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Home My WebLink AboutParcel Map 13275 Drainage StudyCLEARED BY CITY OF TEMECULA PUBLIC WORKS annie.bostrele 03/15/2023 03/15/2023 03/15/20 Hicks & Harwick 12/03/21 Exhibit 1: Existing Conditions Map SOIL - B SOIL - BC SOIL - B SOIL - B SOIL - B SOIL - B SOIL - BC SOIL - B C SOIL - B C SOIL - B C SOIL - BC SOIL - B SOIL - BC SOIL - B SOIL - B C SOIL - B SOIL - BC SOIL - BC SOIL - B SOIL - BC SOIL - B SOIL - B SOIL - BC SOIL - B SOIL - BC SOIL - B SOIL - B C Hydrologic Input Data Drainage Subarea 1A 2A 3A 4A 5A 6B 7B 8B 9B 10AB 11C 12C 13D 14E 15E Total Area(AC)9.06 17.52 66.58 26.72 22.08 7.82 16.17 24.49 32.48 15.24 4.79 31.01 8.21 5.75 3.70 291.62 100 yr Intensity (In/hr)(1)3.15 2.60 2.38 2.26 2.26 3.15 2.60 2.38 2.15 2.06 3.01 2.69 3.15 2.89 2.69 - 100 yr Runoff Coefficient -C(2)0.769 0.770 0.702 0.782 0.764 0.790 0.756 0.731 0.700 0.677 0.801 0.786 0.838 0.818 0.810 - Soil Type B-91% & C-9%B-51 % & C-49%B-82% &C-18%B-53% & 47%-C B-88% & C-12%B-50% & C-50%B-76% & C-24%B-98% & C-2%B-97% & C-3%B-87% & C-13%B-66% & C-34%B-63% & C-37%B-50% & C-50%B-91% & C-9%B-100% & C-0%- Development Type/ Land Use Single Family -1/2 AC Lots Single Family -1/2 AC Lots Single Family -1/4 AC Lots ( 28%) Single Family -1 AC Lots (55%) 0% Impervious- (17%) Single Family -1/4 AC Lots Single Family -1/4 AC Lots Single Family -1/2 AC Lots Single Family -1/2 AC Lots Single Family -1/2 AC Lots Single Family -1/4 AC Lots (37%) Single Family -1/2 AC Lots ( 39%) Undeveloped (24%) Commercial (27%) Undeveloped (73%) Single Family -1/4 AC Lots Single Family -1/4 AC Lots Condo Condo Condo Q100 (cfs)21.96 35.09 111.26 47.23 38.12 19.44 31.77 42.62 48.90 21.25 11.54 65.6 21.68 13.60 8.07 Q10(cfs)13.97 22.42 69.03 30.24 23.05 12.50 19.52 25.31 30.80 13.05 7.46 42.51 14.25 8.95 5.27 (1) Intensity per RCFC & WCD Hydrology Manual Plate D-4.1 (2) Runoff Coefficients per RCFC&WCD Hydrology Manual Plate D-5.2 & D-5.3. See Appendix B for Composite Runoff Coefficient Calculations. Exhibit 2: Proposed Conditions SOIL - B SOIL - BC SOIL - B SOIL - B SOIL - B SOIL - B SOIL - B SOIL - BC SOIL - B C SOIL - B C SOIL - B C SOIL - BC SOIL - B SOIL - BC SOIL - B SOIL - B C SOIL - B SOIL - BC SOIL - BC SOIL - B SOIL - BC SOIL - B SOIL - B SOIL - BC SOIL - B SOIL - BC SOIL - B SOIL - B C Hydrologic Input Data Drainage Subarea 1A 2A 3A 4A 5A 6B 7B 8B 9B 10AB 11C 12C 13D 13AD 14E 15E Total Area(AC)9.06 17.52 66.58 26.72 22.08 7.82 16.17 24.49 32.48 11.71 4.79 31.01 8.15 3.61 5.75 3.69 291.62 100 yr Intensity (In/hr)(1)3.15 2.6 2.38 2.26 2.26 3.15 2.6 2.38 2.15 2.15 3.01 2.69 3.15 2.06 2.89 2.69 - 100 yr Runoff Coefficient -C(2)0.769 0.770 0.702 0.782 0.764 0.790 0.756 0.731 0.700 0.710 0.801 0.786 0.838 0.591 0.818 0.810 - Soil Type B-91% & C-9%B-51 % & C-49%B-82% &C-18%B-53% & 47%-C B-88% & C-12%B-50% & C-50%B-76% & C-24%B-98% & C-2%B-97% & C-3%B-83% & C-17%B-66% & C-34%B-63% & C-27%50% "B" + 50% "C"100% " B"91% " B" & 9% "C" 100% " B" & 0% "C"- Development Type/ Land Use Single Family -1/2 AC Lots Single Family -1/2 AC Lots Single Family -1/4 AC Lots ( 28%) Single Family -1 AC Lots (55%) 0% Impervious- (17%) Single Family -1/4 AC Lots Single Family -1/4 AC Lots Single Family -1/2 AC Lots Single Family -1/2 AC Lots Single Family -1/2 AC Lots Single Family -1/4 AC Lots (37%) Single Family -1/2 AC Lots ( 39%) Undeveloped (24%) Commercial (36%) Undeveloped(64%) Single Family -1/4 AC Lots Single Family -1/4 AC Lots Condo 0 % Impervious Condo Condo Q100 (cfs)21.96 35.09 111.26 47.23 38.12 19.44 31.77 42.62 48.90 17.87 11.54 65.57 21.50 4.40 13.60 8.04 Q10(cfs)13.97 22.42 69.03 30.24 23.05 12.50 19.52 25.31 30.80 10.09 7.46 42.51 14.13 2.56 8.95 5.26 (1) Intensity per RCFC & WCD Hydrology Manual Plate D-4.1 (2) Runoff Coefficients per RCFC&WCD Hydrology Manual Plate D-5.2 & D-5.3. See Appendix C: for Composite Runoff Coefficient Calculations. Appendix A: FEMA Flood Insurance Rate Map USGS The National Map: Orthoimagery. Data refreshed October 2017. National Flood Hazard Layer FIRMette 0 500 1,000 1,500 2,000250Feet Ü 117°9'12.95"W 33°31'13.52"N 117°8'35.49"W 33°30'43.53"N SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOODHAZARD AR EAS Without Base Flood Elevation (BFE)Zone A, V, A99With BFE or Depth Zone AE, AO, AH, VE, AR Regulator y Floodway 0.2% Annual Chance Flood Hazard, Areasof 1% annual chance flood with averagedepth less than one foot or with drainageareas of less than one square mile Zone X Future Conditions 1% AnnualChance Flood Hazard Zone XArea with Reduced Flood Risk due toLevee. See Notes.Zone X Area with Flood Risk due to Levee Zone D NO SCREE N Area of Minimal Flood Hazard Zone X Area of Undetermined Flood Hazard Zone D Channel, Culver t, or Storm SewerLevee, Dike, or Floodwall Cross Sections with 1% Annual Chance17.5 Water Surface ElevationCoastal Transect Coastal Transect BaselineProfile BaselineHydrographic Feature Base Flood Elevation Line (BFE) Effective LOMRs Limit of StudyJurisdiction Boundar y Digital Data Available No Digital Data Available Unmapped This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards The flood hazard information is derived directly from theauthoritative NFHL web services provided by FEMA. This mapwas exported on 10/4/2018 at 11:54:42 AM and does notreflect changes or amendments subsequent to this date andtime. The NFHL and effective information may change orbecome superseded by new data over time. This map image is void if the one or more of the following mapelements do not appear: basemap imagery, flood zone labels,legend, scale bar, map creation date, community identifiers,FIRM panel number, and FIRM effective date. Map images forunmapped and unmodernized areas cannot be used forregulatory purposes. Legend OTHER AREAS OFFLOOD HAZARD OTHER AREAS GENERALSTRUCTURES OTHERFEATURES MAP PANELS 8 1:6,000 B 20.2 The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative proper ty location. Appendix B: Existing Conditions Hydrology Analysis Sheet 1 of 2 Drainage Area Soil & Land Use /Development Type A Acres I (1) in/hr C(2)ΔQ CFS ΣQ CFS Slope Section V FPS L FT T MIN Σ T H=69' 1000 12 (3) See Appendix B: Existing Conditions Hydrology Analysis for supplementary analysis. (1) Intensity per RCFC & WCD Hydrology Manual Plate D-4.1 343.66 - 327.07Attenuated Peak Flow from Ponding Adjustment for Subarea 1A to 13D(3)= Total Peak Flow 506.84 - - - - 24.9 - - - - - - - - 13D See Sheet 2 14.18 24.9 490.25 - - - 11C thru 12C See Sheet 2 59.05 24.9 476.07 - - - - 14E thru 15E See Sheet 2 16.59 24.9 417.02 --- - - 2.1 22.8 395.77 0.015 Natural Valley 9.50 1200 10AB 87 % "B" & 13% "C" Commercial (27%) Undeveloped(73%) 15.24 2.06 0.677 21.25 6B thru 9B See Sheet 2 142.11 22.8 253.66 - - - - - 5A 88% "B" & 12% "C" Single Family -1/4 AC Lots 22.08 2.26 0.764 38.12 215.54 51"=0.021 72"= 0.0063 51" pipe & 72" pipe 51"= 19.46 72"=13.38 51"= 742' 72"= 883'1.7 4A 53% "B" & 47% "C" Single Family -1/4 AC Lots 26.72 2.26 0.782 47.23 19.7 168.31 51"= 0.014 48"= 0.010 51" pipe & 48" pipe 51" = 15.78 48"=11.89(4) 