALUATION * * ** DA -A.01 Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 480.100(Ft.) Bottom (of initial area) elevation = 470.800(Ft.) Difference in elevation = 9.300(Ft.) Slope = 0.00930 s(percent)= 0.93 TC = k(0.379) *[(length A3) /(elevation change)]A0.2 Initial area time of concentration = 15.322 min. Rainfall intensity = 2.745(ln /Hr) for a 100.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.796 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.420; Impervious fraction = 0.580 Initial subarea runoff = 11.249(CFS) Total initial stream area = 5.150(Ac.) Pervious area fraction = 0.420 • +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 110.000 to Point /Station 130.000 ****STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** DA -A.02 Top of street segment elevation = 470.800(Ft.) End of street segment elevation = 466.000(Ft.) Length of street segment = 965.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 20.500(Ft.) Distance from crown to crossfall grade break 17.500(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 3.000(Ft.) Gutter hike from flowline = 1.500(ln.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 18.023(CFS) Depth of flow = 0.452(Ft.), Average velocity = 2.342(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width= 19.365(Ft.) Flow velocity = 2.34(Ft /s) Travel time = 6.87 min. TC = 22.19 min. Adding area flow to street USER INPUT of soil data for subarea Runoff Coefficient = 0.783 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.410; Impervious fraction = 0.590 Rainfall intensity = 2.265(In /Hr) fora 100.0 year storm Subarea runoff = 13.445(CFS) for 7.580(Ac.) Total runoff = 24.694(CFS) Total area = 12.730(Ac.) Street flow at end of street = 24.694(CFS) Half street flow at end of street = 12.347(CFS) Depth of flow = 0.497(Ft.), Average velocity = 2.596(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.500(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 110.000 to Point /Station 130.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 12.730(Ac.) Runoff from this stream = 24.694(CFS) Time of concentration = 22.19 min. Rainfall intensity = 2.265(In /Hr) Program is now starting with Main Stream No. 2 Process from Point /Station 120.000 to Point /Station 130.000 ****INITIAL AREA EVALUATION * * ** DA -A.03 Initial area flow distance= 550.000(Ft.) Top (of initial area) elevation = 470.400(Ft.) Bottom (of initial area) elevation = 466.000(Ft.) Difference in elevation = 4.400(Ft.) Slope = 0.00800 s(percent)= 0.80 TC = k(0.374) * [(length A3) /(elevation change)]A0.2 Initial area time of concentration = 12.257 min. Rainfall intensity = 3.083(ln /Hr) fora 100.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.813 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.380; Impervious fraction = 0.620 Initial subarea runoff = 7.272(CFS) Total initial stream area = 2.900(Ac.) Pervious area fraction = 0.380 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 120.000 to Point /Station 130.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** • The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.900(Ac.) Runoff from this stream = 7.272(CFS) Time of concentration = 12.26 min. Rainfall intensity = 3.083(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 24.694 22.19 2.265 2 7.272 12.26 3.083 Largest stream flow has longer time of concentration Qp = 24.694 + sum of Qb la /lb 7.272 * 0.734 = 5.341 Qp = 30.035 Total of 2 main streams to confluence: Flow rates before confluence point: 24.694 7.272 Area of streams before confluence: 12.730 2.900 Results of confluence: Total flow rate = 30.035(CFS) Time of concentration = 22.189 min. is Effective stream area after confluence = 15.630(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 200.000 to Point /Station 220.000 ****INITIAL AREA EVALUATION * * ** DA -B.01 Initial area flow distance= 245.000(Ft.) Top (of initial area) elevation = 468.900(Ft.) Bottom (of initial area) elevation = 466.200(Ft.) Difference in elevation = 2.700(Ft.) Slope = 0.01102 s(percent)= 1.10 TC = k(0.378) *[(length A3) /(elevation change)]A0.2 Initial area time of concentration = 8.409 min. Rainfall intensity = 3.751(In /Hr) fora 100.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.819 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.410; Impervious fraction = 0.590 Initial subarea runoff = 2.797(CFS) Total initial stream area = 0.910(Ac.) Pervious area fraction = 0.410 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 200.000 to Point /Station 220.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.910(Ac.) Runoff from this stream = 2.797(CFS) Time of concentration = 8.41 min. Rainfall intensity = 3.751(ln /Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 210.000 to Point /Station 220.000 ****INITIAL AREA EVALUATION * * ** DA -6.02 Initial area flow distance= 450.000(Ft.) Top (of initial area) elevation = 469.100(Ft.) Bottom (of initial area) elevation = 466.200(Ft.) Difference in elevation = 2.900(Ft.) Slope = 0.00644 s(percent)= 0.64 TC = k(0.377) *[(IengthA3) /(elevation change)]A0.2 Initial area time of concentration= 11.896 min. Rainfall intensity = 3.132(ln /Hr) fora 100.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.810 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.400; Impervious fraction = 0.600 Initial subarea runoff = 5.300(CFS) . • Total initial stream area = 2.090(Ac.) Pervious area fraction = 0.400 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 210.000 to Point /Station 220.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = '2.090(Ac.) Runoff from this stream = 5.300(CFS) Time of concentration = 11.90 min. Rainfall intensity = 3.132(ln /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 2.797 8.41 3.751 2 5.300 11.90 3.132 Largest stream flow has longer time of concentration Qp = 5.300 + sum of Qb la /lb 2.797 * 0.835 = 2.335 Qp = 7.635 Total of 2 main streams to confluence: Flow rates before confluence point: 2.797 5.300 • Area of streams before confluence: 0.910 2.090 Results of confluence: Total flow rate = 7.635(CFS) Time of concentration = 11.896 min. Effective stream area after confluence = 3.000(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 300.000 to Point /Station 330.000 ****INITIAL AREA EVALUATION * * ** DA -C.01 Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 474.400(Ft.) Bottom (of initial area) elevation = 466.100(Ft.) Difference in elevation = 8.300(Ft.) Slope = 0.00830 s(percent)= 0.83 TC = k(0.379) *[(length 113) /(elevation change)]A0.2 Initial area time of concentration = 15.675 min. Rainfall intensity = 2.713(ln /Hr) fora 100.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.795 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.420; Impervious fraction = 0.580 Initial subarea runoff = 12.462(CFS) • Total initial stream area = 5.780(Ac.) Pervious area fraction = 0.420 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 300.000 to Point /Station 330.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 5.780(Ac.) Runoff from this stream = 12.462(CFS) Time of concentration = 15.67 min. Rainfall intensity = 2.713(ln /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 310.000 to Point /Station 330.000 * ** *INITIAL AREA EVALUATION * * ** DA -C.02 Initial area flow distance = 780.000(Ft.) Top (of initial area) elevation = 472.300(Ft.) Bottom (of initial area) elevation = 466.100(Ft.) Difference in elevation = 6.200(Ft.) Slope = 0.00795 s(percent)= 0.79 TC = k(0.379) *[(length ^3) /(elevation change) ] ^0.2 Initial area time of concentration = 14.315 min. Rainfall intensity = 2.844(ln /Hr) for a 100.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.798 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.420; Impervious fraction = 0.580 Initial subarea runoff = 9.240(CFS) Total initial stream area = 4.070(Ac.) Pervious area fraction = 0.420 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 310.000 to Point /Station 330.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 4.070(Ac.) Runoff from this stream = 9.240(CFS) Time of concentration = 14.32 min. Rainfall intensity = 2.844(ln /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 12.462 15.67 2.713 2 9.240 14.32 2.844 Largest stream flow has longer time of concentration QP = 12.462 + sum of Qb la /lb 9.240 * 0.954 = 8.814 Qp = 21.277 Total of 2 streams to confluence • Flow rates before confluence point: 12.462 9.240 Area of streams before confluence: 5.780 4.070 Results of confluence: Total flow rate = 21.277(CFS) Time of concentration = 15.675 min. Effective stream area after confluence = 9.850(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 330.000 to Point /Station 330.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 9.850(Ac.) Runoff from this stream = 21.277(CFS) Time of concentration = 15.67 min. Rainfall intensity = 2.713(In /Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 320.000 to Point /Station 330.000 ****INITIAL AREA EVALUATION * * ** DA -C.03 Initial area flow distance = 330.000(Ft.) Top (of initial area) elevation= 469.100(Ft.) Bottom (of initial area) elevation = 466.100(Ft.) Difference in elevation = 3.000(Ft.) • Slope = 0.00909 s(percent)= 0.91 TC = k(0.379) * [(length A3) /(elevation change )]A0.2 Initial area time of concentration= 9.879 min. Rainfall intensity = 3.449(ln /Hr) fora 100.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.812 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.420; Impervious fraction = 0.580 Initial subarea runoff = 4.089(CFS) Total initial stream area = 1.460(Ac.) Pervious area fraction = 0.420 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 320.000 to Point /Station 330.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.460(Ac.) Runoff from this stream = 4.089(CFS) Time of concentration = 9.88 min. Rainfall intensity = 3.449(ln /Hr) Summary of stream data: • Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 21.277 15.67 2.713 2 4.089 9.88 3.449 Largest stream flow has longer time of concentration Qp = 21.277 + sum of Qb la /lb 4.089 * 0.787 = 3.216 Qp = 24.493 Total of 2 main streams to confluence: Flow rates before confluence point: 21.277 4.089 Area of streams before confluence: 9.850 1.460 Results of confluence: Total flow rate = 24.493(CFS) Time of concentration = 15.675 min. Effective stream area after confluence = 11.330(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 400.000 to Point /Station 410.000 ****INITIAL AREA EVALUATION * * ** DA -D.01 Initial area flow distance= 840.000(Ft.) Top (of initial area) elevation = 478.000(Ft.) Bottom (of initial area) elevation = 472.900(Ft.) Difference in elevation = 5.100(Ft.) Slope = 0.00607 s(percent)= 0.61 TC = k(0.378) *[(IengthA3) /(elevation change)]A0.2 Initial area time of concentration = 15.508 min. Rainfall intensity = 2.728(ln /Hr) fora 100.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.798 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.410; Impervious fraction = 0.590 Initial subarea runoff = 3.264(CFS) Total initial stream area = 1.500(Ac.) Pervious area fraction = 0.410 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 410.000 to Point /Station 420.000 ****STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** DA -D.02 Top of street segment elevation = 472.900(Ft.) End of street segment elevation = 470.500(Ft.) Length of street segment = 390.000(Ft.) Height of curb above gutter flowline = 8.0(ln.) Width of half street (curb to crown) = 48.000(Ft.) Distance from crown to crossfall grade break = 46.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 • Street flow is on [1] side(s) of the street Distance from curb to property line = 20.