51"= 476' 48"=674'1.4 21.1 12.12 2210 3.0 66.58 2.38 0.702 111.26 57.05 0.016 Lined V-Ditch Channel 2A 51 % "B" & 49% C Single Family -1/2 AC Lots 17.52 2.60 0.770 35.09 (4) Pipe Size adjusted to allow for flow coveyance, See Appendix D for calculations. (2) Runoff Coefficients per RCFC&WCD Hydrology Manual Plate D-5.2 & D-5.3. See Appendix B for Composite Runoff Coefficient Calculations. Rational Method Calculation Form Project: Solana Senior Assisted Living Frequency: 100 Yr Existing Remarks 1A 91% "B" & 9% "C" Single Family -1/2 AC Lots 9.06 3.15 0.769 21.96 12.0 Initial Area (Plate D-3) 21.96 0.010 36' Street 3.40 968 4.7 16.7 3A 82 % "B" & 18% "C" Single Family -1/4 AC Lots ( 28%) Single Family -1 AC Lots (55%) 0% Impervious- (17%) Sheet 2 of 2 Drainage Area Soil & Land Use /Development Type A Acres I (1) in/hr C(2)ΔQ CFS ΣQ CFS Slope Section V FPS L FT T MIN Σ T H= 31' 706 11.5 (1) Intensity per RCFC & WCD Hydrology Manual Plate D-4.1 Qp Adjustment: Q B (I A /I B )= 21.67(2.06/2.69)=16.59 Adjust Q to Tc= 24.9 21.67 H=13 1000 13.5 13.5 Initial Area (Plate D-3) 13.60 0.029 Street 15E 100% " B" & 0% "C" Condo 3.70 2.69 0.810 8.07 5.2 615 2.0 15.5 14E 91% " B" & 9% "C" Condo 5.75 2.89 0.818 13.60 Qp Adjustment: Q B (I A /I B )= 21.68 cfs (2.06/3.15)=14.18 Adjust Q to Tc=24.9 13.9 12.3 Initial Area (Plate D-3) 21.68 0.027 Nat. Valley Channel 5.1 498 1.6 13D 50 % " B" & 50% "C" Condo 8.21 3.15 0.838 21.68 H=18.5 958 12.3 Qp Adjustment: Q B (I A /I B )= 77.11(2.06/2.69) 59.05 Adjust Q to Tc=24.9 18.9 77.11 24" pipe = 0.0232 Nat. Channel =0.0233 24" pipe & Nat. Valley Channel 24" pipe = 13.41(4) Nat. Valley =6.2 24" pipe = 442' Nat. Valley = 1009'3.3 12C 63% "B" & 27% "C" Single Family -1/4 AC Lots 31.01 2.69 0.786 65.57 13 Initial Area (Plate D-3) 11.54 0.0175 36' Street 4.15 656 2.6 15.6 H=6.5 649' 13.0 11C 66% "B" & 34% "C" Single Family -1/4 AC Lots 4.79 3.01 0.801 11.54 20.2 Qp Adjustment: QA(TB/TA)= 142.73 cfs(22.8/22.9)= 142.11 22.932.48 2.15 0.700 48.90 8B 98% "B" & 2% "C" Single Family -1/2 AC Lots 24.49 2.38 0.731 42.62 142.73 - - - - - - - - - - 19.44 0.029 Natural Mountain Channel 2.5 836 5.6 17.1 51.21 0.029 36' Street 6.5 1200 3.1 93.83 42" pipe=0.0038 48" pipe = 0.0047 42" pipe & 48" pipe 42" pipe =7.15 48" pipe =8.92 42" pipe =635' 48" pipe = 664'2.7 (2) Runoff Coefficients per RCFC&WCD Hydrology Manual Plate D-5.2 & D-5.3. See Appendix B for Composite Runoff Coefficient Calculations. (4) Pipe Size adjusted to allow for flow coveyance, See Appendix D for calculations. Rational Method Calculation Form Project: Solana Senior Assisted Living Frequency: 100 Yr Existing Remarks 6B 50% "B" & 50% "C" Single Family -1/2 AC Lots 7.82 3.15 0.790 19.44 7B 76% "B" & 24% "C" Single Family -1/2 AC Lots 16.17 2.60 0.756 31.77 11.5 Initial Area (Plate D-3) Adjust Q to Tc=22.8 9B 97% "B" & 3% "C" Single Family -1/4 AC Lots (37%) Single Family -1/2 AC Lots ( 39%) Undeveloped (24%) Subarea % Soil Type B % Soil Type C Runoff Coefficient per Plate D-5.2 Runoff Coefficient per Plate D-5.3 Composite "C" 1A 91%9%0.765 0.814 0.769 2A 51%49%0.742 0.800 0.770 3A 82%18%(28% x 0.765) + (55% x 0.672) + (17% x 0.620)= 0.689 (28% x 0.810) + (55% x 0.750) + (17% x 0.720) =0.762 0.702 4A 53%47%0.758 0.809 0.782 5A 88%12%0.758 0.809 0.764 6B 50%50%0.765 0.814 0.790 7B 76%24%0.742 0.800 0.756 8B 98%2%0.730 0.792 0.731 9B 97%3%(37% x 0.750) + (39% x 0.708) + (24% x 0.601)= 0.698 (37% x 0.805) + (39% x 0.785) + (24% x 0.701)= 0.772 0.700 10AB 87%13%(27% x 0.870) + (73%*0.591) = 0.666 (27% x 0.888) + (73%*0.695) =0.747 0.677 11C 66%34%0.787 0.829 0.801 12C 63%37%0.775 0.805 0.786 13D 50%50%0.821 0.855 0.838 14E 91%9%0.815 0.848 0.818 15E 100%0%0.810 0 0.810 Exisiting 100 Yr Composite Runoff Coeffiecnt "C "Calculations Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Thursday, 11 / 18 / 2021 Hyd. No. 18 Drainage to HEAD WALL Hydrograph type = Reservoir Peak discharge = 327.07 cfs Storm frequency = 100 yrs Time to peak = 33 min Time interval = 1 min Hyd. volume = 1,945,421 cuft Inflow hyd. No. = 17 - Drainage to SD Head WallMax. Elevation = 1075.36 ft Reservoir name = Existing Ponding Max. Storage = 242,412 cuft Storage Indication method used. 0 10 20 30 40 50 60 70 80 90 100 110 120 Q (cfs) 0.00 0.00 70.00 70.00 140.00 140.00 210.00 210.00 280.00 280.00 350.00 350.00 420.00 420.00 490.00 490.00 560.00 560.00 Q (cfs) Time (min) Drainage to HEAD WALL Hyd. No. 18 -- 100 Year Hyd No. 18 Hyd No. 17 Total storage used = 242,412 cuft Sheet 1 of 2 Drainage Area Soil & Land Use /Development Type A Acres I (1) in/hr C(2)ΔQ CFS ΣQ CFS Slope Section V FPS L FT T MIN Σ T H=69' 1000 12 (4) Pipe Size adjusted to allow for flow coveyance, See Appendix D for calculations. (2) Runoff Coefficients per RCFC&WCD Hydrology Manual Plate D-5.2 & D-5.3. See Appendix B for Composite Runoff Coefficient Calculations. Attenuated Peak Flow from Ponding Adjustment for Subarea 1A to 13D (3)= Total Peak Flow (3) See Appendix B: Existing Conditions Hydrology Analysis for supplementary analysis. Rational Method Calculation Form Project: Solana Senior Assisted Living Frequency: 10 Yr Existing Remarks 1A 91% "B" & 9% "C" Single Family -1/2 AC Lots 9.06 2.13 0.724 13.97 12.0 Initial Area (Plate D-3) 13.97 0.010 36' Street 3.10 968 5.2 17.2 3A 82 % "B" & 18% "C" Single Family -1/4 AC Lots ( 28%) Single Family -1 AC Lots (55%) 0% Impervious- (17%) 66.58 1.61 0.644 69.03 36.39 0.016 Lined V-Ditch Channel 2A 51 % "B" & 49% C Single Family -1/2 AC Lots 17.52 1.76 0.727 22.42 0.740 30.24 20.6 105.42 51"= 0.014 48"= 0.010 51" pipe & 48" pipe 51"=14.27 48"=12.49 51"= 476' 48"=674'1.5 22.1 10.83 2210 3.4 23.9 158.71 - - - - - 5A 88% "B" & 12% "C" Single Family -1/4 AC Lots 22.08 1.46 0.715 23.05 135.66 51"=0.021 72"= 0.0063 51" pipe & 72" pipe 51"=19.56 72"=12.72 51"= 742' 72"= 883'1.8 4A 53% "B" & 47% "C" Single Family -1/4 AC Lots 26.72 1.53 10AB 87 % "B" & 13% "C" Commercial (27%) Undeveloped(73%) 15.24 1.39 0.616 13.05 6B thru 9B See Sheet 2 87.40 297.32 - - - - 26.4 259.16 - -- - - 2.5 23.9 246.11 0.015 Natural Valley 7.9 1200 - 13D See Sheet 2 9.30 26.4 306.62 - 11C thru 12C See Sheet 2 38.16 26.4 - 14E thru 15E See Sheet 2 10.86 26.4 245.46 234.60 317.48 - - - - - - - - - (1) Intensity per RCFC & WCD Hydrology Manual Plate D-4.1 Sheet 2 of 2 Drainage Area Soil & Land Use /Development Type A Acres I (1) in/hr C(2)ΔQ CFS ΣQ CFS Slope Section V FPS L FT T MIN Σ T H= 31' 706 11.5 (4) Pipe Size adjusted to allow for flow coveyance, See Appendix D for calculations. Rational Method Calculation Form Project: Solana Senior Assisted Living Frequency: 10 Yr Existing Remarks 6B 50% "B" & 50% "C" Single Family -1/2 AC Lots 7.82 2.13 0.751 12.50 7B 76% "B" & 24% "C" Single Family -1/2 AC Lots 16.17 1.71 0.706 19.52 11.5 Initial Area (Plate D-3) Adjust Q to Tc=23.9 9B 97% "B" & 3% "C" Single Family -1/4 AC Lots (37%) Single Family -1/2 AC Lots ( 39%) Undeveloped (24%) 32.48 12.50 0.029 Natural Mountain Channel 2.20 836 6.3 17.8 32.02 0.029 36' Street 5.70 1200 3.5 57.33 42" pipe=0.0038 48" pipe = 0.0047 42" pipe & 48" pipe 42" pipe = 7.32 48" pipe =8.13 42" pipe =635' 48" pipe = 664'2.8 88.13 - - - - - --- - - 21.3 Qp Adjustment: QA(TB/TA)= 88.13cfs(23.9/24.1)=87.40 24.11.46 0.649 30.80 8B 98% "B" & 2% "C" Single Family -1/2 AC Lots 24.49 1.53 0.676 25.31 11C 66% "B" & 34% "C" Single Family -1/4 AC Lots 4.79 2.04 0.764 7.46 13 Initial Area (Plate D-3) 7.46 0.0175 36' Street 3.75 656 2.9 15.9 H=6.5 649' 13 Adjust Q to Tc=26.4 19.6 49.97 24" pipe = 0.0232 Nat. Channel =0.0233 24" pipe & Nat. Valley Channel 24" pipe = 12.04(4) Nat. Valley =5.5 24" pipe = 442' Nat. Valley = 1009'3.7 12C 63% "B" & 27% "C" Single Family -1/4 AC Lots 31.01 1.82 0.753 42.51 Qp Adjustment: Q B (I A /I B )= 49.97(1.39/1.82) 38.16 12.3 Initial Area (Plate D-3) 14.25 0.027 Nat. Valley Channel 4.6 498 1.8 13D 50 % " B" & 50% "C" Condo 8.21 2.13 0.815 14.25 H=18.5 958 12.3 Qp Adjustment: QB(IA/IB)= 14.25 cfs (1.39/2.13)=9.30 Adjust Q to Tc=26.4 14.1 4.85 615 2.1 15.6 14E 91% " B" & 9% "C" Condo 5.75 1.96 0.793 8.95 8.95 0.029 Street 15E 100% " B" & 0% "C" Condo 3.70 1.82 0.783 5.27 H=13 1000 13.5 13.5 Initial Area (Plate D-3) 14.22 (2) Runoff Coefficients per RCFC&WCD Hydrology Manual Plate D-5.2 & D-5.3. See Appendix B for Composite Runoff Coefficient Calculations. (1) Intensity per RCFC & WCD Hydrology Manual Plate D-4.1 Qp Adjustment: QB(IA/IB)= 14.22(1.39/1.82)=10.86 Adjust Q to Tc= 26.4 Subarea % Soil Type B % Soil Type C Runoff Coefficient per Plate D-5.2 Runoff Coefficient per Plate D-5.3 Composite "C" 1A 91%9%0.718 0.784 0.724 2A 51%49%0.693 0.763 0.727 3A 82%18%(28% x 0.720) + (55% x 0.610)+(17% x 0.542 )= 0.629 (28% x 0.776)+ (55% x 0.699) + (17% x 0.651)=0.712 0.644 4A 53%47%0.712 0.771 0.740 5A 88%12%0.708 0.767 0.715 6B 50%50%0.718 0.784 0.751 7B 76%24%0.689 0.761 0.706 8B 98%2%0.674 0.750 0.676 9B 97%3%(37% x 0.708) + (39% x 0.668) + (24% x 0.520)= 0.647 (37% x 0.767) + (39% x 0.744) + (24% x 0.630)= 0.725 0.649 10AB 87%13%(27% x 0.860) + (73%*0.510) = 0.605 (27% x 0.878) + (73% x 0.622) =0.691 0.616 11C 66%34%0.746 0.800 0.764 12C 63%37%0.731 0.791 0.753 13D 50%50%0.796 0.833 0.815 14E 91%9%0.790 0.828 0.793 15E 100%0%0.783 0 0.783 Existing 10 yr Composite Runoff Coefficient "C "Calculations Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 11 / 19 / 2021 Hyd. No. 4 Drainage to HEAD WALL Hydrograph type = Reservoir Peak discharge = 234.60 cfs Storm frequency = 10 yrs Time to peak = 32 min Time interval = 1 min Hyd. volume = 1,690,062 cuft Inflow hyd. No. = 3 - Drainage to SD Head Wall Max. Elevation = 1074.24 ft Reservoir name = Existing Ponding Max. Storage = 145,413 cuft Storage Indication method used. 0 10 20 30 40 50 60 70 80 90 100 110 120 Q (cfs) 0.00 0.00 40.00 40.00 80.00 80.00 120.00 120.00 160.00 160.00 200.00 200.00 240.00 240.00 280.00 280.00 320.00 320.00 Q (cfs) Time (min) Drainage to HEAD WALL Hyd. No. 4 -- 10 Year Hyd No. 4 Hyd No. 3 Total storage used = 145,413 cuft Existing Condition Existing Pond Stage Storage Project: Solana Senior Assisted Living - Temecula CA Basin Description: Existing Ponding Contour Contour Depth Incremental Cumulative Incremental Cumulative Elevation Area (ft) Volume Volume Volume Volume (sq. ft) Avg. End Avg. End Conic Conic (cu. ft) (cu. ft) (cu. ft) (cu. ft) 1,068.000 1,197.25 N/A N/A 0.00 N/A 0.00 1,069.000 3,634.65 1.000 2415.95 2415.95 2305.98 2305.98 1,070.000 7,408.17 1.000 5521.41 7937.35 5410.62 7716.60 1,071.000 16,371.55 1.000 11889.86 19827.21 11597.52 19314.12 1,072.000 26,813.31 1.000 21592.43 41419.64 21378.87 40692.99 1,073.000 40,854.48 1.000 33833.90 75253.54 33588.43 74281.42 1,074.000 65,591.39 1.000 53222.94 128476.47 52737.24 127018.65 1,075.000 89,654.62 1.000 77623.01 206099.48 77310.30 204328.95 1,076.000 125,699.40 1.000 107677.01 313776.49 107170.69 311499.64 1,077.000 146,400.37 1.000 136049.89 449826.37 135918.45 447418.09 1,078.000 181,912.98 1.000 164156.67 613983.05 163835.63 611253.72 Pond Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 05 / 7 / 2021 Pond No. 1 - Existing Ponding Pond Data Pond storage is based on user-defined values. Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 1068.00 n/a 0 0 1.00 1069.00 n/a 2,306 2,306 2.00 1070.00 n/a 5,411 7,717 3.00 1071.00 n/a 11,598 19,314 4.00 1072.00 n/a 21,379 40,693 5.00 1073.00 n/a 33,588 74,281 6.00 1074.00 n/a 52,737 127,019 7.00 1075.00 n/a 77,310 204,329 8.00 1076.00 n/a 107,171 311,500 9.00 1077.00 n/a 139,292 450,792 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in)= 78.00 0.00 0.00 0.00 Span (in)= 78.00 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Invert El. (ft)= 1066.00 0.00 0.00 0.00 Length (ft)= 10.00 0.00 0.00 0.00 Slope (%)= 0.57 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff.= 0.60 0.60 0.60 0.60 Multi-Stage = n/a No No No Crest Len (ft)= 0.00 0.00 0.00 0.00 Crest El. (ft)= 0.00 0.00 0.00 0.00 Weir Coeff.= 3.33 3.33 3.33 3.33 Weir Type = --- --- --- --- Multi-Stage = No No No No Exfil.(in/hr)= 0.000 (by Wet area) TW Elev. (ft)= 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 1068.00 13.40 oc --- --- --- --- --- --- --- --- --- 13.40 1.00 2,306 1069.00 23.21 oc --- --- --- --- --- --- --- --- ---23.21 2.00 7,717 1070.00 33.31 oc --- --- --- --- --- --- --- --- ---33.31 3.00 19,314 1071.00 42.57 oc --- --- --- --- --- --- --- --- --- 42.57 4.00 40,693 1072.00 49.75 oc --- --- --- --- --- --- --- --- --- 49.75 5.00 74,281 1073.00 160.88 oc --- --- --- --- --- --- --- --- --- 160.88 6.00 127,019 1074.00 268.98 oc --- --- --- --- --- --- --- ------ 268.98 7.00 204,329 1075.00 344.70 oc --- --- --- --- --- --- --- ------ 344.70 8.00 311,500 1076.00 406.55 oc --- --- --- --- --- --- --- ------ 406.55 9.00 450,792 1077.00 444.74 ic --- --- --- --- --- --- --- ------ 444.74 Appendix C: Proposed Conditions Hydrology Analysis Sheet 1 of 2 Drainage Area Soil & Land Use /Development Type A Acres I (1) in/hr C(2)ΔQ CFS ΣQ CFS Slope Section V FPS L FT T MIN Σ T H=69' 1000 12 (4) Pipe Size adjusted to allow for flow coveyance, See Appendix D for calculations. 17.30See Sheet 215E thru 16E See Sheet 2 See Sheet 2 See Sheet 2 13AD 100% " B" 0 % Impervious 3.61 2.06 0.591 4.40 13D 14.68 11C thru 12C 61.63 10AB 83% "B" & 17% "C" Commercial (36%) Undeveloped(64%) (3) See Appendix C: Proposed Conditions Hydrology Analysis for supplementary analysis. (1) Intensity per RCFC & WCD Hydrology Manual Plate D-4.1 333.69Total Peak Flow 311.99Attenuated Peak Flow from Ponding Detention Adjustment for Subarea 1A to 13D(3)= (2) Runoff Coefficients per RCFC&WCD Hydrology Manual Plate D-5.2 & D-5.3. See Appendix B for Composite Runoff Coefficient Calculations. 