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.135(CFS) Depth of flow = 0.398(Ft.), Average velocity= 2.103(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width= 13.563(Ft.) Flow velocity = 2.10(Ft /s) Travel time = 3.09 min. TC = 18.60 min. Adding area flow to street USER INPUT of soil data for subarea Runoff Coefficient = 0.793 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.400; Impervious fraction = 0.600 Rainfall intensity = 2.482(ln /Hr) fora 100.0 year storm Subarea runoff = 1.654(CFS)for 0.840(Ac.) Total runoff = 4.918(CFS) Total area = 2.340(Ac.) Street flow at end of street = 4.918(CFS) Half street flow at end of street = 4.918(CFS) • Depth of flow = 0.418(Ft.), Average velocity= 2.192(Ft /s) Flow width (from curb towards crown)= 14.550(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 500.000 to Point /Station 510.000 ****INITIAL AREA EVALUATION * * ** DA -E.01 Initial area flow distance= 600.000(Ft.) Top (of initial area) elevation= 470.500(Ft.) Bottom (of initial area) elevation = 468.000(Ft.) Difference in elevation = 2.500(Ft.) Slope = 0.00417 s(percent)= 0.42 TC = k(0.386) * [(length A3) /(elevation change )]A0.2 Initial area time of concentration= 14.924 min. Rainfall intensity = 2.783(In /Hr) fora 100.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.784 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.470; Impervious fraction = 0.530 Initial subarea runoff = 2.947(CFS) Total initial stream area = 1350(Ac.) Pervious area fraction = 0.470 • +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 600.000 to Point /Station 610.000 * * ** INMAL AREA EVALUATION * * ** DA -F.01 Initial area flow distance = 630.000(Ft.) Top (of initial area) elevation = 468.000(Ft.) Bottom (of initial area) elevation = 465.600(Ft.) Difference in elevation = 2.400(Ft.) Slope = 0.00381 s(percent)= 0.38 TC = k(0.375) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration= 15.065 min. Rainfall intensity = 2.770(In /Hr) fora 100.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.804 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.390; Impervious fraction = 0.610 Initial subarea runoff = 3.650(CFS) Total initial stream area = 1.640(Ac.) Pervious area fraction = 0.390 End of computations, total study area = 35.27 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.413 Area averaged RI index number = 56.0 • Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 04/03/13 File: 1721TR34642YR10.out GRIFFIN RANCH - TRACT 34642 MSA JOB NUMBER 1721 10 YEAR STORM EVENT * * * * * * * ** Hydrology Study Control Information********** English (in -lb) Units used in input data file Program License Serial Number 6041 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 2 2 year, 1 hour precipitation = 0.343(ln.) 100 year, 1 hour precipitation = 1.350(ln.) Storm event year= 10.0 Calculated rainfall intensity data: • 1 hour intensity = 0.757(ln /Hr) Slope of intensity duration curve = 0.5200 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 100.000 to Point /Station 110.000 ""INITIAL AREA EVALUATION * * ** DA -A.01 Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 480.100(Ft.) Bottom (of initial area) elevation = 470.800(Ft.) Difference in elevation = 9.300(Ft.) Slope = 0.00930 s(percent)= 0.93 TC = k(0.379) * [(length A3) /(elevation change)]A0.2 Initial area time of concentration= 15.322 min. Rainfall intensity = 1.540(ln /Hr) for a 10.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.747 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.420; Impervious fraction = 0.580 Initial subarea runoff = 5.924(CFS) Total initial stream area = 5.150(Ac.) Pervious area fraction = 0.420 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 110.000 to Point /Station 130.000 ****STREET FLOW TRAVEL TIME +SUBAREA FLOW ADDITION * * ** DA -A.02 Top of street segment elevation = 470.800(Ft.) End of street segment elevation = 466.000(Ft.) Length of street segment = 965.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 20.500(Ft.) Distance from crown to crossfall grade break = 17.500(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2) side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 3.000(Ft.) Gutter hike from flowline = 1.500(ln.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 9.410(CFS) Depth of flow = 0.365(Ft.), Average velocity = 1.998(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width= 15.024(Ft.) Flow velocity = 2.00(Ft /s) Travel time = 8.05 min. TC = 23.37 min. Adding area flow to street USER INPUT of soil data for subarea Runoff Coefficient = 0.731 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.410; Impervious fraction = 0.590 Rainfall intensity = 1.236(ln /Hr) fora 10.0 year storm Subarea runoff = 6.849(CFS) for 7.580(Ac.) Total runoff = 12.773(CFS) Total area = 12.730(Ac.) Street flow at end of street = 12.773(CFS) Half street flow at end of street = 6.387(CFS) Depth of flow = 0.404(Ft.), Average velocity = 2.153(Ft /s) Flow width (from curb towards crown)= 16.939(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 110.000 to Point /Station 130.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 12.730(Ac.) Runoff from this stream = 12.773(CFS) Time of concentration = 23.37 min. Rainfall intensity = 1.236(ln /Hr) Program is now starting with Main Stream No. 2 Process from Point /Station 120.000 to Point /Station 130.000 ****INITIAL AREA EVALUATION * * ** DA -A.03 Initial area flow distance= 550.000(Ft.) Top (of initial area) elevation = 470.400(Ft.) Bottom (of initial area) elevation = 466.000(Ft.) Difference in elevation = 4.400(Ft.) Slope = 0.00800 s(percent)= 0.80 TC = k(0.374) *[(length A3) /(elevation change)]A0.2 Initial area time of concentration = 12.257 min. Rainfall intensity = 1.730(ln /Hr) fora 10.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.771 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.380; Impervious fraction = 0.620 Initial subarea runoff = 3.867(CFS) Total initial stream area = 2.900(Ac.) Pervious area fraction = 0.380 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 120.000 to Point /Station 130.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** • The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.900(Ac.) Runoff from this stream = 3.867(CFS) Time of concentration = 12.26 min. Rainfall intensity = 1.730(ln /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 12.773 23.37 1.236 2 3.867 12.26 1.730 Largest stream flow has longer time of concentration Qp = 12.773 + sum of Qb la /lb 3.867 * 0.715 = 2.765 Qp = 15.538 Total of 2 main streams to confluence: Flow rates before confluence point: 12.773 3.867 Area of streams before confluence: 12.730 2.900 Results of confluence: Total flow rate = 15.538(CFS) Time of concentration = 23.371 min. • Effective stream area after confluence = 15.630(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 200.000 to Point /Station 220.000 ****INITIAL AREA EVALUATION * * ** DA -B.01 Initial area flow distance= 245.000(Ft.) Top (of initial area) elevation = 468.900(Ft.) Bottom (of initial area) elevation = 466.200(Ft.) Difference in elevation = 2.700(Ft.) Slope = 0.01102 s(percent)= 1.10 TC = k(0.378) *[(IengthA3) /(elevation change)]A0.2 Initial area time of concentration = 8.409 min. Rainfall intensity = 2.104(ln /Hr) fora 10.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.777 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.410; Impervious fraction = 0.590 Initial subarea runoff = 1.488(CFS) Total initial stream area = 0.910(Ac.) Pervious area fraction = 0.410 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 200.000 to Point /Station 220.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.910(Ac.) Runoff from this stream = 1.488(CFS) Time of concentration = 8.41 min. Rainfall intensity = 2.104(ln /Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 210.000 to Point /Station 220.000 ""INITIAL AREA EVALUATION * * ** DA -8.02 Initial area flow distance = 450.000(Ft.) Top (of initial area) elevation = 469.100(Ft.) Bottom (of initial area) elevation = 466.200(Ft.) Difference in elevation = 2.900(Ft.) Slope = 0.00644 s(percent)= 0.64 TC = k(0.377) *[(IengthA3) /(elevation change)]A0.2 Initial area time of concentration = 11.896 min. Rainfall intensity = 1.757(ln /Hr) fora 10.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.766 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.400; Impervious fraction = 0.600 Initial subarea runoff = 2.811(CFS) Total initial stream area = 2.090(Ac.) Pervious area fraction = 0.400 0 Process from Point /Station 210.000 to Point /Station 220.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.090(Ac.) Runoff from this stream = 2.811(CFS) Time of concentration = 11.90 min. Rainfall intensity = 1.757(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) ' (min) (In /Hr) 1 1.488 8.41 2.104 2 2.811 11.90 1.757 Largest stream flow has longer time of concentration Qp = 2.811 + sum of Qb la /lb 1.488 * 0.835 = 1.243 Qp = 4.053 Total of 2 main streams to confluence: Flow rates before confluence point: 1.488 2.811 Area of streams before confluence: 0.910 2.090 Results of confluence: Total flow rate = 4.053(CFS) Time of concentration = 11.896 min. Effective stream area after confluence = 3.000(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 300.000 to Point /Station 330.000 ****INITIAL AREA EVALUATION * * ** DA -C.01 Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 474.400(Ft.) Bottom (of initial area) elevation = 466.100(Ft.) Difference in elevation = 8.300(Ft.) Slope = 0.00830 s(percent)= 0.83 TC = k(0.379) * [(length A3) /(elevation change) ] ^0.2 Initial area time of concentration = 15.675 min. Rainfall intensity = 1.522(In /Hr) for a 10.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.746 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.420; Impervious fraction = 0.580 Initial subarea runoff = 6.561(CFS) Total initial stream area = 5.780(Ac.) Pervious area fraction = 0.420 • +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 300.000 to Point /Station 330.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 5.780(Ac.) Runoff from this stream = 6.561(CFS) Time of concentration = 15.67 min. Rainfall intensity = 1.522(ln /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 310.000 to Point /Station 330.000 ****INITIAL AREA EVALUATION * * ** DA -C.02 Initial area flow distance= 780.000(Ft.) Top (of initial area) elevation = 472.300(Ft.) Bottom (of initial area) elevation = 466.100(Ft.) Difference in elevation = 6.200(Ft.) Slope = 0.00795 s(percent)= 0.79 TC = k(0.379) *[(IengthA3) /(elevation change))A0.2 Initial area time of concentration = 14.315 min. Rainfall intensity = 1.595(In /Hr) fora 10.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.750 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.420; Impervious fraction = 0.580 Initial subarea runoff = 4.871(CFS) Total initial stream area = 4.070(Ac.) Pervious area fraction = 0.420 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 310.000 to Point /Station 330.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 4.070(Ac.) Runoff from this stream = 4.871(CFS) Time of concentration = 14.32 min. Rainfall intensity = 1.595(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 6.561 15.67 1.522 2 4.871 14.32 1.595 Largest stream flow has longer time of concentration Qp = 6.561 + sum of Qb la /lb 4.871 * 0.954 = 4.647 Qp = 11.208 • Total of 2 streams to confluence: Flow rates before confluence point: 6.561 4.871 Area of streams before confluence: 5.780 4.070 Results of confluence: Total flow rate =. 11.208(CFS) Time of concentration = 15.675 min. Effective stream area after confluence = 9.850(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 330.000 to Point /Station 330.