512.45 - - - - - 495.15 - - - - - 24.4 490.75 0.007 78" Pipe 13.61(4)525 0.6 25.0 476.07 - - - - - 24.4 417.02 - - - - - 24.4 1.6 11.71 2.15 0.710 17.87 395.77 0.015 Natural Valley 9.5 908 6B thru 9B 142.11 22.8 253.66 - - - - - 22.8 5A 88% "B" & 12% "C" Single Family -1/4 AC Lots 22.08 2.26 0.764 38.12 215.54 51"=0.021 72"= 0.0063 51" pipe & 72" pipe 51"= 19.46 72"=13.38 51"= 742' 72"= 883'1.7 19.7 168.31 51"= 0.014 48"= 0.010 51" pipe & 48" pipe 51" = 15.78 48"=11.89(4) 51"= 476' 48"=674'1.4 21.1 57.05 0.016 2A 51 % "B" & 49% C Single Family -1/2 AC Lots 17.52 2.6 0.770 35.09 4A 53% "B" & 47% "C" Single Family -1/4 AC Lots 26.72 2.26 0.782 47.23 3A 82 % "B" & 18% "C" Single Family -1/4 AC Lots ( 28%) Single Family -1 AC Lots (55%) 0% Impervious- (17%) 66.58 2.38 0.702 111.26 Rational Method Calculation Form Project: Solana Senior Assisted Living Frequency: 100 Yr Proposed MASS GRADING Remarks 1A 91% "B" & 9% "C" Single Family -1/2 AC Lots 9.06 3.15 0.769 21.96 12.0 Initial Area (Plate D-3) 21.96 0.010 36' Street 3.4 968 4.7 16.7 Lined V-Ditch Channel 12.12 2210 3.0 Sheet 2 of 2 Drainage Area Soil & Land Use /Development Type A Acres I (1) in/hr C(2)ΔQ CFS ΣQ CFS Slope Section V FPS L FT T MIN Σ T H= 31' 706 11.5 (4) Pipe Size adjusted to allow for flow coveyance, See Appendix D for calculations. Adjust Q to Tc= 24.9 14.68 615 (1) Intensity per RCFC & WCD Hydrology Manual Plate D-4.1 13.9 5.1 498 1.6 Qp Adjustment: Q B (I A /I B )= 21.50 cfs (2.15/3.15)= 311.99 Adjust Q to Tc=24.4 13D 50% "B" + 50% "C" " B" - Condo 8.15 3.15 0.838 21.50 17.30Qp Adjustment: Q A +Q B (I A /I B )= 21.64(2.15/2.69)= 8.04 15.5 21.64 0.029 Street 5.2 (2) Runoff Coefficients per RCFC&WCD Hydrology Manual Plate D-5.2 2.0 13.60 Initial Area (Plate D-3) 15E 100% " B" & 0% "C" Condo 3.69 2.69 0.810 14E 91% " B" & 9% "C" Condo 5.75 2.89 0.818 21.50 0.027 Nat. Valley Channel 13.6 13.5H=13 1000 13.5 61.63 12.3 Initial Area (Plate D-3) H=18.5 958 12.3 Adjust Q to Tc=24.4 18.9 77.11 24" pipe = 0.0232 Nat. Channel =0.0233 24" pipe & Nat. Valley Channel 24" pipe = 13.41(4) Nat. Valley =6.23 24" pipe = 442' Nat. Valley = 1009'3.3 12C 63% "B" & 27% "C" Single Family -1/4 AC Lots 31.01 2.69 0.786 65.57 Qp Adjustment: QB(IA/IB)= 77.11(2.15/2.69) 13.0 Initial Area (Plate D-3) 11.54 0.0175 36' Street 4.15 656 2.6 15.6 H=6.5 649' 13 11C 66% "B" & 34% "C" Single Family -1/4 AC Lots 4.79 3.01 0.801 11.54 Qp Adjustment: QA(TB/TA)= 142.73 cfs(22.8/22.9)=142.11 Adjust Q to Tc=22.8 --- - - 142.73 --- - - 9B 97% "B" & 3% "C" Single Family -1/4 AC Lots (37%) Single Family -1/2 AC Lots ( 39%) Undeveloped (24%) 32.48 2.15 0.700 48.90 20.2 93.83 42" pipe=0.0038 48" pipe = 0.0047 42" pipe & 48" pipe 42" pipe =7.15 48" pipe =8.92 42" pipe =635' 48" pipe = 664'2.7 22.9 6.5 1200 3.1 8B 98% "B" & 2% "C" Single Family -1/2 AC Lots 24.49 2.38 0.731 42.62 51.21 0.029 36' Street 7B 76% "B" & 24% "C" Single Family -1/2 AC Lots 16.17 2.60 0.756 31.77 6B 50% "B" & 50% "C" Single Family -1/2 AC Lots 7.82 3.15 0.790 19.44 Rational Method Calculation Form Project: Solana Senior Assisted Living Frequency: 100 Yr Proposed MASS GRADING Remarks 11.5 Initial Area (Plate D-3) 19.44 0.029 Natural Mountain Channel 2.5 836 5.6 17.1 Subarea % Soil Type B % Soil Type C Runoff Coefficient per Plate D-5.2 Runoff Coefficient per Plate D-5.3 Composite "C" 1A 91%9%0.765 0.814 0.769 2A 51%49%0.742 0.800 0.770 3A 82%18%(28% x 0.765) + (55% x 0.672) + 1(7% x 0.620) = 0.689 (28% x 0.810) + (55% x 0.750) + (17% x 0.720) =0.762 0.702 4A 53%47%0.758 0.809 0.782 5A 88%12%0.758 0.809 0.764 6B 50%50%0.765 0.814 0.790 7B 76%24%0.742 0.800 0.756 8B 98%2%0.730 0.792 0.731 9B 97%3%(37% x 0.750) + (39% x 0.708) + (24% x 0.601) = 0.698 (37% x 0.805) +(39% x 0.785) + (24% x 0.701) = 0.772 0.700 10AB 83%17%(36% x 0.870) + (64%*0.601) = 0.698 (36% x 0.888) + (64%*0.701)= 0.768 0.710 11C 66%34%0.787 0.829 0.801 12C 63%37%0.775 0.805 0.786 13D 50%50%0.821 0.855 0.838 13AD 100%0%0.591 0 0.591 14E 91%9%0.815 0.848 0.818 15E 100%0%0.810 0 0.810 Proposed 100 Yr Composite Runoff Coeffiecnt "C "Calculations Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 11 / 19 / 2021 Hyd. No. 4 Drainage to SD HW Hydrograph type = Reservoir Peak discharge = 311.99 cfs Storm frequency = 100 yrs Time to peak = 34 min Time interval = 1 min Hyd. volume = 735,629 cuft Inflow hyd. No. = 3 - Drainage to SD Head Wall Max. Elevation = 1077.06 ft Reservoir name = Proposed Natural Ponding Max. Storage = 220,542 cuft Storage Indication method used. Outflow includes exfiltration. 0 10 20 30 40 50 60 70 Q (cfs) 0.00 0.00 70.00 70.00 140.00 140.00 210.00 210.00 280.00 280.00 350.00 350.00 420.00 420.00 490.00 490.00 560.00 560.00 Q (cfs) Time (min) Drainage to SD HW Hyd. No. 4 -- 100 Year Hyd No. 4 Hyd No. 3 Total storage used = 220,542 cuft Sheet 1 of 2 Drainage Area Soil & Land Use /Development Type A Acres I (1) in/hr C(2)ΔQ CFS ΣQ CFS Slope Section V FPS L FT T MIN Σ T H=69' 1000 12 (4) Pipe Size adjusted to allow for flow coveyance, See Appendix D for calculations. Rational Method Calculation Form Project: Solana Senior Assisted Living Frequency: 10 Yr Proposed MASS GRADING Remarks 1A 91% "B" & 9% "C" Single Family -1/2 AC Lots 9.06 2.13 0.724 13.97 12.0 Initial Area (Plate D-3) 13.97 0.010 36' Street 3.10 968 5.2 17.2 3A 82 % "B" & 18% "C" Single Family -1/4 AC Lots ( 28%) Single Family -1 AC Lots (55%) 0% Impervious- (17%) 66.58 1.61 0.644 69.03 36.39 0.016 Lined V-Ditch Channel 2A 51 % "B" & 49% C Single Family -1/2 AC Lots 17.52 1.76 0.727 22.42 0.740 30.24 20.6 105.42 51"= 0.014 48"= 0.010 51" pipe & 48" pipe 51"=14.27 48"=12.49 51"= 476' 48"=674'1.5 22.1 10.83 2210 3.4 23.9 158.71 - - - - - 5A 88% "B" & 12% "C" Single Family -1/4 AC Lots 22.08 1.46 0.715 23.05 135.66 51"=0.021 72"= 0.0063 51" pipe & 72" pipe 51"=19.56 72"=12.72 51"= 742' 72"= 883'1.8 4A 53% "B" & 47% "C" Single Family -1/4 AC Lots 26.72 1.53 10AB 83% "B" & 17% "C" Commercial (36%) Undeveloped(64%) 11.71 1.39 0.620 10.09 6B thru 9B See Sheet 2 87.40 25.8 294.36 - - - - 25.8 256.20 - - - - - 1.9 23.9 246.11 0.015 Natural Valley 7.9 908 13AD 100% " B" 0 % Impervious 3.61 1.39 0.510 2.56 - 13D See Sheet 2 9.22 303.58 0.007 78" Pipe 14.27 11C thru 12C See Sheet 2 38.16 316.99 - - - - 26.4 306.14 - - - - - 525 0.61 25.8 223.97 - 15E thru 16E See Sheet 2 10.85 Attenuated Peak Flow from Ponding Detention Adjustment for Subarea 1A to 13D(3)= 237.38Total Peak Flow (2) Runoff Coefficients per RCFC&WCD Hydrology Manual Plate D-5.2 & D-5.3. See Appendix B for Composite Runoff Coefficient Calculations. (3) See Appendix C: Proposed Conditions Hydrology Analysis for supplementary analysis. (1) Intensity per RCFC & WCD Hydrology Manual Plate D-4.1 Sheet 2 of 2 Drainage Area Soil & Land Use /Development Type A Acres I (1) in/hr C(2)ΔQ CFS ΣQ CFS Slope Section V FPS L FT T MIN Σ T H= 31' 706 11.5 (3) See Appendix C: Proposed Conditions Hydrology Anaysis for supplementary analysis. (2) Runoff Coefficients per RCFC&WCD Hydrology Manual Plate D-5.2 Rational Method Calculation Form Project: Solana Senior Assisted Living Frequency: 10 Yr Proposed MASS GRADING Remarks 6B 50% "B" & 50% "C" Single Family -1/2 AC Lots 7.82 2.13 0.751 12.50 7B 76% "B" & 24% "C" Single Family -1/2 AC Lots 16.17 1.71 0.706 19.52 11.5 Initial Area (Plate D-3) Adjust Q to Tc=23.9 9B 97% "B" & 3% "C" Single Family -1/4 AC Lots (37%) Single Family -1/2 AC Lots ( 39%) Undeveloped (24%) 12.50 0.029 Natural Mountain Channel 2.20 836 6.3 17.8 32.02 0.029 36' Street 5.70 1200 3.5 57.33 42" pipe=0.0038 48" pipe = 0.0047 42" pipe & 48" pipe 42" pipe = 7.32 48" pipe =8.13 42" pipe =635' 48" pipe = 664'2.8 88.13 --- - - --- - - 21.3 Qp Adjustment: QA(TB/TA)= 88.13cfs(23.9/24.1)=87.40 24.132.48 1.46 0.649 30.80 8B 98% "B" & 2% "C" Single Family -1/2 AC Lots 24.49 1.53 0.676 25.31 11C 66% "B" & 34% "C" Single Family -1/4 AC Lots 4.79 2.04 0.764 7.46 13 Initial Area (Plate D-3) 7.46 0.0175 36' Street 3.75 656 2.9 15.9 H=6.5 649' 13 Adjust Q to Tc=26.4 19.6 49.97 24" pipe = 0.0232 Nat. Channel =0.0233 24" pipe & Nat. Valley 24" pipe = 12.04(4) Nat. Valley =5.5 24" pipe = 442' Nat. Valley = 1009'3.7 12C 63% "B" & 27% "C" Single Family -1/4 AC Lots 31.01 1.82 0.753 42.51 Qp Adjustment: QB(IA/IB)= 49.97(1.39/1.82) 38.16 12.3 Initial Area (Plate D-3) 14.13 0.027 Nat. Valley Channel 4.6 498 1.8 13D 50 % " B" & 50% "C" Condo 8.15 2.13 0.815 14.13 H=18.5 958 12.3 Qp Adjustment: QB(IA/IB)= 14.13 cfs (1.39/2.13)=9.22 Adjust Q to Tc=26.4 14.1 4.85 615 2.1 15.6 14E 91% " B" & 9% "C" Condo 5.75 1.96 0.793 8.95 8.95 0.029 Street 15E " B" - Condo 3.69 1.82 0.783 5.26 H=13 1000.0 13.5 13.5 Initial Area (Plate D-3) 14.21 Qp Adjustment: QB(IA/IB)= 14.21(1.39/1.82)=10.85 Adjust Q to Tc= 26.4 Subarea % Soil Type B % Soil Type C Runoff Coefficient per Plate D-5.2 Runoff Coefficient per Plate D-5.3 Composite "C" 1A 91%9%0.718 0.784 0.724 2A 51%49%0.693 0.763 0.727 3A 82%18%(28% x 0.720) + (55% x 0.610)+(17% x 0.542 )= 0.629 (28% x 0.776)+ (55% x 0.699) + (17% x 0.651)=0.712 0.644 4A 53%47%0.712 0.771 0.740 5A 88%12%0.708 0.767 0.715 6B 50%50%0.718 0.784 0.751 7B 76%24%0.689 0.761 0.706 8B 98%2%0.674 0.750 0.676 9B 97%3%(37% x 0.708) + (39% x 0.668) + (24% x 0.520)= 0.647 (37% x 0.767) + (39% x 0.744) + (24% x 0.630)= 0.725 0.649 10AB 83%17%(27% x 0.860) + (73%*0.510) = 0.605 (27% x 0.878) + (73% x 0.622) =0.691 0.620 11C 66%34%0.746 0.800 0.764 12C 63%37%0.731 0.791 0.753 13D 50%50%0.796 0.833 0.815 13AD 100%0%0.510 0 0.510 14E 91%9%0.790 0.828 0.793 15E 100%0%0.783 0 0.783 Proposed 10 yr Composite Runoff Coefficient "C "Calculations Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 11 / 19 / 2021 Hyd. No. 5 Drainage to SD HW Hydrograph type = Reservoir Peak discharge = 223.97 cfs Storm frequency = 10 yrs Time to peak = 33 min Time interval = 1 min Hyd. volume = 473,459 cuft Inflow hyd. No. = 3 - Drainage to SD Head Wall Max. Elevation = 1075.25 ft Reservoir name = Proposed Natural Ponding Max. Storage = 108,851 cuft Storage Indication method used. Outflow includes exfiltration. 0 10 20 30 40 50 60 70 80 Q (cfs) 0.00 0.00 40.00 40.00 80.00 80.00 120.00 120.00 160.00 160.00 200.00 200.00 240.00 240.00 280.00 280.00 320.00 320.00 Q (cfs) Time (min) Drainage to SD HW Hyd. No. 5 -- 10 Year Hyd No. 5 Hyd No. 3 Total storage used = 108,851 cuft Proposed Condition Proposed Ponding Project: Solana Senior Living Basin Description: Proposed Ponding Contour Contour Depth Incremental Cumulative Incremental Cumulative Elevation Area (ft) Volume Volume Volume Volume (sq. ft) Avg. End Avg. End Conic Conic (cu. ft) (cu. ft) (cu. ft) (cu. ft) 1,069.00 0.1 N/A N/A 0 N/A 0 1,069.00 4.5 0.00 0 0 0 0 1,069.00 24.8 0.00 0 0 0 0 1,070.00 675.4 1.00 350 350 276 276 1,071.00 3,083.2 1.00 1879 2229 1734 2010 1,072.00 9,193.7 1.00 6138 8368 5867 7877 1,073.00 21,904.9 1.00 15549 23917 15097 22974 1,074.00 36,549.8 1.00 29227 53144 28917 51891 1,075.00 50,500.6 1.00 43525 96670 43338 95228 1,076.00 59,411.8 1.00 54956 151626 54896 150124 1,077.00 71,488.1 1.00 65450 217076 65357 215481 1,078.00 87,204.8 1.00 79346 296422 79216 294697 1,079.00 98,589.2 1.00 92897 389319 92839 387536 1,080.00 109,691.5 1.00 104140 493460 104091 491627 1,081.00 119,452.4 1.00 114572 608031 114537 606164 1,082.00 128,063.1 1.00 123758 731789 123733 729897 1,083.00 138,812.9 1.00 133438 865227 133402 863299 Pond Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 05 / 7 / 2021 Pond No. 1 - Proposed Natural Ponding Pond Data Pond storage is based on user-defined values. Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 1069.00 n/a 0 0 1.00 1070.00 n/a 276 276 2.00 1071.00 n/a 1,734 2,010 3.00 1072.00 n/a 5,867 7,877 4.00 1073.00 n/a 15,097 22,974 5.00 1074.00 n/a 28,917 51,891 6.00 1075.00 n/a 43,337 95,228 7.00 1076.00 n/a 54,896 150,124 8.00 1077.00 n/a 65,347 215,471 9.00 1078.00 n/a 79,206 294,677 10.00 1079.00 n/a 92,867 387,544 11.00 1080.00 n/a 104,131 491,675 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in)= 78.00 0.00 0.00 0.00 Span (in)= 78.00 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Invert El. (ft)= 1070.00 0.00 0.00 0.00 Length (ft)= 513.00 0.00 0.00 0.00 Slope (%)= 0.70 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff.= 0.60 0.60 0.60 0.60 Multi-Stage = n/a No No No Crest Len (ft)= 0.00 0.00 0.00 0.00 Crest El. (ft)= 0.00 0.00 0.00 0.00 Weir Coeff.= 3.33 3.33 3.33 3.33 Weir Type = --- --- --- --- Multi-Stage = No No No No Exfil.(in/hr)= 0.000 (by Wet area) TW Elev. (ft)= 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 1069.00 0.00 --- --- --- --- --- --- --- --- --- 0.000 1.00 276 1070.00 0.00 --- --- --- --- --- --- --- --- --- 0.000 2.00 2,010 1071.00 11.07 ic --- --- --- --- --- --- --- --- ---11.07 3.00 7,877 1072.00 41.80 ic --- --- --- --- --- --- --- --- ---41.80 4.00 22,974 1073.00 88.27 ic --- --- --- --- --- --- --- --- --- 88.27 5.00 51,891 1074.00 146.04 ic --- --- --- --- --- --- --- --- --- 146.04 6.00 95,228 1075.00 208.53 ic --- --- --- --- --- --- --- --- --- 208.53 7.00 150,124 1076.00 267.02 ic --- --- --- --- --- --- --- ------ 267.02 8.00 215,471 1077.00 309.37 ic --- --- --- --- --- --- --- ------ 309.37 9.00 294,677 1078.00 348.18 ic --- --- --- --- --- --- --- ------ 348.18 10.00 387,544 1079.00 383.08 ic --- --- --- --- --- --- --- --- --- 383.08 11.00 491,675 1080.00 415.06 ic --- --- --- --- --- --- --- --- --- 415.06 Appendix D: Hydraulic Calculations Project Description Friction Method Manning Formula Solve For Full Flow Capacity Input Data Roughness Coefficient 0.013 Channel Slope 0.00500 ft/ft Normal Depth 0.68 ft Diameter 0.68 ft Discharge 0.89 ft³/s Cross Section Image Cross Section for 8" SD pipe Capacity s=0.005 min 6/27/2021 10:11:20 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page Project Description Friction Method Manning Formula Solve For Full Flow Capacity Input Data Roughness Coefficient 0.013 Channel Slope 0.00500 ft/ft Normal Depth 0.68 ft Diameter 0.68 ft Discharge 0.89 ft³/s Results Discharge 0.89 ft³/s Normal Depth 0.68 ft Flow Area 0.36 ft² Wetted Perimeter 2.13 ft Hydraulic Radius 0.17 ft Top Width 0.00 ft Critical Depth 0.45 ft Percent Full 100.0 % Critical Slope 0.00845 ft/ft Velocity 2.47 ft/s Velocity Head 0.10 ft Specific Energy 0.77 ft Froude Number 0.00 Maximum Discharge 0.96 ft³/s Discharge Full 0.89 ft³/s Slope Full 0.00500 ft/ft 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 Average End Depth Over Rise 0.00 % Worksheet for 8" SD pipe Capacity s=0.005 min 6/27/2021 10:10:52 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page GVF Output Data Normal Depth Over Rise 