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 9.850(Ac.) Runoff from this stream = 11.208(CFS) Time of concentration = 15.67 min. Rainfall intensity = 1.522(ln /Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 320.000 to Point /Station 330.000 ****INITIAL AREA EVALUATION * * ** DA -C.03 Initial area flow distance= 330.000(Ft.) Top (of initial area) elevation= 469.100(Ft.) • Bottom (of initial area) elevation = 466.100(Ft.) Difference in elevation = 3.000(Ft.) Slope = 0.00909 s(percent)= 0.91 TC = k(0.379) *[(length ^3) /(elevation change )] ^0.2 Initial area time of concentration = 9.879 min. Rainfall intensity = 1.935(ln /Hr) for a 10.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.767 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.420; Impervious fraction = 0.580 Initial subarea runoff = 2.167(CFS) Total initial stream area = 1.460(Ac.) Pervious area fraction = 0.420 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 320.000 to Point /Station 330.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.460(Ac.) Runoff from this stream = 2.167(CFS) Time of concentration = 9.88 min. Rainfall intensity = 1.935(In /Hr) Summary of stream data: • Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 11.208 15.67 1.522 2 2.167 9.88 1.935 Largest stream flow has longer time of concentration Qp = 11.208 + sum of Qb la /lb 2.167 * 0.787 = 1.705 Qp = 12.913 Total of 2 main streams to confluence: Flow rates before confluence point: 11.208 2.167 Area of streams before confluence: 9.850 1.460 Results of confluence: Total flow rate = 12.913(CFS) Time of concentration = 15.675 min. Effective stream area after confluence = 11.330(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 400.000 to Point /Station 410.000 * ** *INITIAL AREA EVALUATION * * ** DA -D.01 Initial area flow distance= 840.000(Ft.) Top (of initial area) elevation = 478.000(Ft.) Bottom (of initial area) elevation = 472.900(Ft.) Difference in elevation = 5.100(Ft.) Slope = 0.00607 s(percent)= 0.61 TC = k(0.378) * [(length A3) /(elevation change)]A0.2 Initial area time of concentration = 15.508 min. Rainfall intensity = 1.530(ln /Hr) fora 10.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.750 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.410; Impervious fraction = 0.590 Initial subarea runoff = 1.722(CFS) Total initial stream area = 1.500(Ac.) Pervious area fraction = 0.410 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 410.000 to Point /Station 420.000 ****STREET FLOW TRAVEL TIME+ SUBAREA FLOW ADDITION * * ** DA -D.02 Top of street segment elevation = 472.900(Ft.) End of street segment elevation = 470.500(Ft.) Length of street segment = 390.000(Ft.) Height of curb above gutter flowline = 8.0(ln.) Width of half street (curb to crown) = 48.000(Ft.) Distance from crown to crossfall grade break = 46.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 • Street flow is on [1] side(s) of the street Distance from curb to property line = 20.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(ln.) Manning's N in gutter= 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown'= 0.0150 Estimated mean flow rate at midpoint of street = 2.178(CFS) Depth of flow = 0.334(Ft.), Average velocity= 1.809(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.379(Ft.) Flow velocity = 1.81(Ft /s) Travel time = 3.59 min. TC = 19.10 min. Adding area flow to street USER INPUT of soil data for subarea Runoff Coefficient = 0.744 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.400; Impervious fraction = 0.600 Rainfall intensity = 1.373(ln /Hr) for a 10.0 year storm Subarea runoff = 0.858(CFS) for 0.840(Ac.) Total runoff = 2.580(CFS) Total area = 2.340(Ac.) Street flow at end of street = 2.580(CFS) Half street flow at end of street = 2.580(CFS) • Depth of flow = 0.350(Ft.), Average velocity= 1.881(Ft /s) Flow width (from curb towards crown)= 11.158(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 500.000 to Point /Station 510.000 ****INITIAL AREA EVALUATION * * ** DA -E.01 Initial area flow distance= 600.000(Ft.) Top (of initial area) elevation = 470.500(Ft.) Bottom (of initial area) elevation = 468.000(Ft.) Difference in elevation = 2.500(Ft.) Slope = 0.00417 s(percent)= 0.42 TC = k(0.386) *[(length A3) /(elevation change)]A0.2 Initial area time of concentration = 14.924 min. Rainfall intensity = 1.561(ln /Hr) fora 10.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.730 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.470; Impervious fraction = 0.530 Initial subarea runoff = 1.539(CFS) Total initial stream area = 1.350(Ac.) Pervious area fraction = 0.470 0 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 600.000 to Point /Station 610.000 ****INITIAL AREA EVALUATION * * ** DA -F.01 Initial area flow distance= 630.000(Ft.) Top (of initial area) elevation = 468.000(Ft.) Bottom (of initial area) elevation = 465.600(Ft.) Difference in elevation = 2.400(Ft.) Slope = 0.00381 s(percent)= 0.38 TC = k(0.375) * [(length A3) /(elevation change )]A0.2 Initial area time of concentration= 15.065 min. Rainfall intensity = 1.554(ln /Hr) fora 10.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.759 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.390; Impervious fraction = 0.610 Initial subarea runoff = 1.933(CFS) Total initial stream area = 1.640(Ac.) Pervious area fraction = 0.390 End of computations, total study area = 35.27 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.413 Area averaged RI index number = 56.0 Griffin Ranch — Tract 34642 Hydrology & Hydraulics Report • Appendix Hydraulic Calculations Flowmaster Inlet Sizing Worksheets StormCad Storm Drain Sizing Worksheets Flowmaster Emergency Overflow Channels • U • Worksheet for Curb Inlet In Sag - CB 2_3 (100 Year Storm) '�F;:s`iS iM: •+y.. -:v .iiw� vth. +t' ..•�t^a:•�:r �d;' 'as :na •:t�:e: `a:.. x.•s � n3 : "%. ir'�,�u -�; ": :�_"'. �{iYrxi: ;'. �'�'��`"; ^�aE:.s,�;� `��'.• :'i,�- .?�'L'Jfi '��"�r�„F,� J: -, a ":. . :Pro ect.Descri'�tion. „�� -�.�� ,�,', �< 1K ” � tip.,: � �•• ._• �,.�:'�> �'�' 4 �, - • u 1_ P. _ t.�n;!n<.�.�Y�: ��Y�.�..'iu;�;,t�a,�; yi�;,s,�> � � ��'•J- .."��...5�.�.,..y,''�4�.' a.��''�,�i"�.` „4:.' "� �1;E,. �LYurY. `. �r,,'.(. c. �� ..c. 1v vt s:Pxr�cau.K+v. ss:- ,::.rr.7�,�xs »..�"d±r .�-..- �s�.: "�,:Cu...�.. -. �_ar 4 • �" >��...:;d.,wr: ..,.. ... �.'. �:..Y �. .,.,�•?'e � .,, Solve For Spread :as�;�y%i' T�°�^'. a3X "rrSyx- ',�5"??�;p : -�.. u: �s? . " � i .' ry •z, e f" iN+' ° rr ��%`. ,, , . t , ;�,: �r,4. .:� Ye N%. 7 ^;e5. n �. 6 •r " k �. '��g:. �s��i 5e .. � r� .. �9 �`5•riti.' o`x�:'. iln wt Data ht�. _ � • . �, �... �.� -��: :�:� 4:. �s..� `;'� "..,;...�;��3�.,..�:. Discharge 15.02 ft /s Gutter Width 2.00 ft Gutter Cross Slope 7.8125 % Road Cross Slope 1.7700 % Curb Opening Length 8.00 ft Opening Height 8.77 in Curb Throat Type Inclined Local Depression 4.00 in Local Depression Width 4.00 ft Throat Incline Angle 66.00 degrees z e ����.rw`� x�z, �" ���z.. "�aTx'.�,ar���`,��'- �'�i:_fS��� �����"•�`��Mrs :.�mm�..:: �;: tT' 3^ �.? �'. �� ..•.«�.;?2�:�•r:'�i?�- �;-�.#s- s a. :_�".- � ..sx rc, �.,� +vs�nv a ,.vri;Y�;,. o�,xnrti� Spread 32.17 ft Depth 8.28 in Gutter Depression 1.45 in Total Depression 5.45 in Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00) 414/2013 12:43:12 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203.765 -1666 Page 1 of 1 Worksheet for Curb Inlet in Sag - CB 4_5 (100 Year Storm) Solve For Discharge Gutter Width Gutter Cross Slope Road Cross Slope Curb Opening Length Opening Height Curb Throat Type Local Depression Local Depression Width Throat Incline Angle Spread Inclined 3.82 2.00 7.8125 1.7700 4.00 8.77 ft /s ft ft in 4.00 in 4.00 ft 66.00 degrees Spread 15.83 ft Depth 4.81 in Gutter Depression 1.45 in Total Depression 5.45 in 0 Bentley Systems, Inc. Haestad Methods Solution Center . Bentley FlowMaster [08.01.066.001 4/412013 12:44:13 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1 -203- 755 -1666 Page 1 of 1 • • • Worksheet for Curb Inlet In Sag - CB 6_7 (100 Year Storm) Solve For Spread Discharge 12.25 ft /s Gutter Width 2.00 ft Gutter Cross Slope 7.8125 % Road Cross Slope 1.7700 % Curb Opening Length 7.00 ft Opening Height 8.77 in Curb Throat Type Inclined Local Depression 4.00 in Local Depression Width 4.00 ft Throat Incline Angle 66-00 degrees Spread 29.38 ft Depth 7.69 in Gutter Depression 1.45 in Total Depression 5.45 in Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster 108.01.066.00] 41412013 12:45:51 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06785 USA +1. 203.755 -1666 Page 1 of 1 Worksheet for Curb Inlet On Grade - CB -8 (100 Year) Project. Description Solve For Input Data Discharge Slope Gutter Width Gutter Cross Slope Road Cross Slope Roughness Coefficient Curb Opening Length Local Depression Local Depression Width Results Efficiency Intercepted Flow Bypass Flow Spread Depth Flow Area Gutter Depression Total Depression Velocity Equivalent Cross Slope Length Factor Total Interception Length Efficiency 4.92 ft3 /s 0.00777 ft/ft 2.00 ft 8.0000 % 2.0000 % 0.015 15.00 ft 4.00 in 4.00 ft 98.87 4.86 ft /s 0.06 ft/s 12.63 ft 4.47 in 1.71 ft' 1.44 in 5.44 in 2.87 ft/s 0.07262 ft/ft 0.92 16.35 ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 4/4/2013 2:20:08 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203 - 755.1666 Page 1 of 1 • Worksheet for Curb Inlet On Grade - CB -9 (100 Year Storm) • Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.001 4/412013 2:21:12 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1 -203- 755 -1666 Page 1 of 1 Solve For Efficiency Inni�it`�Da' ata��a�,�� Y Discharge 2.95 fN /s Slope 0.00393 ft/ft Gutter Width 2.00 ft Gutter Cross Slope 8.0000 Road Cross Slope 2.0000 % Roughness Coefficient 0.015 Curb Opening Length 10.00 ft Local Depression 4.00 in Local Depression Width 4.00 ft 14ts ,jfflsu• Efficiency 99.67 Intercepted Flow 2.94 ft' /s Bypass Flow 0.01 ft' /s Spread 11.74 ft • Depth Flow Area 4.26 1.50 in ft2 Gutter Depression 1.44 in Total Depression 5.44 in Velocity 1.97 ft/s Equivalent Cross Slope 0.07631 ft/ft Length Factor 0.96 Total Interception Length 10.44 ft • Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.001 4/412013 2:21:12 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1 -203- 755 -1666 Page 1 of 1 Worksheet for Curb Inlet On Grade - CB-10 (100 Year Storm) gg- "K - 'J7- ;=-g� ' - '� 2 Solve For Efficiency fflpffilb0taM I f -17 "1 11 W-1 IN p�.rj a Z:. I I law-40M 111M Discharge 3.65 ft3/s Slope 0.00364 ft/ft Gutter Width 2.00 ft Gutter Cross Slope 8.0000 % Road Cross Slope 2.0000 % Roughness Coefficient 0.015 Curb Opening Length 11.00 ft Local Depression 4.00 in Local Depression Width 4.00 ft S N 122WE IN Efficiency 99.44 % Intercepted Flow 3.63 ft3/s Bypass Flow 0.02 ft3/s Spread 13.06 ft Depth 4.58 in Flow Area 1.83 ft2 Gutter Depression 1.44 in Total Depression 5.44 in Velocity 2.00 ft/s Equivalent Cross Slope 0.07096 fUft Length Factor 0.94 Total Interception Length 11.65 ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 4/412013 2:22:02 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 • Worksheet for Curb Inlet In Sag - CB 2_3 (10 Year Storm) .rht:n>z'fi .-ar x ,. a �„��„�,;�_ .age„ rey. � •�,.-' 1 . t 's.;�•S ate- ., �}• ;tr.<' i lrf�'.:'Y _?�' �`+'+ g e" .1ii�ix'`f,t. i ` � �e. �?.' �;'.w. r�::f.s:37s s � �� • r ":;'v �' r' ���;t,$'x•- :...s,#*,�r< r.` ��'- t+' �e.:n�Jv,- w,xy�rw �.e�.u:.�ssanrsco ...�3'..s ..s*r..r '�v. ���• Y"�;','Fr���%e�a*.a.,*: .�i:,e' �e•°,: £f....at"cra:.;Y:�«t_,..: -•r;.: ia:.. .a.^lsi:3:k: c.. %.rx- '�rlr�i' ?;�.i �ri�: Solve For Spread 'z�<F. s. mo. is 37dQ:.;. ,.:;Y »••c�s�.:,en �:•. . q't:.• .r.;,�t4'�:: � et �.; :,;� . %i;. r.,i^ - ^r:• +^fit t, „s��,r �c. ..:, �:�.`�.. '`v is �`f.;k. :::e:: �'rt�•i')r < +;'i:'; >,..., Il ,v ?',�%y„ .�.3 ~ ?'3r -ii.: : �.7H �`+�rx ;; �?f, �� "y'., M.Y, .ufN'.�`,.a�, , ;er, ..t?yc,•fNZE�,., �,...,'. , t1::`.= �,�[2`�"'''as:::; r. 'In ut Data: �,:,,z�..,.- ��':�� .- �f:=.�t� : �;., �.,�•�:� �� .;.,;,. 4 ,>•_ �.;:�': �:,- . -t_ ,.,z: � ,o,.,__.,� :. .aw.r �-+f2r:.,&, . �. �..,.e#t. < ,-.. ,hr... � J, .'�ic;�::. ;k <. , .. �. "ti .�k'�'.. .,... sa, ,. ,.,.< .._.. ....,..., ,. ..... ..,-. .. s::•.'.... . .. Discharge 7.77 ft' /s Gutter Width 2.00 ft Gutter Cross Slope 7.8125 % Road Cross Slope 1.7700 % Curb Opening Length 8.00 ft Opening Height 8.77 in Curb Throat Type Inclined Local Depression 4.00 in Local Depression Width 4.00 ft Throat Incline Angle 66.00 degrees '3'` r:l,':'. ;.S.ev!v :;%$•�- - �;'T: ::fit "<J}'Y' �`:;y: - .. r,,3� ;Yr: ..)._.. ^,)�.'t:�� rs.tla i Y - t':kF .e�'7_� rt•'' - �v;�::� -S.- y }c "r.`�. :tii -.,_., �ResUlts+`4� - =�> .;�.,'c:: •,'��,'."�''- ?��,,�3 i.v . t:�; :.�..�' =,,.:. ;;F _�t� °;k� s �=�;�� <. ..). • >.. � ,H. .1:,. ';;r -'4< �o'�., �4. .xm.;c.✓� '€,: 3,Y}, -1 .��'.rf��kn„N.k:�.;..��:..;t,. c: J:!'- 9,,.:;n.; ' %:�'� l.n .. .. � . _:.o-.:.. _ . -.. ^,. -.( ...,)F' +:f�,h- ..a+,..7: •3v:v?: °�f:.:.._•::•`.1.. .c��:,)';�Y.:.., _ ,...r:�1;iL .w 7r.h� Spread 20.73 ft Depth 5.85 in Gutter Depression 1.45 in • Total Depression 5.45 in \ t • Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster (08.01.066.00) 41412013 12:43:31 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06796 USA +1- 203 -755 -1666 Page 1 of 1 Worksheet for Curb Inlet In Sag - CB 4_5 (10 Year Storm) u^- ..'T,�•:c ...5� mss" ; ; x;'�>.ir >,u. >+:tr,;• v: si-^: - - ia.'':, r� _ �� ' ;;'4;' =�- . °�5'1�,n �.o -es.- _sP'sfn,.:�"' ;a.�!;,. _ ..e'�.'. '�' �Sr,;'?r •• �a;,��?y_�M�y ..�_.: -�. ��, ,, 1;:- :tv'7l "iz= '� +i;=:: a r€'` �'..;.�„ `�sr: =':s fl a ��^ .:-ksr:, n� rr%}; :-,�.� :YC, :� ✓- *,e.T € :`4 Sr^ jt''�os ��:v+,��.;•;sl?�1 ;zc:^f�.t�jSi,::. � i:a, . <- . ?,.:�riy:- a.��*�. " +;T',,n a�Sst�.io-..,.•.;r.. -::. a:C:.,::Y..sienx• ,. ?•x::."::�. •�'..�sw+ ..S F :i - :Le_i� ' �. � l 7?t.: ,ao�n.)r��af.: � . ! •i ir,.., ;yiL'r xY =...e�elz <t.`:.�:.:a,��' "i';� ;�•x :?`r's� �`i�:_!?>r K't- .x::r �,f..,�.s z_ roc ;:dir!d.�.- . ............:..t.. .?�'�.'a.r,,,�, e Solve For Spread ��"w .:s ` "'�^%t °' - ET...��SY�l. ":E't �(:'r�g�y "t iti ���1.: "3ii� fT3k -i �:':•. � u' '�'e. .. -.iri :e R.r.:^Y.:�{�^}��, '`p.;". ." Cv..it.�A.i.�'��� Fi` :iii .^y`y:'•rF . >ti J.z � `'S�F. r �'�-r + 3 f' ss a' a" ?:•''. �d t ��t�� t�..13� `� n �utaData °= � � a-, .� �� z.d•� 4� e %��� , rr . �'� ' s• 7�^,r�r`� � r�. a��,�3'�� .x; v �; °'"� ,�° ._ p.._ .�•. %"?�.gfi':rs��`' ; � i.s... x ..?.., r. � e �� <�:�� �`: � �r M .. � r� �r.i:t�z:�...,,�- �,....- Vii, 4,,._c:=s�z�:r?`. ° ".`� Discharge 2.03 W/s Gutter Width 2.00 ft Gutter Cross Slope 7.8125 % Road Cross Slope 1.7700 % Curb Opening Length 4.00 ft Opening Height 8.77 in Curb Throat Type Inclined Local Depression 4.00 in Local Depression Width 4.00 ft Throat Incline Angle 66.00 degrees ReW®RM"�r ' 3�r ^.W_+� •..vim l�� L 3�k . �i' is�d�i�wla�k %C}t•1.�'�Pe.�$i....ca5d 4 Spread 3.95 ft Depth 3.66 in Gutter Depression 1.45 in Total Depression 5.45 in Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 4/4/2013 12:44:37 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 1 • 1I u Solve For Worksheet for Curb Inlet In Sag - CB 6_7 (10'Year Storm) Spread ?ry�r"'." .i'i�,"' r: +cF.zu�N, �.� r.5, ""5?S "'ti°M. Gry %5 "•'.arm s orsY-- ��:st�c. � K%x`l. S ^:' �,�k:? - - `u. � ..�:i +;Yr, .�� ..r?;•r ,.i ..'-� '''v?�r. :,�.g =:i??� ..! °:d '2;'i�y' `��:. ;� ?;t�.>ts'c^7„ .n `; � %is ne,�.:+„ d i �`�fj�`• ':*.-. ..�;: `.,', ;- .��:.. ,.c- }L.k, ;�t,•"'lr:x,:(::y. try eye'`: ,hs;: w�:i:�F�':: o��' �Tiee '.�':s'r•;y "f;,YX-'`Y;��.,L�.wf :In „Ut Data �-fs .nd.fi:��- ?�- ..d��,x,.�.'��• �'',�� -•e•� <::�.,r .�%'r �%�'x, r - •��:r:�_,s ; >3r �,r!' � �:�n,ar>�'�- �<�- �+.��:x,•:J�;.. : ✓,. Y,,.s:- .�F�sv.:�ere�� . ...:,l:a.. ..:,'•�s- �._,.o.•,.r:,� .�".t�, }•",i.'�, � ... .. �'�. , �, �i , : �.• Y..�.'S.<�'.l-.rk.'r'7':e:°... a:::��.:r.�:� '''r; .i: ,, .ef: _..:vr 1'.. >,� "C 3 .ai.. �._ alt. °.7., .>,r✓ .. ....., , Discharge 6.46 ft /s Gutter Width 2.00 ft Gutter Cross Slope 7.8125 % Road Cross Slope 1.7700 % Curb Opening Length 7.00 ft Opening Height 8.77 in Curb Throat Type Inclined Local Depression 4.00 in Local Depression Width 4.00 ft Throat Incline Angle 66.00 degrees Spread 19.17 ft. Depth 5.52 in Gutter Depression 1.45 in Total Depression 5.45 in Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 41412013 12:45:25 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1 -203- 755 -1666 Page 1 of 1 Worksheet for Curb Inlet On Grade - CB -8 (10 Year Storm) project Description Solve For Efficiency Input, Data Discharge 2.58 ft' /s Slope 0.00777 ft/ft Gutter Width 2.00 ft Gutter Cross Slope 8.0000 Road Cross Slope 2.0000 % Roughness Coefficient 0.015 Curb Opening Length 15.00 ft Local Depression 4.00 in Local Depression Width 4.00 ft Results Efficiency 100.00 % Intercepted Flow 2.58 ft3 /s Bypass Flow 0.00 ft 3/S Spread 9.50 ft Depth 3.72 in Flow Area 1.02 ft2 Gutter Depression 1.44 in Total Depression 5.44 in Velocity 2.53 ft/s Equivalent Cross Slope 0.08771 ft/ft Length Factor 1.35 Total Interception Length 11.13 ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 4/4/2013 2:20:27 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203.755 -1666 Page 1 of 1 • Worksheet for Curb Inlet On Grade - CB -9 (10 Year Storm) 7:� �t�- �s�e.e•�r.+�.�. �r&z �s�..�.v�E z�r��e3��ao, rv..sxt�iklc Solve For Efficiency j~ i a ;; '.i?�;F. ..,:�ttivi,..}1.., : �:;,n;'ri °fit.; _ . �n�5 :�'r�,.,•.t��,.,xw_.-�:•'Y.:i; � ' .F:.»� �,T?F�t,r> .7.::�.f,F!':s.• °j;a"�. •� ...,x.. • � .Input Data's -�:. ;.��:<� A,<�, - =, � e`•�:::. ��rw.• � - :�_;�.� r .��,�.: ;-��F�;;�•�= �,- �k:a. .,;:..,�•: ,,,�.. ,`�'� Y3 ��.'w- �..l_r?.��- .w:.'i iii` r:-" �r:_.r nl�, aa�.`. �' ��:?; S✓: r' �::<. �<...,..::: �. �i +��`::u.xa�.;z.xa..,.S.f..2"k� Discharge 1.54 ft /s Slope 0.00393 ft/ft Gutter Width 2.00 ft Gutter Cross Slope 8.0000 Road Cross Slope 2.0000 % Roughness Coefficient 0.015 Curb Opening Length 10.00 ft Local Depression 4.00 in Local Depression Width 4.00 ft 19 1 WIN Efficiency 100.00 % Intercepted Flow 1.54 ft3 /s Bypass Flow 0.00 ft3 /s Spread 8.75 ft Depth 3.54 in • Flow Area 0.88 ft2 Gutter Depression 1.44 in Total Depression 5.44 in Velocity 1.74 ft/s Equivalent Cross Slope 0.09231 ft/ft Length Factor 1.41 Total Interception Length 7.09 ft • Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 4/412013 2:21:33 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1 =203- 755 -1666 Page 1 of 1 Worksheet for Curb Inlet On Grade - CB -10 (10 Year Storm) Project, Description ; Solve For Input Data .. Efficiency Discharge 1.93 ft /s Slope 0.00364 ft/ft Gutter Width 2.00 ft Gutter Cross Slope 8.0000 % Road Cross Slope 2.0000 in Roughness Coefficient 0.015 ft2 Curb Opening Length 11.00 ft Local Depression 4.00 in Local Depression Width 4.00 ft Results Efficiency 100.00 % Intercepted Flow 1.93 ft' /s Bypass Flow 0.00 ft/S Spread 9.89 ft Depth 3.81 in Flow Area 1.10 ft2 Gutter Depression 1.44 in Total Depression 5.44 in Velocity 1.76 ft/s Equivalent Cross Slope 0.08545 ft/ft Length Factor 1.38 Total Interception Length 7.98 ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 41412013 2:22:28 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA ;1 -203- 755 -1666 Page 1 of 1 0 Scenario: Base 0 -130 U b -1 Ti6e: Griffin Ranch - Tract 36642 Project Englnear: ms r.1...tban0ey stonn®d11721 line 130 yr t t10.atm SrormCAD y5.6 t Englm12A0j 06120713 11:00:16 AM ®BanOOy Systems. Ina Hcwetad Methods SWuHw Center Watwtcwn, CT 06705 USA -1. 203.7551666 Page 1 W 1 Calculation Results Summary .................................. ............................... Scenario: Base »» Info: Subsurface Network Rooted by: 0 -130 >- Info: Subsurface Analysis iterations: 2 »- Info: Convergence vas achieved. CALCULATION SUM11ARY FOR SURFACE NETWORKS wnea ( iu ec ( Inlet Total I Total I Capture I Gutter I Gutter I Type 1 I Intercepted I Bypassed I Efficiency ( Spread I Depth I I I I I Florr I Flow I M I (ft) 1 (ft) 1 I 1 I I (cfs) I (cfs) I I I I ------------ I---------------------- I------------- I---------- I ------------ I-------- I-------- I I CB -2 I Curb Inlet I Curb COR STD 300 -6CF I 15.02 1 0.00 I 100.0 I 32.17 I 0.69 I CB -3 I Curb Inlet I Curb COR SID 300 -6CF I 15.02 1 0.00 I 100.0 I 32.17 1 0.69 I ______________________________________________________________________ _______________________________ CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0 -130 I r.mei t numper I ) ieCClon beCr1Gn ) Length I Total I Average I Hydraulic I Hydraulic I I I of 1 site Shape I (ft) I System I velocity I Grade I Grade I I I Sections I I I I Flow 1 (ft /9) I Upstream I Downstream I I I I I I (cfe) I I (ft) I (ft) I ---------- I---------- I--------- I---------- 1-------- 1-------- I---------- I----------- I------------ I P- 130.01 I 1 1 24 inch I Circular 1 220.00 1 29.94 I 9.53 I 463.66 1 460.38 I P- 130.02 I 1 1 24 inch I Circular I 41.00 I 15.02 I 4.78 I 464.13 I 463.97 I ___________________________________________________________________ _______________________________ I Label I Total I Ground I Hydraulic I Hydraulic I System I Elevation I Grade I Grade I Flow 1 (ft) I Line In I Line Out I I I (cfs) I I (ft) I (ft) I I I I--------- -- I- ------ ---- I------ --- - - I 1 0 -130 I 29.68 1 459.30 i 460.38 I 460.38 I CB -3 I 29.94 I 466.01 I 463.97 I' 463.66 1 CB-2 I 15.02 I 466.01 I 464.19 I 464.13 I _______________________ _______________________________ - ................... ............................... Completed: 08/20/2013 11:00:40 AM Title: Griffin Rands - Tract 34642 Pmlect Engineer, tits rl_lbentley atermcadu 721 line 130 yr 1 GO.sun StormCAD vS.S 105.09.012.001 0820113 11:01:03 AM OBentley Systmns, Inc. Haested Methods Solution Center Watertown, CT 06795 USA t1- 203.75 5-1699 Page 1 o)1 Scenario: Base Inlet Report Label Iltlet Clogging Orate Ground Rim Sump Structure Area Tc I Inlet Int Fx1 Fin System Syatem System System Total HGL HGL Gulls %) Length Eleva0on Elev Elev Depth (ages) (rdn) (Inmr) C Ratbnat CA Tc CA Fbw Tyne ImensN Ratbnal Fbw bt Out Dltch ( (N) (N) Fbw (acres) (min) (acres) (min) (hMr) Fbw We) (ft) (19 Depth (els) (c1s) (N) C &2 Curb COR STO 300.6CF 8.00 468.01 465bi 460.01 629 7.815 22.19 2.265 0.8417 13.02 0.000 0.00 8.579 22.19 2.285 15.02 15.02 464.19 484.13 0.69 C6a Curb CDR STD 300.6CF 8.00 468.01 485.51 480.01 8.00 7.615 22.19 2.285 0.8417 15.02 0.000 D.00 13.158 22.33 2.258 29.94 29.94 463.97 463.86 0.69 Ties: Gd fln Ranch - Tract 34642 r%...1bentlay stormraN line e 130 yr 100.stm Project Erghser, dls 0620719 11:0131 AM Sto —CAD v5.6 [05.06.012.00] 0 Bentley Systems, Inc Hassled Methods Solution Center Watertown, CT 06795 USA ♦1.203-7551666 page 1 of 1 Scenario: Base Node Report Label Area (acres) TC (min) Local Intensity Inlet C Local Rational System System Total Rim Sump Structure Hydraulic Hydraulic System (in/hr) Flow Intensity Rational Flow System Sevetlon Elevation Depth Grade Gredo Flow Time (fn/hr) Flow (It) (fl) (to Una In Une Gut (min) (Cis) (eta) (cts) (Po (fl) C8-2 7.815 22.19 2.265 0.8417 15.02 2.265 15.02 16.02 465.51 460.72 5.29 464.19 464.13 22.19 C93 7.815 22.19 2.265 0.8417 15.02 2.258 29.94 29.94 465.51 480.01 6.00 463.97 463.66 22.33 GA30 2.238 29.58 29.68 459.80 453.31 5.99 460.38 460.38 22.72 Tale: Griffin RarMh - Tract 34642 r.L.Abemley dortncaN1721 line 130 yr t OO.stm P.Ject Englnear. cis v5.8 [05.08.012.0.001 08/20/13 11:01: m 8enilay Systems, Inc. Haested MethoGs Sol r Watertown, CT 06795 USA +1.2(13. 