100.00 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.68 ft Critical Depth 0.45 ft Channel Slope 0.00500 ft/ft Critical Slope 0.00845 ft/ft Worksheet for 8" SD pipe Capacity s=0.005 min 6/27/2021 10:10:52 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page Project Description Friction Method Manning Formula Solve For Full Flow Capacity Input Data Roughness Coefficient 0.013 Channel Slope 0.00500 ft/ft Normal Depth 1.00 ft Diameter 1.00 ft Discharge 2.52 ft³/s Cross Section Image Cross Section for 12" SD pipe Capacity s=0.005 min 6/25/2021 9:20:42 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page Project Description Friction Method Manning Formula Solve For Full Flow Capacity Input Data Roughness Coefficient 0.013 Channel Slope 0.00500 ft/ft Normal Depth 1.00 ft Diameter 1.00 ft Discharge 2.52 ft³/s Results Discharge 2.52 ft³/s Normal Depth 1.00 ft Flow Area 0.79 ft² Wetted Perimeter 3.14 ft Hydraulic Radius 0.25 ft Top Width 0.00 ft Critical Depth 0.68 ft Percent Full 100.0 % Critical Slope 0.00770 ft/ft Velocity 3.21 ft/s Velocity Head 0.16 ft Specific Energy 1.16 ft Froude Number 0.00 Maximum Discharge 2.71 ft³/s Discharge Full 2.52 ft³/s Slope Full 0.00500 ft/ft 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 Average End Depth Over Rise 0.00 % Worksheet for 12" SD pipe Capacity s=0.005 min 6/25/2021 9:19:52 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page GVF Output Data Normal Depth Over Rise 100.00 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 1.00 ft Critical Depth 0.68 ft Channel Slope 0.00500 ft/ft Critical Slope 0.00770 ft/ft Worksheet for 12" SD pipe Capacity s=0.005 min 6/25/2021 9:19:52 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page Project Description Friction Method Manning Formula Solve For Full Flow Capacity Input Data Roughness Coefficient 0.013 Channel Slope 0.00500 ft/ft Normal Depth 1.50 ft Diameter 1.50 ft Discharge 7.43 ft³/s Cross Section Image Cross Section for 18" SD pipe Capacity s=0.005 min 6/25/2021 9:16:57 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page Project Description Friction Method Manning Formula Solve For Full Flow Capacity Input Data Roughness Coefficient 0.013 Channel Slope 0.00500 ft/ft Normal Depth 1.50 ft Diameter 1.50 ft Discharge 7.43 ft³/s Results Discharge 7.43 ft³/s Normal Depth 1.50 ft Flow Area 1.77 ft² Wetted Perimeter 4.71 ft Hydraulic Radius 0.38 ft Top Width 0.00 ft Critical Depth 1.06 ft Percent Full 100.0 % Critical Slope 0.00703 ft/ft Velocity 4.20 ft/s Velocity Head 0.27 ft Specific Energy 1.77 ft Froude Number 0.00 Maximum Discharge 7.99 ft³/s Discharge Full 7.43 ft³/s Slope Full 0.00500 ft/ft 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 Average End Depth Over Rise 0.00 % Worksheet for 18" SD pipe Capacity s=0.005 min 6/25/2021 9:16:10 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page GVF Output Data Normal Depth Over Rise 100.00 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 1.50 ft Critical Depth 1.06 ft Channel Slope 0.00500 ft/ft Critical Slope 0.00703 ft/ft Worksheet for 18" SD pipe Capacity s=0.005 min 6/25/2021 9:16:10 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page ************************************* Water Surface Profile Gradient (WSPG) XP WSPG Engine Version 3.1 19/04/2012 Innovyze www.innovyze.com ************************************* INPUT FILE ************************************* P:\18-1013 - Temecula Senior Living\200-H&H\civil-survey\xp\2021-11-18_78inch proposed\78 inch pipe.wsx Computed 11/19/21 12:21:04 TITLE INFORMATION ************************************* WARNING SUMMARY ************************************* RESULTS ************************************* ============================================================== Main Line ============================================================== Composite Profile: ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q BARREL VELOC. VELOC. ENERGY SUPER CRITICAL FROUDE SLOPE NORMAL CROSS NAME ELEV ELEV ELEV HEAD GRADE LN ELEV DEPTH NUMBER DEPTH SECTION ---------- ---------- ---------- -------- -------- -------- -------- ---------- ------- ------ ---------- ------ -------- ------ ------- ------ --------- ### "Outlet" Outlet 1005.50 1066.38 1075.00 1070.477 4.097 311.99 1 14.16 3.11 1073.59 0.000 4.743 0.000 0.00000 0.000 Circular Pipe "L1" Reach 1014.62 1066.43 1082.00 1070.512 4.082 311.99 1 14.22 3.14 1073.65 0.000 4.743 1.341 0.00548 4.413 Circular Pipe "C1" Reach 1040.65 1066.61 1082.00 1070.695 4.085 311.99 1 14.21 3.14 1073.83 0.000 4.743 1.339 0.00692 4.067 Circular Pipe "L2" Reach 1197.76 1067.69 1082.00 1071.793 4.103 311.99 1 14.14 3.10 1074.90 0.000 4.743 1.328 0.00687 4.075 Circular Pipe "C2" Reach 1268.74 1068.18 1082.00 1072.303 4.123 311.99 1 14.05 3.07 1075.37 0.000 4.743 1.315 0.00690 4.069 Circular Pipe "L3" Reach 1439.66 1069.35 1083.00 1073.612 4.262 311.99 1 13.53 2.84 1076.45 0.000 4.743 1.234 0.00685 4.081 Circular Pipe "C3" Reach 1474.90 1069.59 1083.00 1073.919 4.329 311.99 1 13.29 2.74 1076.66 0.000 4.743 1.197 0.00681 4.088 Circular Pipe "L4" Reach 1510.82 1069.83 1083.00 1074.266 4.436 311.99 1 12.93 2.60 1076.86 0.000 4.743 1.141 0.00668 4.115 Circular Pipe "C5" Reach 1527.84 1069.95 1083.50 1074.526 4.576 311.99 1 12.50 2.42 1076.95 0.000 4.743 1.074 0.00705 4.040 Circular Pipe "L5" Reach 1535.75 1070.00 1084.00 1074.742 4.742 311.99 1 12.03 2.25 1076.99 0.000 4.743 1.000 0.00632 4.194 Circular Pipe "Inlet" Headwrk 1535.75 1070.00 1084.00 1074.743 4.743 311.99 1 12.03 2.25 1076.99 0.000 4.743 0.000 0.00000 0.000 Circular Pipe *) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV i.p. = intermediate point processing results for reaches Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.01600 ft/ft Left Side Slope 1.00 ft/ft (H:V) Right Side Slope 1.00 ft/ft (H:V) Discharge 57.05 ft³/s Results Normal Depth 2.17 ft Flow Area 4.71 ft² Wetted Perimeter 6.14 ft Hydraulic Radius 0.77 ft Top Width 4.34 ft Critical Depth 2.89 ft Critical Slope 0.00346 ft/ft Velocity 12.12 ft/s Velocity Head 2.28 ft Specific Energy 4.45 ft Froude Number 2.05 Flow Type Supercritical 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 2.17 ft Critical Depth 2.89 ft Channel Slope 0.01600 ft/ft Critical Slope 0.00346 ft/ft Worksheet for Triangular Channel - 100 YR Flows from 2A 11/17/2021 9:03:53 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.01600 ft/ft Left Side Slope 1.00 ft/ft (H:V) Right Side Slope 1.00 ft/ft (H:V) Discharge 36.39 ft³/s Results Normal Depth 1.83 ft Flow Area 3.36 ft² Wetted Perimeter 5.19 ft Hydraulic Radius 0.65 ft Top Width 3.67 ft Critical Depth 2.42 ft Critical Slope 0.00367 ft/ft Velocity 10.83 ft/s Velocity Head 1.82 ft Specific Energy 3.66 ft Froude Number 1.99 Flow Type Supercritical 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 1.83 ft Critical Depth 2.42 ft Channel Slope 0.01600 ft/ft Critical Slope 0.00367 ft/ft Worksheet for Triangular Channel - 10 YR Flows from 2A 11/18/2021 1:32:21 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page Project Description