755 -1666 P.O. 1 W 1 • • • Scenario: Base Pipe Report Label Materfal Mannings Section Length Full Total Excess Up Down Slope Avg Up HGL Down HGL Flow n I Size I (ft) cap System Full Inv Inv (flHt) Vel FG N FG Out Tone Profile Desc4ptlon CaP�)b Elev Ee (N/9) (N) (N) (N) (N) (min) (CIS) P- 130.01 PVC I 0.012 241nch 220.00 38.78 29.94 8.84 480.01 454.60 0.0250 9.53 488.01 483.88 459.30 480.39 22.33 Pre ssure P•130.02 PVC 0.012 241nch 41.00 17.54 15.02 2.52 480.72 480.51 0.0051 4.79 486.01 464.13 466.01 463.97 22.19 Pressure TWO: Gnllin Ranch • Tract 34642 r:1...Mwntley stomrcaCt1721 ilne 130 yr 100.stm ` Pro)oot Engineer. cb StormCAD v5.6 (05.06.01200) 08W13 11:01:57 AM m9en0ey Systems, IM Haestaa Mamods Sohnlon Centef Watertown, CT 06795 USA .1403- 7554668 Page 1 of 1 Scenario: Base CB -7 0.02 V—LLV ntle: Griffin Fence - Tract 34842 ey atormraN1721 Iine 220 yr 100.stm Project Engineer. M 0320x13 11:02:32 AM 0 Bentley Systems. Ix. Haeslad McOnds SaNtlon Center Watertowrti CT 08795 USA ♦1. 203 - 755.1666 8tormCAD v5.9 [05.08.012.00) e I of I Pape 1 of 1 Calculation Results Summary .............. Scenario: Bas. »» Info: Subsurface Network Rooted by: 0 -220 > Info: Subsurface Analysis iterations: 2 »» Info: Convergence was achieved. CALCULATION SUMMARY FOR SURFACE NETWORKS I Label I Inlet I Inlet I Total I Total I Capture I Gutter I Gutter I Type I I Intercepted I Bypassed I Efficiency I Spread I Depth I I I I I I I I I 1 Flow Flow I M I (ft) I (in) (cfe) (cfs) -------- -- --I-- ----- - - - - -- I I------------- I---------- I-- ------ ---- I-- --- -- -I--- - - - -- I CB -7 I Curb Inlet I Curb CDR STD 300 -6CP 1 12.25 1 0.00 I 100.0 1 29.38 1 7.69 1 CB -6 I Curb Inlet I Curb CDR STD 300 -6CP 1 12.25 1 0.00 I 100.0 1 29.38 1 7.69 1 ----------------------------------------------------------------------------------------------------- CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0 -220 Label I Number I Section I Section I Length I Total I Average I Hydraulic I Hydraulic I 1 of I Size I Shape I (ft) I System I velocity I Grade I Grade I I Sections I I I I Flow I (ft /s) 1 upstream I Downstream 1 I I I I I I We) I I (ft) 1 (ft) 1 I---------- I---------- I--------- I---------- I-------- I-------- I----- -----I-- --- ------I---- --- - ---- I P- 220.01 1 1 1 24 inch I Circular 1 240.00 1 24.39 1 7.76 1 462.23 1 459.05 1 P- 220.02 1 1 1 18 inch I Circular 1 50.32 1 12.25 1 6.93 1 463.13 1 462.55 1 -------------------------------------------------------------------------------------------------- Label I Total I Ground I Hydraulic I Hydraulic I System I Elevation I Grade I Grade Plow 1 (ft) I Lino In I Line Out I I )efa) I i (ft) I (ft) 1 I I I----- -- --- -i- ---------- I- ----- - - - -- I 1 0 -220 1 23.96 I 459.30 ( 459.05 1 459.85 1 C11-6 1 24.39 1 465.95 I 462.55 1 462.23 1 CB -7 1 12.25 1 465.90 I 463.25 1 463.13 ------------------------------------------------------ .... .............................. ............................... Completed: 08/20/2013 11:02:58 AM Tills: ftlffln Ranch - Tract 34642 Pmlecl Engineer: dls 6 -Ab9mlay slonncedl1721 iam 220 yr 100.stm Sto -CAD V5.6 (05.06.012.001 Oal20/13 11:03:11 AM m Bsn11ey Systems, Ir10. Haestsd Methods SolWon Center Watenown, CT 06795 USA +1 -203. 755.1666 Page 1 of 1 Scenario: Base Inlet Report Label Inlet Cbggil Curb Grate Omuml Rim Sump Structure Area Tc I Inlet Int Ext Eat s Sysmm byatem bystem System Total MOL HGL Factor Open Length Elevation Elev Bev Dept (acres) (min) (in/hr) C Rat at CA Te Fbwt; n Intens8 Rati pool Fbw In Out Guber Ditdr (%b) Length (0) (n) (it) (to (W Fbw (acres) (Mn) (acres) (min) (in/hr) Fbw We) (0) (R) Oopth (call C&8 Curb COR STO 300-6CF 7.00 465.95 465.95 458.87 7.08 5.855 15.69 2.713 0.7919 12.25 0.000 0.00 8.958 15.80 2.702 24.39 24.39 482.55 462.23 7.69 C &7 Curb COR STD 300 -6CF 7,00 465.90 485.90 480.45 5.45 5.855 15.86 2.713 0.7919 12.25 0.000 0.00 4.478 15.68 2.713 12.25 12.25 48325 483.13 7,69 Tlue: Griffin Ranch - Tract 34642 rl..lberNey stormcaQ11721 Une 220 yr 100.sun Project Engineer. dls StonnCAD v5.6 [05.06.012.00) OBW13 11:03:29 AM O BanOey Systems, bte Hassled Methods Solution Center Watertowm CT 06795 USA ♦1.2 03 7551 6 66 Page 1 of 1 Scenario: Base Node Report Label Area (acres) TC (min) Local Intensity INet C Local Rational System System Total .Rim Sump Structure Hydraulic Hydraulic System Intensity Rational System Elevation 8evaton Depth Grade Grade Flow Time (bills) Flow (Whr) Fbw Flow (ft) (8) (8) Line In Line Out (fin) (cls) WO (dig) CB -6 5.655 15.68 2.713 0.7919 12.25 2.702 24.39 24.39 466.85 458.87 7.08 462.55 462.23 15.80 C8-7 5.655 16.68 2.713 0.7919 12.25 2.713 12.25 12.25 465.90 460.45 5.45 463.25 463.13 15.66 0.220 2.654 23.96 23.96 459.80 453.83 5.47 459.85 459.85 16.31 TIUa: Griffin Rench - Tract 34642 rl..loenttoy ebrmcadt1721 fine 220 yr t00.stm Project Engineer. ras S - 5.6 (05.06.012.00) 0820x/3 11:03:4 O 6onuey Systems. Inc. Haestad Methods Solu Watenowm CT 06795 USA .1-203-7551666 Page 1 of 1 • • • Scenario: Base Pipe Report Label Material Mamdngs Section Lenp Full Total Excess Up Down Slope Avg Up HGL Down I (N) Capaciy System Full Inv Inv Val FG In FG HOL Fbw Profit (efa) FIDW Capacity Elev Elev .(Wit) (Ws) (h) (N) (f0 Out Time Descdp0on (cfs) ON (ft) (N) (f0 (-In) P- 220.01 PVC 0.012r24 Inch 240.00 32.89 24.39 8.30 458.87 454.60 0.0178 7.78 465.95 462.23 459.30 459.85 15.80 Pressure P- 220.02 PVC 0.012 IS Inch 60.32 16.67 12.25 4.42 460.45 459.37 0.11215 6.93 485.90 4W.131 465.951 482.55 15.68 Pressure Tit-: Griffin Rench - Tract 34642 rl..tbemtey etormcatl11721 One 220 yr 100.shn Proloot Enghreon dw StonnCAD v5.6105.08.012.001 Ga W13 11:03:51 AM 47 BenOay Systems, nu. Hassled Methods Solution Center Watertown, CT 06795 USA ♦1- 203.7551666 Pago 1 of 1 AN • • • Scenario: Base L- 470B.01 MH- 41U.U2 P- 470.03 P- 470.04 MH- 470.04 MH- 470.05. -470.06 TWO: GrM Ranch - Tract 34642 r:l..lhen0ey 910rmfaM1721 we 470 yr 10o.wn ProtW engineer. ms 0820113 11:04:20 AM 0 Bentley Systems, Inc. Hassled Methods Solutlon Center Watertown, CT 06765 USA r1- 203.7551666 S���D 6 `�P page 1 .11t Calculation Results Summary ................ ..................... ....... Scenario: Base... »» In£o: CB -10 No bypass target specified. Bypass is assumed to travel to 0 -470. -» Info: Subsurface Network Rooted by: 0 -470 > Info: Subsurface Analysis iterations: 3 >- Info: Cornrergence was achieved. CALCULATION SUMMARY FOR SURFACE NETWORKS 1 a.amea I rues ( artist Total I Total I Capture I Gutter I Lotter I I '1YPe I I Intercepted I Bypassed I Efficiency I Spread I Depth 1 I I I I Flaw I Flew 1 (V) 1 (ft) I (ft) 1 I I I I (cfs) 1 (cfs) I I I I - -- -- I CB.-4 I Curb Inlet I Curb COR STD 300 -6CP 1 3.82 I 0.00 1 100.0 I 15.82 I 0.40 1 CB -5 1 Curb Inlet I Curb COB STD 300 -6CP 1 3.82 1 0.00 1 100.0 I 15.82 1 0.40 1 CB -10 I Curb Inlet I Curb COR STD 300 -6CP 1 3.64 1 0.03 I 99.3 I 13.12 1 0.38 1 1 CB-9 I Curb Inlet I Curb COB STD 300 -6CP 1 3.00 1 0.02 1 99.3 I 11.88 1 0.35 I CB-S I Curb Inlet I Curb COB STD 300 -6CP I 4.85 I 0.06 1 98.7 I 12.65 I 0.37 I _______________________________________ ____________________ ___________ _____________ CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0 -470 D ai ( Hamner ) section section I I of I Size I Shape Sections I I I-----------I----------I---------I---------- I P- 470.01 I 1 1 24 inch I Circular L- 470A.01 1 1 1 18 inch 1 Circular I P- 470.02 I 1 1 24 inch I Circular 1 L- 470A.02 1 1 1 18 inch I Circular P- 470.03 1 1 1 24 inch 1 Circular L- 4708.01 I 1 1 18 inch 1 Circular P- 470.04 1 1 1 24 inch I Circular 1 P- 470.05 1 1 1 18 inch I Circular I L- 470C.01 1 1 1 18 inch I Circular 1 P- 470.06 _____________ 1 1 _______________________________ 1 18 inch I Circular ( Length I Total ( Average I Hydraulic I Hydraulic I 1 (ft) I System I Velocity I Grade I Grade 1 I I Flow I (ft/9) I Upstream I Downstream I I I (cfe) I 1 (ft) I (ft) I II I---- - - - - -- ------ ----- I------ --- - - -I 1 230.00 1 14.81 1 4.72 461.40 1 460.56 I 92.68 1 7.59 1 8.57 1 462.57 1 461.47 1 230.S5 1 9.63 1 6.16 1 462.01 I 461.47 1 41.00 1 3.82 1 4.37 I 462.94 1 462.74 1 273.65 I 6.85 I 5.30 1 463.73 I 462.11 I 93.90 1 3.64 I 4.88 1 463.04 1 462.26 1 273.65 1 6.93 I 4.37 1 465.01 I 463.93 I 296.00 I 4.52 1 4.12 I 466.63 I 465.32 I 22.50 1 3.00 I 5.40 I 465.42 I 465.17 I 292.98 1 4.85 1 3.28 i 467.79 I 466.79 I .__________________________ __ __________________________ Label I Total I Ground 1 Hydraulic I Hydraulic I I I System 1 Elevation I Grade I Grade I Flow I (ft) 1 Line In I Line Out' I I I (cfs) I I (ft) I (ft) 1 I----------- I-------- I------- ---- I- ---------- I---- -- - - -- - I 1 0 -470 I 14.53 1 459.30 I 460.56 I 460.56 I POT- 470.01 1 14.81 1 465.60 1 461.47 1 461.40 I CB -5 1 7.59 I 466.15 1 462.72 I 462.57 I 1 MK- 470.02 1 9.63 i 467.00 1 462.11 1 462.01 1 1 Ca-4 I 3.82 1 466.19 I 462.98 1 462.94 1 1 MB- 470.03 I 6.85 I 468.40 I 463.85 1 463.73 1 CB -10 1 3.64 I 466.51 I 463.09 1 463.04 I 1 MK- 470.04 I 6.93 I 468.80 I 465.17 1 465.01 1 MR- 470.05 1 4.52 I 470.00 1 466.73 1 466.63 1 1 CB-9 I 3.00 1 468.91 1 465.46 1 465.42 1 1 CB-8 I 4.85 I 471.17 1 467.81 1 467.79 1 ___________________________ ____ ___________________________ .... .................... .= ................................... ._. Completed: 08/20/2013 11:08:17 AM Title: Griffin Ranch - Tract 34642 Project �� r.1..V:enOey srormcaN1721 line 470 in 100.swn StOMICAD 4.6105.06.012.00) 082413 11:08:32 AM 47 Bentley Sysmnls, Inc H863tad Methods SoUtlOn Center Watertown, CT 08785 USA +11- 203. 755.1666 Page 1 of 1 • . . I Scenario: Base Inlet Report Label Irlet Clogging Factor Curb Opening Gate Length Ground �evallon Rim FJev u Sump Bev Structure pep�N Area Te I Inlet Int Fxt Ext System System System stem Total HGL HGL Gutter (76) Length (h) (h) (h) (tt) (acres) (thin) (FM) C Rational CA To CA Fbw TMe Imans6tbnel P Fbw M Out Ouch () Fbw (acres) (min) (acres ) min (min) (ivhr) bw cfs ( ) (0) (11) DepUt CB-4 Curb COR STD 300 -6CF 4.00 466.19 466.19 462.19 4.00 1.500 11.90 8.132 0.8087 (DSi 3.82 0.000 cfs) (ry) CB-5 Curb COR STD 300.6CF 4.00 466.15 466.15 461.50 4.65 1.500 11.90 3.132 0.8061 0.00 1.209 71.80 3.732 3.82 3.82 46298 482.94 0.40 CB-8 Curb COR STD 300 -6CF 15.00 471.17 471.17 466.63 4.54 2.340 18.60 2.482 0.8401 3.82 4.85 0.000 0.00 2.418 12.05 3.114 7.59 7.59 48272 462.57 0.40 CB-9 Curb COR STD 300-OCF 10.00 468.91 468.91 464.76 4.15 1.350 14.92 2.783 0.7782 0.000 0.00 1.941 18.60 2.482 4.85 4.85 467.81 467.79 0.37 CB-10 Curb COR STO 300.6CF 11.00 466.51 466.51 462.31 4.20 1.640 15.07 2.770 3.00 0.000 0.00 1.069 14.92 2.783 3.00 3.00 465.46 465.42 0.35 0.7971 3.64 0.000 0.00 1.305 15,07 2.770 3.641 3.641 463,091 463.041 0.38 Title: Gratin Ranh - Tract 34642 ey slormrad11721 tlrle 470 yr 100.6tm Project Engineer dla 08/20013 11:06:49 AM SoonCAD v6.6 [06.06.012.ODj 1D Bentley Systems, Inc. Haeslad Methods Solution Center Waterton n CT 06795 USA ♦1- 203 - 7551666 Pogo 1 of 1 Scenario: Base Node Report Label Area (acres) TC (min) Local Intensity (In ft) Inlet C Local Rational Flow k�7 System Intensity (hft) System Rational Flow (cis) Total System Flow (els) Film Elevation (to Sump Elevation (ry) Structure Depth (ry) Hydraulic Grade Lire In pq Hydraulic Grade Line Out (ft) System Flow Tune (min) CB-4 1.500 11.90 3.132 0.8081 3.82 3.132 3.82 9.82 486.19 482.19 4.00 462.98 482.94 11.90 CBS 1.500 11.90 3.132 0.9061 3.62 3.114 7.59 7.59 466.15 461.50 4.65 462.72 482.57 12.05 C &8 2.340 18.60 2.482 0.0401 4.92 2.482 4.65 4.85 