Friction Method Manning Formula Solve For Full Flow Diameter Input Data Roughness Coefficient 0.013 Channel Slope 0.01000 ft/ft Normal Depth 4.25 ft Diameter 4.25 ft Discharge 168.31 ft³/s Results Diameter 4.25 ft Normal Depth 4.25 ft Flow Area 14.15 ft² Wetted Perimeter 13.34 ft Hydraulic Radius 1.06 ft Top Width 0.00 ft Critical Depth 3.77 ft Percent Full 100.0 % Critical Slope 0.00890 ft/ft Velocity 11.89 ft/s Velocity Head 2.20 ft Specific Energy 6.44 ft Froude Number 0.00 Maximum Discharge 181.05 ft³/s Discharge Full 168.31 ft³/s Slope Full 0.01000 ft/ft 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 Average End Depth Over Rise 0.00 % Worksheet for Circular Pipe -48" 100yr Flows from 3A 11/17/2021 4:06:42 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page existing 48" SD pipe was increase/modified to allow analysis of calculated upstream flows. GVF Output Data Normal Depth Over Rise 100.00 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 4.25 ft Critical Depth 3.77 ft Channel Slope 0.01000 ft/ft Critical Slope 0.00890 ft/ft Worksheet for Circular Pipe -48" 100yr Flows from 3A 11/17/2021 4:06:42 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.01400 ft/ft Diameter 4.25 ft Discharge 168.31 ft³/s Results Normal Depth 2.99 ft Flow Area 10.66 ft² Wetted Perimeter 8.46 ft Hydraulic Radius 1.26 ft Top Width 3.88 ft Critical Depth 3.77 ft Percent Full 70.3 % Critical Slope 0.00886 ft/ft Velocity 15.78 ft/s Velocity Head 3.87 ft Specific Energy 6.86 ft Froude Number 1.68 Maximum Discharge 214.90 ft³/s Discharge Full 199.77 ft³/s Slope Full 0.00994 ft/ft Flow Type SuperCritical 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 Average End Depth Over Rise 0.00 % Normal Depth Over Rise 70.34 % Downstream Velocity Infinity ft/s Worksheet for Circular Pipe -51" 100 yr flows from 3A 11/17/2021 9:07:43 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page GVF Output Data Upstream Velocity Infinity ft/s Normal Depth 2.99 ft Critical Depth 3.77 ft Channel Slope 0.01400 ft/ft Critical Slope 0.00886 ft/ft Worksheet for Circular Pipe -51" 100 yr flows from 3A 11/17/2021 9:07:43 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.01000 ft/ft Diameter 4.00 ft Discharge 105.42 ft³/s Results Normal Depth 2.55 ft Flow Area 8.44 ft² Wetted Perimeter 7.39 ft Hydraulic Radius 1.14 ft Top Width 3.85 ft Critical Depth 3.11 ft Percent Full 63.7 % Critical Slope 0.00599 ft/ft Velocity 12.49 ft/s Velocity Head 2.42 ft Specific Energy 4.97 ft Froude Number 1.49 Maximum Discharge 154.51 ft³/s Discharge Full 143.64 ft³/s Slope Full 0.00539 ft/ft Flow Type SuperCritical 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 Average End Depth Over Rise 0.00 % Normal Depth Over Rise 63.66 % Downstream Velocity Infinity ft/s Worksheet for Circular Pipe -48" 10yr Flows from 3A 11/18/2021 5:28:10 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page GVF Output Data Upstream Velocity Infinity ft/s Normal Depth 2.55 ft Critical Depth 3.11 ft Channel Slope 0.01000 ft/ft Critical Slope 0.00599 ft/ft Worksheet for Circular Pipe -48" 10yr Flows from 3A 11/18/2021 5:28:10 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.01400 ft/ft Diameter 4.25 ft Discharge 105.42 ft³/s Results Normal Depth 2.19 ft Flow Area 7.39 ft² Wetted Perimeter 6.81 ft Hydraulic Radius 1.08 ft Top Width 4.25 ft Critical Depth 3.07 ft Percent Full 51.6 % Critical Slope 0.00515 ft/ft Velocity 14.27 ft/s Velocity Head 3.17 ft Specific Energy 5.36 ft Froude Number 1.91 Maximum Discharge 214.90 ft³/s Discharge Full 199.77 ft³/s Slope Full 0.00390 ft/ft Flow Type SuperCritical 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 Average End Depth Over Rise 0.00 % Normal Depth Over Rise 51.63 % Downstream Velocity Infinity ft/s Worksheet for Circular Pipe -51" 10 yr flows from 3A 11/18/2021 5:36:42 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page GVF Output Data Upstream Velocity Infinity ft/s Normal Depth 2.19 ft Critical Depth 3.07 ft Channel Slope 0.01400 ft/ft Critical Slope 0.00515 ft/ft Worksheet for Circular Pipe -51" 10 yr flows from 3A 11/18/2021 5:36:42 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.02100 ft/ft Diameter 4.25 ft Discharge 215.64 ft³/s Results Normal Depth 3.10 ft Flow Area 11.08 ft² Wetted Perimeter 8.70 ft Hydraulic Radius 1.27 ft Top Width 3.78 ft Critical Depth 4.03 ft Percent Full 72.9 % Critical Slope 0.01412 ft/ft Velocity 19.46 ft/s Velocity Head 5.89 ft Specific Energy 8.99 ft Froude Number 2.00 Maximum Discharge 263.19 ft³/s Discharge Full 244.67 ft³/s Slope Full 0.01631 ft/ft Flow Type SuperCritical 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 Average End Depth Over Rise 0.00 % Normal Depth Over Rise 72.89 % Downstream Velocity Infinity ft/s Worksheet for Circular Pipe -51" 100 yr Flows from 4A 11/17/2021 8:41:23 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page GVF Output Data Upstream Velocity Infinity ft/s Normal Depth 3.10 ft Critical Depth 4.03 ft Channel Slope 0.02100 ft/ft Critical Slope 0.01412 ft/ft Worksheet for Circular Pipe -51" 100 yr Flows from 4A 11/17/2021 8:41:23 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.00630 ft/ft Diameter 6.00 ft Discharge 357.65 ft³/s Results Normal Depth 5.38 ft Flow Area 26.73 ft² Wetted Perimeter 14.92 ft Hydraulic Radius 1.79 ft Top Width 3.66 ft Critical Depth 5.11 ft Percent Full 89.6 % Critical Slope 0.00669 ft/ft Velocity 13.38 ft/s Velocity Head 2.78 ft Specific Energy 8.16 ft Froude Number 0.87 Maximum Discharge 361.58 ft³/s Discharge Full 336.13 ft³/s Slope Full 0.00713 ft/ft 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 Average End Depth Over Rise 0.00 % Normal Depth Over Rise 89.65 % Downstream Velocity Infinity ft/s Worksheet for Circular Pipe -72" 100 yr Flows from 4A and 9B 11/18/2021 8:40:40 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page Includes additional adjusted peak flows from 9B GVF Output Data Upstream Velocity Infinity ft/s Normal Depth 5.38 ft Critical Depth 5.11 ft Channel Slope 0.00630 ft/ft Critical Slope 0.00669 ft/ft Worksheet for Circular Pipe -72" 100 yr Flows from 4A and 9B 11/18/2021 8:40:40 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.02100 ft/ft Diameter 4.25 ft Discharge 223.06 ft³/s Results Normal Depth 3.19 ft Flow Area 11.41 ft² Wetted Perimeter 8.90 ft Hydraulic Radius 1.28 ft Top Width 3.68 ft Critical Depth 4.06 ft Percent Full 75.0 % Critical Slope 0.01516 ft/ft Velocity 19.55 ft/s Velocity Head 5.94 ft Specific Energy 9.13 ft Froude Number 1.96 Maximum Discharge 263.19 ft³/s Discharge Full 244.67 ft³/s Slope Full 0.01745 ft/ft Flow Type SuperCritical 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 Average End Depth Over Rise 0.00 % Normal Depth Over Rise 74.99 % Downstream Velocity Infinity ft/s Worksheet for Circular Pipe -51" 10 yr Flows from 4A 11/19/2021 7:31:54 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page GVF Output Data Upstream Velocity Infinity ft/s Normal Depth 3.19 ft Critical Depth 4.06 ft Channel Slope 0.02100 ft/ft Critical Slope 0.01516 ft/ft