471.17 466.63 4.54 467.81 467.79 16.60 013-9 1.350 14.92 2.783 0.7782 2.95 2.783 3.00 3.00 468.91 464.76 4.15 465.46 465.42 14.92 C &10 1.640 15.07 2.770 0.7971 3.65 2.770 3.64 3.64 466.51 462.31 420 463.09 463.04 15.07 MH470.01 2.183 14.81 14.81 465.60 459.26 6.34 461.47 461.40 23.81 MH -470.02 2.214 9.63 9.63 467.00 460.60 0.40 462.11 462.01 23.19 MH- 470.03 2.258 6.85 6.85 468.40 462.80 5.60 453.85 463.73 22.33 MH•470.04 2.284 6.93 6.93 468.80 464.00 4.80 465.17 465.01 21.28 MH470.05 2.308 4.52 4.52 470.00 465.74 4.26 466.73 466.63 20.09 0.470 2.142 14.53 14.53 459.80 453.60 5.701 460.66 460.661 24.63 Ties: Gdf In Ranch . Tract 34642 n eY storm ®d17721 Ilre 470 yr 10p.atrn Project Englmw.. dtn u5.6 (0.5.06.012.00) 06/20 /13 17'09' 0 Smiley Systems, Inc. HaeStatl M0lhotls Sob r Watertown, CT 06795 USA +1.203.755 -1666 Page 1 of 1 • • • Scenario: Base Pipe Report Label Material Manings Section Leng91 (1l) Full Capacity (CIS) Total System Flow (_fs) Excess Full Capacity (cfs) Up Inv Bav (it) Down Inv Bev (b) Slope (}tlfl) Avg Val (tIJ9) Up FO (h) HGL in (R) Down FG (0) HGL out (h) Fbw Time (min) ProlOe Deacri on L -470A.01 PVC 0.012 18 Inch 92.68 15.14 7.59 7.55 461.50 459.86 0.0177 8.67 466.15 462.57 - 465.60 461.47 L -470A.02 PVC 0.012 18 Inch 41.00 7.75 3.82 3.93 462.18 462.00 0.0046 4.37 468.19 12.05 Composite Pressure S1 S2 L- 4709.01 Concrete 0.013 18 inch 93.00 9.13 3.64 5.49 462.31 461.60 0.0076 462.94 466.15 462.74 11.90 S2 L -4700.01 Concrete 0.013 18 Inch 22.50 11.29 3.00 829 464.76 464.50 0.0116 4.88 5.40 466.51 468.91 463.04 465.42 467.00 46880 462.26 485.17 15.07 14.82 S2 Composite S7 S2 P -470.01 PVC 0.012 241nch 230.00 37.06 14.81 2225 459.26 454.00 0.0229 4.72 465.60 461.40 45930 460.56 23.81 Pressuro P -470.02 PVC 0.012 24 Inch 230.55 19.37 9.63 9.74 480.90 459.48 0.0082 6.16 467.00 462.01 465.60 461.47 23.19 Composite Pressure 51 S2 P- 470.03 Concrete 0.013 24 Inch 273.65 17.93 6.65 1098 462.80 461.10 0.0062 6.30. 468.40 463.73 467.00 462.11 22.33 Composite Sl S2 P -470.04 Concrete 0.013 24 Inch 273.65 13.67 6.93 6.75 '464.00 463.00 0.0037 4.37 468.80 465.01 468.40 463.93 21.29 M2 P -470.05 Concrete 0.013 181nch 296.00 6.80 4.52 228 465.74 464.50 0.0042 4.12 470.00 466.63 468.80 465.32 20.09 M2 P -470.08 Concrete 0.013 181nM 292.98 5.10 4.85 024 466.63 465.94 0.0024 3.28 471.17 467.79 470.00 488.79 18.80 M2 Time: Grtmin Rench - Tram 34642 r l.Abart0ey atomlCee11721 Una 470 yr 100.6Ym Project Engine- dlc 0820/13 11'09:27 AM 0 Bentley S St0mvCAD v5.6 (05.06.012.001 y ystems, Inc. Haesta0 M801oes Solution Center Watertown, CT 0679.5 USA .1. 203 - 7557666 Page 1 of t Profile Classification Page 1 of 1 • Profile Classification The gradually varied flow profile classification is simply a combination of the slope classification and the zone classification. For example, a pipe with a hydraulically mild slope and flow in zone 1 would be considered a Mild -1 profile (M1 for short). The program will analyze most profile types, but will not analyze certain flow profile types that occur rarely in conventional sewer system such as 1-13, M3, and S3. • • Profile Classification ZONE 1: ACTUAL FLOW DEPTH IS ABOVE BOTH NORMAL DEPTH & CRITICAL DEPTH ZONE 2: ACTUAL FLOW DEPTH IS BETWEEN NORMAL DEPTH & CRITICAL DEPTH ZONE 3: ACTUAL FLOW DEPTH IS BELOW BOTH NORMAL DEPTH '& CRITICAL DEPTH Zone 1 NO= _ one 2 PmAn ?one a Pm6b VZ - V:Y Y Y V oty +Y +Y YcY�YKY . roll y- 7.............. � ., .. .�.. - .. . ,.... .... , .l vos • _ V. � „ ............ y. cl ; C2 lydable ; ca 51 ---------- 52 52 ......... r/67 ➢ •!- _._.-.'S:IYL..ur.. ij7it I r. S MI Ilonc H2 Ha y. ... ............... ............................... ,l- .......,„,...,.. ..............,.,..,,....o...,, y• ..........,..... ...,,............... Y.......... 111111111M11111 ? Al Ilone G A2 ----- ----- Aa ZONE 1: ACTUAL FLOW DEPTH IS ABOVE BOTH NORMAL DEPTH & CRITICAL DEPTH ZONE 2: ACTUAL FLOW DEPTH IS BETWEEN NORMAL DEPTH & CRITICAL DEPTH ZONE 3: ACTUAL FLOW DEPTH IS BELOW BOTH NORMAL DEPTH '& CRITICAL DEPTH Project Name: GRIFFIN RANCH - TRF Job # 11721 Basin Designation RETENTION BASIN W • PERCOLATION RATE y -int 90.89547202 VOLUME IN 159,355 cult TOTAL AREA 40.65 acres INTENSITY 2.27 in /hr C -VALUE 0.71 UNDERGROUND STORAGE VOLUME BOTTOM AREA PERCOLATION RATE RARIN CWARACTFRIRTICR NOTE: TRIANGULAR HYDROGRAPH BASED ON: TOTAL FLOOD VOLUME FROM SYNTHETIC UNIT HYDROGRAPH (1 -HOUR STORM) CIPM FROM RCFCD RATIONAL ANALYSES TIME OF CONCENTRATION FROM RCFCD RATIONAL ANALYSES cuft sf � sf 0.00 cf /min CONTOUR ELEVATION. DEPTH INCR TOTAL ft ft YEAR -1 HOUR STOR •100 Date: TOTALVOLUME cuff acre -ft August 20, 2013 DATA INPUT - INFLOW TRIANGULAR HYDROGRAPH FLOW 5.9 65.88 cfs Tc 0.00 22.19 min TB 80.63 min Rising Slope 0.049481749 Declining Slope -0.01878885 • PERCOLATION RATE y -int 90.89547202 VOLUME IN 159,355 cult TOTAL AREA 40.65 acres INTENSITY 2.27 in /hr C -VALUE 0.71 UNDERGROUND STORAGE VOLUME BOTTOM AREA PERCOLATION RATE RARIN CWARACTFRIRTICR NOTE: TRIANGULAR HYDROGRAPH BASED ON: TOTAL FLOOD VOLUME FROM SYNTHETIC UNIT HYDROGRAPH (1 -HOUR STORM) CIPM FROM RCFCD RATIONAL ANALYSES TIME OF CONCENTRATION FROM RCFCD RATIONAL ANALYSES cuft sf � sf 0.00 cf /min CONTOUR ELEVATION. DEPTH INCR TOTAL ft ft AREA INCR TOTAL s s VOLUME INCR TOTAL cult cult acre -ft TOTALVOLUME cuff acre -ft 459.0 0.0 1 0.0 25,815 5.9 0 0.00 0 0.00 460.0 1.0 1 1.0 11040 36,855 31,172 31,172 0.72 31,172 0.72 461.0 1.0 1 2.0 13275 50,130 43,323 74,494 1.71 74,494 1.71 462.0 1.0 3.0 17605 67,735 58,712 - 133.206 3.06 133 206 3.06 463.0 1.0 4.0 22025 89,760 78,490 211,696 4.86 211,696 4.86 464.0 1.0 5.0 16090 105,850 97,695 309,391 7.10 309,391 7.10 465.0 1.0 6.0 18080 123,9301 114,771 424,162 9.74 424,162 9.74 40 0.5 in /hr 0.0007 ft/min DRYWELLS # cfs 3 0.151 0.45 cfs 27.00 cf /min EMERGENCY SPILLWAY WEIR OVERFLOW CONTOUR rT464.9 b 10 h(min) 5.9 RISER DATA CREST ELEVATION ft GRATE CLEAR AREA sf ADDITIONAL BELOW GRATE ORIFICES sf CENTROID ELEVATION ft NUMBER OF RISERS CLOGGING FACTOR Maximum Flow In 65.88 cfs Total Volume In 159,355 cubic feet Max Water Surface Elevation 462.27 ft Maximum Riser Outflow 0.00 cfs Maximum Spillway Outflow 0.00 cfs Maximum Flow Out 0.00 cfs Total Volume Out 0 cubic feet Total Volume Retained 159,355 cubic feet Probed Name GRIFFIN RANCH- TRACT 34542 .106 a 1721 DATE August 20, 2013 14w�1n i1mNM1Mn a6.7euneu ea_alu •A• TIME ii FLOW IN cfs UPSTREAM FLOW (dl) VOLUME W (cult) TOTALIN BASIN W PERC AREA PERC OUT a07 TOTAL IN BASIN e01 BASIN WSEL 0 RISER FLOW OUT 0 WEIR FLOW OUT ids) TOTAL FLOW OUT ds TOTAL OLUME O cut BALANCE IN BASIN CUR eaM 0 1 297 0.00 178 778 25.878 44.97 133 459.00 0.00 0.00 0.00 0 133 OAO 1 2 5.94 0.00 356 489 25.988 45.05 444 459.01 0.00 0.00 0.00 0 444 0.01 2 3 8.91 0.00 530 979 26,162 45.17 934 459.03 0.00 0600 Goo 0 934 0.02 3 4 11.88 0.00 713 1.646 26.398 45.33 1,601 459.05 0.00 0.00 GOD 0 1,601 0.04 4 S 14.84 0.00 891 2,491 25.697 4554 2,446 459.08 0.00 0.00 0600 0 2.446 O.% 4 6 17.81 0.00 1,069 3.515 27.060 45.79 3.469 459.11 0.00 0.00 0.00 0 3.469 0.08 6 7 20.78 0.00 1,247 8716 27,485 46.09 4.670 459.15 0.00 0.00 0.00 0 4.670 0.11 7 8 23.75 0.00 1,425 6.095 27,974 46.43 66048 459.19 0.00 0.00 0.00 0 6.048 0.14 8 9 26.72 0.00 1,603 7,652 28.525 46.81 7.60.4 45924 0.00 0.00 0.00 0 7,605 0.17 9 10 29.69 0.00 14781 9,386 29.139 4720 9.339 459.30 0.00 0.00 0.00 0 9,339 021 10 11 32.% 0.00 1,959 11.298 29.817 47.71 11.251 459.36 0.00 0.00 0.00 0 11,251 0.26 11 12 35.63 0.00 2.138 13.388 30.557 4822 13.340 459.43 0.00 0.00 0.00 0 13.340 0.31 12 13 38.60 0.00 2.316 15.656 31.360 48.78 15.607 459.50 0.00 0.00 0.00 0 156607 0.36 13 14 41.% 0.00 2.494 18,101 32.226 49.38 18,052 459.58 0.00 0.00 0.00 0 18.052 0.41 14 15 44.53 0.00 2. 672 20,724 33,155 50.02 20.674 459.66 0.00 0.00 0.00 0 20,674 OA7 15 16 47.50 0.00 2.850 23,524 34.146 50.71 23.473 459.75 0.00 0..1 G. 0 23,473 0,54 16 17 5047 0.00 3,028 264501 35,201 51.45 26,450 459.85 0400 0.00 0.00 0 26.450 0.61 17 18 53.44 0000 32% 29.656 36.318 5222 29.604 459.95 0.00 0.00 0.00 0 2900 0.68 18 19 66AI 0.00 3.385 32,989 37,412 52.98 32,936 460.D4 0.00 0.00 0.00 0 32.936 0.76 19 20 59.38 0.00 3.563 36.4981 38.487 63.73 36.4451 460.12 0.00 0.00 0.00 0 36,445 0.84 20 21 62.35 0.00 3.741 40,185 39.617 54.51 40,111 46021 GOD 0.00 0.00 0 40,131 0.92 21 22 65.32 0.00 3.919 44,050 40.801 55.33 43.995 460.30 0.00 0.00 0.00 0 41995 1.01 22 23 64.97 0.00 3.89B 47,893 41.979 56.15 47,836 460.38 0.00 0.00 0000 0 47.836 1.10 23 24 63.84 0.00 3.830 51,667 43.135 56.95 51,610 460.471 0.00 0.00 0.00 0 51,610 1.18 24 25 62.71 0.00 3,763 55.373 44,271 57.74 55.315 460.% 0.00 0.00 0.00 0 55.315 127 25 26 0000 3.6% 59.010 45.385 58.52 58.951 460.64 0.00 0.00 0.00 0 58.951 1.35 26 27 0.00 3,627 62.579 46.479 49.28 62.520 460.72 0.00 0.00 0.00 0 62,520 1.44 27 28 0.00 3.560 66.079 47.551 60.02 %.019 460.80 GOD 0.00 0.00 0 66.019 152 28 29 0.00 3,492 69,512 48.603 60.75 69,451 460.88 0.00 0.00 0.00 0 69.451 1.59 29 30 l57.08 0.00 3.425 72.875 49,634 61.47 72,814 460.% 0.00 0.00 O.DD 0 72,814 1.67 30 3/ 0.00 3,357 76,171 50,633 62.16 76.109 461.03 GOO 0.00 GOD 0 76.109 1.75 31 32 0.00 3289 79.3% 51,600 6283 79.335 461.08 0.00 0.00 0.00 0 79.335 1.82 32 33 0.00 3222 82.557 52.547 63.49 82.493 461.14 0.00 0.00 0.00 0 82.493 1.89 33 34 0.00 3,154 85,647 53.474 64013 85.583 46119 0.00 0.00 0.00 0 95,583 1.% 34 35 51.441 0.00 3,086 884669 544380 6416 889605 461.24 0.00 0.00 0.00 0 88,605 20.1 35 36 50.31 0.00 3.019 91,623 55.266 65.38 91,558 461.29 0.00 0.00 0.00 0 91.558 210 36 37 49.18 0.00 2,951 94.509 %,131 65,98 94.443 461.34 0.00 0.00 0.00 0 94.443 2.17 37 38 48.06 0.00 2.883 97.326 56.976 66.57 97.260 - 461.39 0000 0.00 0.00 0 97,260 223 38 39 46.93 0000 2.816 100,076 57.801 67.14 100.008 461.43 0.00 0.00 0.00 0 100.008 230 39 40 45.80 0.00 2.748 102,757 SB.654 67.70 102. %9 461.48 0.00 0.00 0,00 0 102689 2.36 40 dt 44.67 0.00 2.660 105.369 59.388 6824 105.301 467.52 0.00 0.00 0.00 0 705.701 242 41 42 43.55 0.00 2.613 107.914 60,151 68.77 107.805 461.57 0.00 0.00 0000 0 107.845 2.48 02 43 42.42 0.00 2,505 110,3% 60,890 6929 110.321 461.61 0.00 0.00 0000 0 110.327 2.53 43 44 4129 0.00 2.478 112799 61,616 69.79 112.729 461.651 0.00 0.00 0.00 0 112.729 259 4a 45 40.171 0.00 2.410 115,139 62,317 7028 775.069 461.69 0.00 0.00 0.00 0 115.0691 2.64 45 46 39.04 0.00 2342 117AII 62.999 7035 117,340 461.73 0.00 0.001 0.00 0 117,340 2.69 46 47 37.91 0.00 2.275 119.615 63.659 7121 119.544 461.77 0.00 0.00 0.00 0 119.544 274 47 48 36.78 040 2.207 121,751 641300 71.65 121,679 461.80 0.00 0.00 0.00 0 121,679 279 48 49 35.66 0.00 2,139 123.818 64.920 7208 123,746 461.80 0.00 0.00 GOD 0 123,746 2.84 49 SO 34.53 0.00 2.072 125,818 65.520 7250 124.743 461.87 0.00 0.00 0000 0 125.745 2.89 50 51 33.40 0.00 2.004 127,749 66,099 72% 127.677 461.91 0.00 0.00 0.00 0 127,677 2.93 51 52 3227 0.00 1,936 129.613 66,648 7329 129.540 461.94 0.00 0.00 0.00 0 129,540 2.97 52 53 31.15 0.00 1.869 131.409 67A96 73.66 11035 461.97 0000 0000 0.00 0 131,335 342 53 54 30.02 0.00 1.801 1 133,136 67,714 1 74.02 133.0621 462.001 0.00 0.00 0.00 0 133.062 3.0.4 54 55 28.891 0.00 1,734 134.796 68,181 74.35 134.721 462.02 0.00 0.00 0.00 0 134,721 3.09 55 56 27.76 0.00 1,666 136.387 68.628 74.66 136.312 46204 0.00 0.00 0.00 0 1336.3121 3.13 56 57 26.64 0.00 1,598 137.911 69,055 74.95 137.836 462.06 0.00 0.00 O.OD 0 137,836 3.16 57 88 2531 0.00 1,531 139,366 69,460 75.24 139.291 462.08 0.00 0.00 0.00 0 139,291 3.20 58 59 24.38 0.00 7,463 140.754 69.853 75,51 140.679 46210 GOD 0.00 0.00 0 140.679 323 59 60 23.26 0.00 1.395 142074 70,221 75.77 141.998 462.11 0.00 0.00 0600 0 141,9% 3.26 60 61 22.13 0.00 1,328 143,326 70.575 76.01 143,250 462.13 0.00 0.00 0600 0 141250 329 61 62 21.00 0.00 1.260 144,510 70.907 7624 140.434 46214 0.00 0.00 0.00 0 141,434 3.32 62 63 19.87 0.00 1.192 145.626 71,220 76.46 145,440 462.16 0.00 0.00 0.00 0 145,550 3.34 63 64 18.75 0.00 1,125 146.674 1.514 76.66 146.598 462.17 0.00 0.00 0.00 0 146.598 3.37 64 65 17.62 0.00 1.057 147.655 1.789 76.85 147,578 462.18 0.00 0.00 0.00 0 147.578 3.39 65 66 16.49 0.00 989 148.568 2005 77.03 148,491 46219 O.00 0.00 0.00 0 148,491 3.47 66 67 14.36 0.00 922 149,412 2283 77.20 149.335 46221 0.00 0.00 0.00 O 149.335 3.43 67 68 1424 0.00 854 150,189 2501 77.35 150,112 462.22 0.00 0.00 0.00 0 150,112 3A5 68 69 13.11 0.00 787 150.899 2700 77.49 750.821 462.22 0.00 0.00 0.00 0 150,821 3.46 69 70 11.% 0.00 719 151,540 288D 77.61 151.462 46223 0.00 0.00 0.00 0 151,462 3.48 70 71 10.95 0.00 651 152114 3.001 77.72 152.036 462.24 0.00 0.00 0.00 0 152.036 349 71 72 9.73 0.00 584 152620 3.183 77.82 152,542 46225 0.00 0.00 0.00 0 152,542 3.50 72 73 8.60 0.00 516 153.058 3.306 77.91 152,980 46225 0.00 Gw GOD 0 152980 3.51 73 74 7A7 0.00 448 153,428 3.409 77.98 153.350 46226 0.00 0.00 0.00 0 153.350 3.52 74 75 6.35 0.00 381 153.731 3.490 78.00 153.653 462.26 0.00 0.00 0.00 0 153,653 3.53 75 76 522 0.00 313 153.966 3,%0 78.08 153.888 46226 0.00 0.00 0.00 0 753,888 3.53 76 77 4.09 0.00 245 154,134 3.607 173.437 78.12 154,034 46227 0.00 0.00 0.00 0 154,035 7.54 77 78 2.% 0.00 178 154.233 .634 78.14 754,155 462.27 0.00 0.00 0.00 0 154,155 3.54 78 79 1.80 0.00 170 150264 3.644 78.14 130.187 46227 0.00 0.00 0.00 0 754187 3.54 79 80 0.71 0.00 43 154230 ,634 78.13 154,152 46227 0.00 0.00 0.00 0 154.152 3454 80 81 0.00 0.00 154,152 .612 76.12 154,073 462.77 0.00 0.00 0.00 0 154,073 3.54 81 82 0.00 0.00 154.071 .591 78.10 153. %5 46226 0.00 0.00 0.00 0 153,995 3.54 82 83 0.00 0.00 153. %5 .569 78.09 153.917 46226 0.00 0.00 0.00 0 153,917 371 83 84 0.00 0.00 153,917 ,547 78.07 153.839 46226 0.00 0.00 0.00 11 153,839 3.53 84 85 0.00 0.00 153.839 ,525 78.06 1536761 462.26 0.00 0.00 0.00 0 153,761 3.53 85 86 0.00 0.00 153,761 .503 78.04 153,683 46226 0.00 0.00 0.00 0 153,683 373 86 87 0.00 0.00 153,683 3.481 78.03 143,605 462.26 0.00 0.00 0.00 0 151,605 353 87 88 0.00 0.00 153.603 3.459 78.01 153.527 462.26 0.00 0.00 0.00 0 153,527 3.52 Be 89 0.00 0.00 133,527 .037 78.00 153.449 46226 0.00 0.00 0.00 0 153,449 352 89 90 0.00 0.00 153.449 .415 77.98 153,371 46226 0.00 0.00 0.00 0 153.3711 3.52 is Pm�4Q Ne GRIFFIN RANCH -TRACT 34842 AI E0 1721 DATE Augu5t20,2013 Hash Dof{en�flen• RPT- --- RdG1. •e• TIME min FLOW IN d. UPSTREAM FLOW Un VOLUME IN all TOTAL IN BASIN 4011 PERC AREA n PERC OUT can TOTAL IN BASIN n10 BASIN WSEL 0 RISER FLOW OUT 0 WEIR FLOW OUT d, TOTAL FLOW OUT tfn TOTAL OLUME O a111 "LANCE IN BASIN adl .cl" 90 91 0.00 0.00 1536371 73.393 77.97 157293 46226 0.00 0400 0.00 0 151293 3.52 91 92 0.00 0.00 153.293 73.372 77.95 153215 462.25 0.00 0.00 0.00 0 153.215 3.52 92 93 0.00 0.00 151215 73,350 77.94 1530137 46225 0.00 0000 0.00 0 153.137 3.52 93 94 0.00 0.00 1536137 73.328 77.92 153,059 462.25 0.00 0.00 0.00 0 153.059 3.51 94 95 0.00 0.00 153,059 73.306 77.91 152981 46225 0.00 0.00 0.00 0 152.981 3.51 95 96 0.00 0.00 152981 73.284 77.89 152,904 46225 0.00 0.00 0.00 0 152,904 3.51 96 97 0.00 0.OD1 132,904 1 73,262 77.881 152,826 462.251 0.00 0.00 owool 0 152.826 3.51 97 98 0.00 0.00 152826 73.240 77.86 152,748 46225 0.00 0.00 0.00 01 152.748 3.51 98 99 0.00 0.00 152.748 73.219 77.85 152.670 46225 0.00 0.00 0.00 0 152,670 3.50 99 1 100 0.00 0.00 152,670 736197 77.83 152,592 462.25 0.00 0.00 0.00 0 152,592 3.50 100 101 0.00 0.00 151592 73.175 77.82 152.514 46225 0600 0.00 0.00 0 152,514 150 101 102 0.00 0.00 152.514 73,153 77.80 152.436 46225 0600 0.00 0.00 0 152436 3.50 102 103 0.00 0.00 152,436 73.131 77.79 152,359 46224 0.00 0.00 0.00 0 152.359 3.50 103 104 0.00 0.00 142,359 73.109 77.77 152.261 462.24 0.00 0.00 0.00 0 152.281 3.50 104 105 0.00 0400 152.281 73.087 77,76 152203 46224 0.00 0.00 0.00 0 152.203 3A9 105 106 0.001 0.00 152203 73.066 77.74 152,125 46224 0.00 0.00 0.00 0 152,125 3A9 106 107 0.00 0.00 152,125 73.044 77.72 152,048 462.24 0.00 0400 0.00 0 152.048 3.49 107 108 0.00 0.00 152048 73.022 77.71 151,970 4621.4 0.00 0.00 0.00 0 151.970 3.49 105 109 0.00 0.00 151,970 73.000 77.69 151.892 4621A 0.00 0.00 0.00 0 151.892 3.49 109 110 0.00 0.00 151,892 72.978 77.68 151,815 46224 0.00 0.00 0.00 0 151.815 3A9 110 111 0.00 0.00 151,815 72.957 77.66 151.737 46224 0.00 0.00 0.00 0 151,737 3.48 111 112 0.00 0.00 151,737 72935 77.65 151,659 462.24 0.00 0.00 0.00 0 151,659 3.48 112 113 0.00 0.00 151.659 72.913 77.63 151,582 462.23 0.00 0.00 0.00 0 151,582 3,48 113 114 0.00 0.00 151,582 72.891 77.62 151,504 46223 0.00 0.00 0.00 0 151,504 3.48 114 115 0.00 0.00 151.504 72.869 77.601 151.426 46213 0.00 0.00 0.00 0 ISIA261 3.48 115 116 0.00 0.00 151.426 72.848 77.59 151.349 462.23 0.00 0.00 0.00 0 151.349 3A7 116 117 0.001 0.00 1 151.3491 72.826 77.57 151.271 462.231 0.00 0.00 0.00 0 151.271 3,37 117 118 0.00 0.00 131,271 72804 77056 151,194 46223 0.00 0000 0.00 0 151,194 3,37 118 119 0.00 0.00 151,194 72,782 77.54 151,116 462.23 0.00 0.00 0.00 0 151,116 347 119 1 120 0.00 0.00 151,116 72.761 77.53 151,039 46223 0.00 0.00 0.00 0 151,039 3.47 120 121 0.00 0.00 1414039 72739 77.51 150.961 46223 0.00 0.00 0.00 0 150.961 3.47 121 122 0400 0.00 150,961 72,717 77.50 150,884 462.23 0.00 0.00 0.00 0 150,884 3.46 122 123 0400 0.00 150,884 726694 77.48 150.806 46222 0.00 0.00 0.00 0 150,806 3.46 123 124 0.00 0.00 150,806 72,674 77.47 150.729 46222 0.001 0.00 0.00 0 150.729 3.46 124 125 0.00 0.00 150.729 72,652 77.45 150,651 462.22 0.00 0.00 0.00 0 150.6511 3.46 125 126 0.00 0.00 150,651 72,630 77.44 150.574 462.22 0.00 0.00 0.00 0 150,574 3.46 126 127 0.001 0.00 1 150.574 72,608 77.42 15OA96 46272 0.00 0.00 0.00 0 150.496 3.45 127 128 0.00 0.00 150.496 72,587 77.41 150,419 46222 0.00 0.00 0.00 0 150,419 345 128 129 0.00 0.00 150.419 72,465 77.39 150,342 462.22 0.00 0.00 0.00 0 150,342 345 129 1 130 0.00 0.00 150.342 72.543 77.38 150.264 462.22 0.00 0.00 0.00 0 150,264 345 130 131 0.00 0.00 150,264 72,522 77.36 150.197 46222 0.00 0.00 0.00 0 150.187 145 131 132 0.00 0.00 150.187 72.500 77.35 150,110 462.22 0.00 0.00 0.00 0 150.110 3.45 132 133 0.00 0.00 150.110 72,478 77.33 150,032 46221 0.00 0.00 0.00 0 150,032 3.44 133 134 0.00 0.00 150,032 72456 77.32 149.955 46221 0.00 0.00 0.00 0 149.955 3.44 134 135 0.00 0.00 149,955 72.435 77.30 149.878 462.21 0.00 0.00 0.00 0 149,878 3.44 135 136 0400 0.00 149,878 72413 77.29 149.800 46221 0.00 0.00 0.00 0 149.800 3.44 136 137 0000 0.00 149.800 72.391 7727 149.723 462.21 0.00 0.00 0.00 0 149.723 3.44 137 138 0.00 0.00 149.723 72,370 77.26 149,646 46221 0.00 0.00 0.00 0 149.646 3.44 138 139 0.00 0.00 149.646 72,348 7724 149,568 46221 0.00 0.00 0.00 0 149.568 3.43 139 140 0.00 0400 149.568 72326 7723 149.491 462.21 0.00 0.00 0.00 0 149.491 3.43 140 141 0.00 0.00 149.491 72,305 77.21 149.414 462.21 0.00 0.00 0.00 0 149.414 3A3 141 142 0.00 0.00 149.414 72,283 7720 149.337 46221 0.00 0.00 0.00 0 149.337 3.43 142 143 0.00 0.00 149.337 72261 77.18 149160 462.20 0.00 0.00 0.00 0 149.250 3.43 143 144 0.00 0.00 149,260 72.240 77.17 149,183 462.20 0.00 0.00 0.00 0 149.183 3.42 144 145 0.00 0.00 149.183 72218 77.15 149.105 46220 0600 0400 0.00 0 149.105 3.42 145 146 0.00 0.00 149.105 72,196 77.14 149.028 46220 0.00 0.00 0.00 0 149.028 342 146 147 0.00 0.00 149.028 72.175 77.12 148,951 462.20 0.00 0.00 G. 0 148.951 3A2 147 148 0.00 0.00 148,951 72.153 77.11 148,874 462.20 0.00 0.00 0.00 0 148,674 342 148 149 0.00 0.00 148,874 72,131 77.09 148,797 46210 0.00 0.00 0400 0 148,797 3.42 149 150 0.00 0.00 148.797 72.110 77.08 148,720 462.20 0.00 0.00 0.00 0 148,720 3.41 150 151 0.00 0.00 1486720 72,OBB 77.06 1486643 46220 0.00 0.00 0.00 0 148.643 3A1 151 152 0000 0.001 148,643 72067 77.05 148.566 462.20 0.00 0.00 0.00 0 148.566 3.41 152 153 0.00 0.00 148566 72,045 77.03 148.4891 462.19 0.00 0.001 0.00 0 148,489 3.41 153 154 0.00 0.00 148.489 72.023 77.02 148.412 462.19 0.00 0.00 0.00 0 148,412 3.41 154 155 0000 0.00 148,412 72002 77.00 148,335 462.19 0.00 0.00 0.00 0 148,335 3.41 155 156 0.00 0.00 148.335 71,980 76.99 148,258 462.19 0.00 0.00 0.00 0 148.258 3.40 156 157 0.00 0.00 148,258 71,959 76.97 148,181 462.19 0.00 0.00 0.00 0 148,181 3.40 157 158 0.00 0.00 148,161 71.937 76.96 148.104 46219 0.00 0000 0.00 0 148104 3.40 1S8 159 0.00 0.00 148.104 71,915 76.94 148.027 462.19 0.00 0.00 0.00 0 148,027 3.40 1S9 1 160 0.00 0.00 148.027 1 71,894 76.93 147,950 462wI9I 0.00 0.00 0.00 0 147,950 3.40 160 161 0.00 0.00 147.950 71,872 76.91 147,873 46219 0.00 0.00 0.00 0 147,873 3.39 161 162 0.00 0.001 147.873 71,851 76.90 147,796 46219 0.00 0.00 0.00 0 147,796 1.39 162 163 0.00 0.00 147.796 71,829 76.88 147,719 462.18 0.00 0.00 0.00 0 147,719 3.39 163 164 0.00 0.00 147.719 71,807 76.87 147.642 462.18 0.00 0.00 0.00 0 147.642 3.39 164 165 0.00 0.00 147,642 716786 76.85 147.565 462.18 0.00 0.00 0.00 0 147,565 3.39 165 166 0.00 0.00 147565 71.764 76.84 147.489 462.18 0.00 0.00 0.00 0 147,489 3.39 166 167 - 0.00 0.00 147.489 71,743 76.82 147,412 46118 0.00 0.00 0.00 0 147.412 3.38 167 168 0.00 0000 147.412 71.721 76.81 147,335 462.18 0.00 0.00 0.00 0 147,335 3.38 168 169 0.00 0.00 147.335 71.700 76.79 147,258 462.18 0.00 0.00 0.00 0 147258 J.JB 169 170 0.00 0.00 147258 71,678 76.78 147.181 462.18 0.00 0.00 0.00 0 147.181 3.38 170 171 0.00 0.00 147,181 71,657 76.76 147,105 462.18 0.00 0.00 0.00 0 147,105 3.38 171 172 0.00 0.00 147.105 71,635 76.75 147A26 462.18 0.00 0.00 0.00 0 147,028 3.38 172 173 0.00 0.00 147,028 71.613 76.73 146,951 46218 0.00 0600 0.00 0 146.951 3.37 173 174 0.00 0.00 146.951 71.592 76.72 146.874 46217 0.00 0.00 0.00 0 146,874 3.37 174 175 0.00 0.00 146.874 71,670 76.70 146.798 46217 0.00 0.00 0.00 0 146.798 3.37 175 176 0.00 0.00 146,798 71,549 76.69 146.721 462.17 0.00 0.00 0.00 0 146.721 - 3.37 376 177 0.00 0.00 146.721 71,527 76.67 146,644 46217 0.00 0.00 0.00 0 146.644 7.37 177 178 0.00 0.00 146,644 71,506 76.66 146,568 462.17 0600 0.00 0.00 0 146,568 3.76 178 179 0.00 0.00 146.568 71,4&1 76.64 146.491 462.17 0.00 0.00 0.00 0 146,491 3.36 779 180 0.00 0.00 146,491 71,463 1.31 146.4151 4r2,171 0.00 0.00 0.00 0 146,415 3.36 • Worksheet for Trapezoidal Channel - CB 2/3 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data ? Roughness Coefficient 0.035 1.04 Channel Slope 0.00970 ft/ft Left Side Slope 2.00 ft/ft (H:V) Right Side Slope 2.00 ft/ft (H:V) Bottom Width 6.00 ft Discharge 30.00 ft' /s Results ft Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 AVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 1.04 ft Critical Depth 0.83 ft Channel Slope 0.00970 ft/ft Critical Slope 0.02140 ft/ft • Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 6/5/2013 12:07:51 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1 -203- 755 -1666 Page 1 of 1 Normal Depth 1.04 ft Flow Area 8.40 ft' Wetted Perimeter 10.65 ft Top Width 10.16 ft Critical Depth 0.83 ft Critical Slope 0.02140 ft/ft Velocity 3.57 ft/s Velocity Head 0.20 ft Specific Energy 1.24 ft Froude Number 0.69 Flow Type Subcritical GVF Input Data " Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 AVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 1.04 ft Critical Depth 0.83 ft Channel Slope 0.00970 ft/ft Critical Slope 0.02140 ft/ft • Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 6/5/2013 12:07:51 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1 -203- 755 -1666 Page 1 of 1 Upstream Depth Worksheet for Trapezoidal Channel - CO 6/7 Profile Description Profile Headloss Project Description ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Friction Method Manning Formula ft Critical Depth Solve For Normal Depth Channel Slope 0.00930 Input Data Critical Slope 0.02210 ft/ft Roughness Coefficient 0.035 Channel Slope 0.00930 ft/ft Left Side Slope 2.00 ft/ft (H:V) Right Side Slope 2.00 ft/ft (H:V) Bottom Width 6.00 ft Discharge 24.40 fV /s I'Results Normal Depth 0.94 ft Flow Area 7.39 ft' Wetted Perimeter 10.19 ft Top Width 9.75 ft Critical Depth 0.73 ft Critical Slope 0.02210 ft/ft Velocity .3.30 ft/s Velocity Head 0.17 ft Specific Energy 1.11 ft Froude Number 0.67 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 ;GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.94 ft Critical Depth 0.73 ft Channel Slope 0.00930 ft/ft Critical Slope 0.02210 ft/ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.001 6/5/2013 12:10:06 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1 -203- 755 -1666 Page 1 of 1 Griffin Ranch — Tract 34642 Hydrology & Hydraulics Report • Appendix J RCWQMP Exhibit C Worksheets 4D • Riverside County - Whitewater River Region Water Quality Management Plan Exbibit C • • Worksheet 1 Design Procedure for BMP Design Volume Designer: DLS Company: MSA Consulting Inc. Date: April 10, 2013 Project: GRIFFIN RANCH - TRACT 34642 Drainage Area: SITE 1. Determine the Tributary Area to the BMP (Arab) Atdb= 40.65 acres 2. Determine the impervious area ratio (i) a. Determine the impervious area within Aft AimP= 21.24 acres (2) b. Calculate I = A;mp Atdb = (2)/(1) i= 0.52 3 3. Determine Runoff Coefficient C C= 0.858 *i3 - 0.78 *i2 +0.774 *i +0.04 C= 0.35 (4) C=0.858'(3)3_0 .78 *(3)2 +0.774 *(3) +0.04 4. Determine Unit Storage Volume (V„) V„= 0.40 *C = 0.40 *(4) Vu= 0.14 acre -in /acre 5 5. Determine Design Storage Volume VBMP = Vu * Atdb — (5) *(1) VBMP= 5.75 acre -in (6) VBMP = (6)/12 VBMP= 0.48 acre -ft (7) VBMP = (7) *43560 VBMP= 20,889 cubic ft 8 Notes: • Riverside County - Whitewater River Region Water Quality Management Plan Exbibit C f 11 u 40 Worksheet 2 Design Procedure for BMP Design Flow Uniform Intensity Design Flow Designer: DLS Company: MSA Consulting Inc. Date: April 10, 2013 Project: GRIFFIN RANCH - TRACT 34642 Drainage Area: SITE 1. Determine the Tributary Area to the BMP (At,;b) At,;b= 40.65 acres (1) 2. Determine the impervious area ratio (i) a. Determine the impervious area within Ab;b A;mP 21.24 acres b. Calculate I = A;mP Atrlb (Note: Rounded to nearest 5 %) i= 50% (2) 3. Determine Runoff Coefficient C Use Table 4 and impervious % (2) A Soil Runoff Coefficient Ca 0.48 (3) B Soil Runoff Coefficient Cb= 0.52 (4) C Soil Runoff Coefficient Cc= 0.56 (5) D Soil Runoff Coefficient Cd= 0.59 (6) 4. Determine the Area Decimal Fraction of Each Soil Type A. Area of Soil Type 'A' / (1) 0.00 acres Aa= 0.00 (7) A. Area of Soil Type'B' / (1) 40.65 acres Ab= 1.00 (8) A. Area of Soil Type 'C'/ (1) 0.00 acres Ac= 0.00 (9) A. Area of Soil Type 'D' / (1) 0.00 acres Ad= 0.00 (10) 5. Determine Runoff Coefficient C = (3)x(7) + (4)x(8) + (5)x(9) + (6)x(10) = C= 0.52 (11) 6. Determine BMP Design Flow QBMP = C *I *A = (11) x 0.2 x (1) QBMP= 4.23 ds (12) Notes: Riverside County - Whitewater River Region Water Quality Management Plan Exhibit C Table 4 Runoff Coefficients for an Intensity = 0.2 in /hr for Urban Soil Types Impervious % 0 (Natural) 5 10 15 20 (1 -Acre) 25 30 35 40 (1/2 -Acre) 45 50 (1/4 -Acre) 55 60 65 (Condominiums) 70 75 (Mobilehomes) 80 (Apartments) 85 90 (Commercial) 95 100 A Soil B Soil C Soil D Soil RI =32 RI =56 RI =69 RI =75 0.06 0.14 0.23 0.28 0.10 0.18 0.23 0.31 0.14 0.22 0.29 0.34 0.19 0.26 0.33 0.37 0.23 0.30 0.36 0.40 0.27 0.33 0.39 0.43 0.31 0.37 0.43 0.47 0.35 0.41 0.46 0.50 0.40 0.45 0.50 0.53 0.44 0.48 0.53 0.56 0.48 0.52 0.56 0.59 0.52 0.56 0.60 0.62 0.56 0.60 0.63 0.65 0.61 0.64 0.66 0.68 0.65 0.67 0.70 0.71 0.69 0.71 0.73 0.74 0.73 0.75 0.77 0.78 0.77 0.79 0.80 0.81 0.82 0.82 0.83 0.84 0.86 0.86 0.87 0.87 0.90 0.90 0.90 0.90 Griffin Ranch — Tract 34642 Hydrology & Hydraulics Report Appendix K Hydrology Exhibits Proposed Conditions — Synthetic Unit Hydrology Exhibit Proposed Conditions — Rational Method Hydrology Exhibit Proposed Conditions — Inlet and Storm Drain Exhibit n U �J 71R.raC T 32879, LEGEND DRAINAGE FLOW TRIBUTARY AREA BOUNDARY DRAINAGE SUB -AREA ID FLOW TRAVEL LENGTH (FT) AREA (AC) NODE NUMBER ELEVATION LAND USE LEGEND IMPERVIOUS (STREETS; HARDSCAPE) 1/4 ACRE LOTS OPEN SPACE (LANDSCAPE; RETENTION) PROPOSED LAND USE SUMMARY TRIBUTARY FLOW TO INLETS DA LAND USE PERVIOUS AREA (acre) IMPERVIOUS AREA (acre) TOTAL AREA (acre) Ap DECIMAL A.01 USER INPUT 2.15 3.01 5.15 0.42 A.02 USER INPUT 3.10 4.49 7.58 0.41 A.03 USER INPUT 1.12 1.78 2.90 0.38 B.01 USER INPUT 0.38 0.54 0.91 0.41 B.02 USER INPUT 0.84 1.25 2.09 0.40 C.01 USER INPUT 2.44 3.34 5.78 0.42 C.02 USER INPUT 1.72 2.35 4.07 0.42 C.03 USER INPUT 0.62 0.84 1.46 0.42 D.01 USER INPUT 0.61 0.89 1.50 0.41 D.02 USER INPUT 0.33 0.51 0.84 0.40 E.01 USER INPUT 0.63 0.72 1.35 0.47 F.01 USER INPUT 0.64 1.00 1.64 0.39 TOTAL 14.57 L 20.701 35.27 0.41 NOTES: TO ACCOUNT FOR THOSE AREAS NOT DIRECTLY TRIBUTARY TO THE INLETS, FLOOD VOLUMES FROM THE 100 YEAR - 1 HOUR SYNTHETIC UNIT HYDROGRAPH WERE UTILIZED IN THE BASIN STAGE STORAGE ANALYSIS. OPEN SPACE AREAS WERE ASSUMED TO HAVE A IMPERVIOUS FACTOR OF 10 %. PER THE RCFCD HYDROLOGY MANUAL THE MINIMUM DECIMAL VALUE FOR PERVIOUS AREA EQUALS 0.01. '!.oWXX R 0' 80' 160' 240' 320' SCALE 1"=80' LOT 1116 PC 4772000 D.01 1 A / A LOT 79 PE 469.4 / • TRACT BOUNDARY J468.8 • . i i NOTE: RUNOFF FROM LOTS 21 -29 AND 77 -82 • ARE ACCOUNTED FOR PER THE PREVIOUSLY I APPROVED HYDROLOGY REPORT FOR TRACT 32879 LOT X44 PE 46606 I I /I TRACT BOUNDARY D.02 L -390 A -A QA CB 9 Qioo =2.95 CFS Qio =1.54 CFS w w 0) w O z O 10 =3.65 CFS =1.93 CFS (J C D) C C O U Q N _N .0 V N 4 TUC7 32879 LEGEND DRAINAGE FLOW TRIBUTARY AREA BOUNDARY DRAINAGE SUB -AREA ID FLOW TRAVEL LENGTH (FT) AREA (AC) LAND USE LEGEND IMPERVIOUS (STREETS; HARDSCAPE) 1/4 ACRE LOTS Ly OPEN SPACE (LANDSCAPE; RETENTION) TRACT BOUNDARY / HYDROLOGY BOUNDARY RECONCILIATION HYDROLOGY BOUNDARY 40.65 AC SURVEYED TRACT BOUNDARY 45.78 AC ADD 1.89 AC SUBTRACT 7.01 AC RECONCILED AREA 40.65 AC DEVELOPED LAND USE SUMMARY LAND USE DA -A AREA (acres) RI NUMBER AMC II INFILTRATION RATE (in /hr) IMPERVIOUS PERCENT (DECIMAL) PAVING /HARDSCAPE 8.19 56 0.51 1.00 1/4 ACRE LOTS 24.51 56 0.51 0.50 LANDSCAPING / BASINS 7.95 56 0.51 0.10 TOTAL AREA 40.65 FACTOR OF SAFETY STORM EVENT SUMMARY DEVELOPED CONDITIONS DURATION 1 -HOUR 3 -HOUR 6 -HOUR 24 -HOUR EFFECTIVE RAIN (in) 1.08 1.28 1.29 1.32 FLOOD VOLUME (cu -ft) (acre -ft) 159,355 3.66 189,101 4.34 190,044 4.36 194,704 4.47 REQUIRED STORAGE (cu -ft) (acre -ft) 155,842 3.58 178,716 4.10 171,510 3.94 141,129 3.24 STORAGE PROVIDED (cu -ft) (acre -ft) 424,162 9.74 FACTOR OF SAFETY 2.72 2.37 2.47 3.01 PEAK FLOW (cfs) N/A 72.83 63.85 14.83 MAXIMUM WSEL (ft) DEPTH (ft) 462.29 3.29 462.58 3.58 462.49 3.49 462.10 3.10 PRELIMINARY WQMP SUMMARY DRAINAGE TOTAL IMPERVIOUS DESIGN DESIGN AREA AREA AREA VOLUME FLOW (acres) (acres) (cu -ft) (cfs) SITE 40.65 21.24 20,889 4.23 do R W� 0' 80' 160' 240' 320' SCALE 1"=80' LOT 11% PE 412000 AVENUE 54 / PE 469.9 V Z-. � TRACT BOUNDARY (� LOT 79 / / ' • PE 469.4 i NOTE: RUNOFF FROM LOTS 21 -29 AND 77 -82 • ARE ACCOUNTED FOR PER THE PREVIOUSLY I APPROVED HYDROLOGY REPORT FOR TRACT 32879 I eA/l TRACT BOUNDARY w w cc w O cc z O Il� i LOT 776 LOT 7777 LOT 7 8 LOT 79 LOT a 0 LOT oil G°�E 4600.1 PE 4779.6 PE 678.8 PE '478.3 FE 4777.77 pE 4777102 LOT 715 PE 479.8 PROPOSED INLET SUMMARY LOT 971 PE 471606 MR1 INLET NO. INLET TYPE 100 YEAR STORM INTERCEPTED BYPASSED FLOW FLOW (cfs) (cfs) GUTTER DEPTH (in) 10 INTERCEPTED FLOW (cfs) YE BY CB-2/3 CLQ STD DWG 300 W =8' 15.02 -0- 8.28 7.77 38.78 CB-4/5 CLQ STD DWG 300 W =4' 3.82 -0- 4.81 2.03 24 CB -6 7 CLQ STD DWG 300 W =7' 12.25 -0- 7.69 6.46 464.' CB -8 CLQ STD DWG 300 W =15' 4.86 0.06 4.47 2.58 7.76 CB -9 CLQ STD DWG 300 W =10' 2.94 0.01 4.26 1.54 12.25 CB -10 CLQ STD DWG 300 W =11' 1 3.63 0.02 4.58 1.93 HDPE PROPOSED PIPE SUMMARY PIPE NO. PIPE 0 (in) MATERIAL FULL CAPACITY (cfs) SYSTEM FLOW (cfs) SLOPE (ft /ft) AVERAGE VELOCITY (ft /s) UPSTREAM FG (ft) HGL (ft) P- 130.01 24 HDPE 38.78 29.94 0.0250 9.53 466.01 463.E P- 130.02 24 HDPE 17.54 15.02 0.0051 4.78 466.01 464.' P- 220.01 24 HDPE 32.69 24.39 0.0178 7.76 465.95 462.: P- 220.02 18 HDPE 16.67 12.25 0.0215 6.93 465.90 463.' P- 470.01 24 HDPE 37.06 14.81 0.0229 4.72 465.60 461., P- 470.02 24 HDPE 19.37 9.63 0.0062 6.16 467.00 462. P- 470.03 24 RCP 17.83 6.85 0.0062 5.30 468.40 463." P- 470.04 24 RCP 13.67 6.93 0.0037 4.37 468.80 465. P- 470.05 18 RCP 6.80 4.52 0.0042 4.121 470.00 466.E P- 470.06 18 RCP 5.10 4.85 0.0024 3.28 471.17 467. - L-470A.01 18 HDPE 15.14 7.59 0.0177 8.57 466.15 462.: L- 470A.02 18 HDPE 7.75 3.82 0.0046 4.37 466.19 462.5 L- 4706.01 18 RCP 8.47 3.64 0.0076 4.61 466.51 463.( L- 470C.01 18 RCP 11.29 3.00 0.0116 5.40 468.91 465., NOTE: MANNING'S n- VALUES • HDPE = 0.012 • RCP = 0.013 do wxx R 0' 80' 160' 240' 320' SCALE 1"=80' WELL SITE TRACT BOUNDARY AVENUE 54 CB 8 Qioo =4.92 CFS • Qlo =2.58 CFS • I - - - - - - - - - - - - - - - - - - - - - - - - - - _ _ - -_- - - - - - - - - - - il II II LOT 14 LOT 13 LOT 12 LOT 11 LOT 20 II LOT 19 II LOT 18 LOT 17 T474.4 PE 475.6 PE 474.4 it PE 473.4 PE 473.9 P15 PE 473.5 PE 472'8 PE 472'1 PE 471.4 LOT 10 P- 470.06 4.3 PE 470.8 HAFLINGER WAY _ _ \ LOT 9 \� I • PE 470.2 � I I j LOT 47 LOT 21 11 LOT 40 LOT 41 LOT 43 LOT 44 LOT 45 LOT 46 PE 471.8 // • LOT 42 PE 473.2 PE 472.5 � MH 470.05 PE 475.8 1II PE 472.9 PE 473.9 PE 474.3 PE 474.4 PE 473.9 // LOT 48 I • // PE 470.8 LOT 8 PE 469.6 LOT 22 11 LOT 39 =_ - -_- - -- \\ I P- 470.05 PE 475.1 11 PE 472.0 LOT 53 LOT 52 LOT 51 LOT 50 PE 469.1 LOT 56 LOT 55 PE 4 18 PE 471.1 PE 470.4 PE 469.7 - - 1 PE 471.9 PE 472.3 LOT 7 LOT 49 PE 469.0 PE 468.5 � II II LOT 38 - - - � � LOT 23 I PE 471.4 DAMASCUS WAY - - _ _ - / - LOT 6 1 CB 0 2.95 CFS PE 474.5 `��I U \ PE 468.5 I Q,o =1.54 CFS Z LOT 60 LOT 61 L- 470C.01 VIII I O LOT 58 LOT 59 p LOT 57 PE 471.7 PE 471.0 PE 470.3 L 62 // ce s P- 220.02 LOT 37 PE 472.1 PE 469.6 / Qlo° 6.46 CFS MH- 470.04 III PE 470.9 W PE 472.1 CB 7 J LOT 63 Qioo =12.25 GFS LOT 24 I I Q _ _ _ _ -- - - _ PE 468.5 Q +o =6.46 CFS 1 LOT 5 PE 473.9 I I V - - - -__- _--- __ -� - - -_ - � - �� FLOw ANNEL PE 4682 I W LOT 25 PE 473.3 LOT 26 PE 472.8 LOT 27 PE 472.3 LOT 28 PE 472.0 LOT 29 PE 470.8 LOT 69 1 PE 470.4 1 LOT 35 II PE 469.9 I1 LOT 34 11 PE 469.5 11 II \\ LOT 33 \` PE 469.3 I II LOT 73 PE 470.0 �\ \� \\ TOG 459.5 LOT 72 \ \\ RETENTION BASIN PE 469.4 \ \\ MAX WSEL - 462.58 \\ 100 YR - 3 HR STORM \ \\ TOG 459.5 TOG 459.5 LOT 71 \ \� , 45 PE 468.6 LOT 32 PE 469.1 LOT 70 PE 468.1 P- 130.02 LOT 31 PE 470.0 LOT 30 ce 2 � � Qloo =15.02 CFS- PE 470.8 Qlo =7.77 CFS LOT 74 PE 468.7 LOT 75 / PE 469.5 LOT 76 / / PE 470.4 LOT 83 LOT 77 PE 470.2 PE 470.7 LOT 82 PE 470.4 LOT 78 PE 470.5 LOT 81 . • PE 470.4 G��� . • /� MP / LOT 80 PE 469.9 / LOT 79 . PE 469.4 / �• TRACT BOUNDARY . NOTE: RUNOFF FROM LOTS 21 -29 AND 77 -82 1 ARE ACCOUNTED FOR PER THE PREVIOUSLY APPROVED HYDROLOGY REPORT FOR TRACT 32879 L04 1144 I PE 46606 46� 463 46s\ VERFLOW CHP Qioo =30.0 cfs B =6' DN =1.04' LOT \ PE 468.4 3 15.02 CFS CFS A \I Qioo 4.4 cfs B =4' \ DN =0.9 V =3.30 s • P- 220.01 \ LOT 64 LOT 4 PE 468.5 \ PE 469.0 0 LOT 65 PE 469.1 LOT 66 PE 469.1 r- P- 470.01 I „ III r LOT 67 LOT 68 PE 468.9 4' PE 468.9 II \ J / L -r L -470 _ CB 5 U = .82 CFS Qlo =2.03 CFS LOT 3 PE 469.0 LOT 2 � PE 469.0 � � LOT 1 I o � PE 468.5 � P- 470.02 MH- 470.02 -\ `CB 4 Q,00= .82 CFs Qlo =2 03 CFS LOT 85 CB 10 PE 468.8 Qloo =3.65 CFS 1 LOT 86 LOT 87 LOT 88 LOT 89 LOT 90 Q,o =1.93 CFS PE 468.7 PE 468.9 PE 468.6 PE 468.0 PE 468.6 LOT 84 PE 469.3 cr- co O Z O 2 P- 470.04 03 �} L- 4708.01