Worksheet for Circular Pipe -51" 10 yr Flows from 4A 11/19/2021 7:31:54 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.00630 ft/ft Diameter 6.00 ft Discharge 223.06 ft³/s Results Normal Depth 3.57 ft Flow Area 17.54 ft² Wetted Perimeter 10.57 ft Hydraulic Radius 1.66 ft Top Width 5.89 ft Critical Depth 4.09 ft Percent Full 59.5 % Critical Slope 0.00425 ft/ft Velocity 12.72 ft/s Velocity Head 2.51 ft Specific Energy 6.08 ft Froude Number 1.30 Maximum Discharge 361.58 ft³/s Discharge Full 336.13 ft³/s Slope Full 0.00277 ft/ft Flow Type SuperCritical 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 Average End Depth Over Rise 0.00 % Normal Depth Over Rise 59.52 % Downstream Velocity Infinity ft/s Worksheet for Circular Pipe -72" 10 yr Flows from 4A 11/19/2021 7:30:27 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page Includes additional adjusted peak flows from 9B GVF Output Data Upstream Velocity Infinity ft/s Normal Depth 3.57 ft Critical Depth 4.09 ft Channel Slope 0.00630 ft/ft Critical Slope 0.00425 ft/ft Worksheet for Circular Pipe -72" 10 yr Flows from 4A 11/19/2021 7:30:27 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page Project Description Friction Method Manning Formula Solve For Full Flow Diameter Input Data Roughness Coefficient 0.013 Channel Slope 0.00380 ft/ft Normal Depth 4.09 ft Diameter 4.09 ft Discharge 93.83 ft³/s Results Diameter 4.09 ft Normal Depth 4.09 ft Flow Area 13.13 ft² Wetted Perimeter 12.84 ft Hydraulic Radius 1.02 ft Top Width 0.00 ft Critical Depth 2.92 ft Percent Full 100.0 % Critical Slope 0.00514 ft/ft Velocity 7.15 ft/s Velocity Head 0.79 ft Specific Energy 4.88 ft Froude Number 0.00 Maximum Discharge 100.93 ft³/s Discharge Full 93.83 ft³/s Slope Full 0.00380 ft/ft 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 Average End Depth Over Rise 0.00 % Worksheet for Circular Pipe -42" 100 yr Flows from 8B 11/18/2021 8:34:21 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page existing 42" SD pipe was increase/modified to allow analysis of calculated upstream flows. GVF Output Data Normal Depth Over Rise 100.00 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 4.09 ft Critical Depth 2.92 ft Channel Slope 0.00380 ft/ft Critical Slope 0.00514 ft/ft Worksheet for Circular Pipe -42" 100 yr Flows from 8B 11/18/2021 8:34:21 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.00470 ft/ft Diameter 4.00 ft Discharge 93.83 ft³/s Results Normal Depth 3.12 ft Flow Area 10.52 ft² Wetted Perimeter 8.66 ft Hydraulic Radius 1.21 ft Top Width 3.31 ft Critical Depth 2.94 ft Percent Full 78.0 % Critical Slope 0.00540 ft/ft Velocity 8.92 ft/s Velocity Head 1.24 ft Specific Energy 4.36 ft Froude Number 0.88 Maximum Discharge 105.93 ft³/s Discharge Full 98.47 ft³/s Slope Full 0.00427 ft/ft 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 Average End Depth Over Rise 0.00 % Normal Depth Over Rise 78.03 % Downstream Velocity Infinity ft/s Worksheet for Circular Pipe -48" 100 yr Flow from 8B 11/18/2021 8:37:47 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page GVF Output Data Upstream Velocity Infinity ft/s Normal Depth 3.12 ft Critical Depth 2.94 ft Channel Slope 0.00470 ft/ft Critical Slope 0.00540 ft/ft Worksheet for Circular Pipe -48" 100 yr Flow from 8B 11/18/2021 8:37:47 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.00380 ft/ft Diameter 3.50 ft Discharge 57.33 ft³/s Results Normal Depth 2.66 ft Flow Area 7.84 ft² Wetted Perimeter 7.40 ft Hydraulic Radius 1.06 ft Top Width 2.99 ft Critical Depth 2.37 ft Percent Full 75.9 % Critical Slope 0.00505 ft/ft Velocity 7.32 ft/s Velocity Head 0.83 ft Specific Energy 3.49 ft Froude Number 0.80 Maximum Discharge 66.71 ft³/s Discharge Full 62.02 ft³/s Slope Full 0.00325 ft/ft 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 Average End Depth Over Rise 0.00 % Normal Depth Over Rise 75.90 % Downstream Velocity Infinity ft/s Worksheet for Circular Pipe -42" 10 yr Flows from 8B 11/18/2021 6:01:31 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page GVF Output Data Upstream Velocity Infinity ft/s Normal Depth 2.66 ft Critical Depth 2.37 ft Channel Slope 0.00380 ft/ft Critical Slope 0.00505 ft/ft Worksheet for Circular Pipe -42" 10 yr Flows from 8B 11/18/2021 6:01:31 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.00380 ft/ft Diameter 3.50 ft Discharge 57.33 ft³/s Results Normal Depth 2.66 ft Flow Area 7.84 ft² Wetted Perimeter 7.40 ft Hydraulic Radius 1.06 ft Top Width 2.99 ft Critical Depth 2.37 ft Percent Full 75.9 % Critical Slope 0.00505 ft/ft Velocity 7.32 ft/s Velocity Head 0.83 ft Specific Energy 3.49 ft Froude Number 0.80 Maximum Discharge 66.71 ft³/s Discharge Full 62.02 ft³/s Slope Full 0.00325 ft/ft 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 Average End Depth Over Rise 0.00 % Normal Depth Over Rise 75.90 % Downstream Velocity Infinity ft/s Worksheet for Circular Pipe -42" 10 yr Flows from 8B 11/18/2021 3:05:09 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page GVF Output Data Upstream Velocity Infinity ft/s Normal Depth 2.66 ft Critical Depth 2.37 ft Channel Slope 0.00380 ft/ft Critical Slope 0.00505 ft/ft Worksheet for Circular Pipe -42" 10 yr Flows from 8B 11/18/2021 3:05:09 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page Project Description Friction Method Manning Formula Solve For Full Flow Diameter Input Data Roughness Coefficient 0.013 Channel Slope 0.02320 ft/ft Normal Depth 2.71 ft Diameter 2.71 ft Discharge 77.11 ft³/s Results Diameter 2.71 ft Normal Depth 2.71 ft Flow Area 5.75 ft² Wetted Perimeter 8.50 ft Hydraulic Radius 0.68 ft Top Width 0.00 ft Critical Depth 2.61 ft Percent Full 100.0 % Critical Slope 0.02031 ft/ft Velocity 13.41 ft/s Velocity Head 2.80 ft Specific Energy 5.50 ft Froude Number 0.00 Maximum Discharge 82.95 ft³/s Discharge Full 77.11 ft³/s Slope Full 0.02320 ft/ft 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 Average End Depth Over Rise 0.00 % Worksheet for Circular Pipe -24" 100 yr Flows from 12C 11/18/2021 8:46:56 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page existing 24" SD pipe was increase/modified to allow analysis of calculated upstream flows. GVF Output Data Normal Depth Over Rise 100.00 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 2.71 ft Critical Depth 2.61 ft Channel Slope 0.02320 ft/ft Critical Slope 0.02031 ft/ft Worksheet for Circular Pipe -24" 100 yr Flows from 12C 11/18/2021 8:46:56 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page Project Description Friction Method Manning Formula Solve For Full Flow Diameter Input Data Roughness Coefficient 0.013 Channel Slope 0.02320 ft/ft Normal Depth 2.30 ft Diameter 2.30 ft Discharge 50.00 ft³/s Results Diameter 2.30 ft Normal Depth 2.30 ft Flow Area 4.15 ft² Wetted Perimeter 7.22 ft Hydraulic Radius 0.57 ft Top Width 0.00 ft Critical Depth 2.21 ft Percent Full 100.0 % Critical Slope 0.02023 ft/ft Velocity 12.04 ft/s Velocity Head 2.25 ft Specific Energy 4.55 ft Froude Number 0.00 Maximum Discharge 53.79 ft³/s Discharge Full 50.00 ft³/s Slope Full 0.02320 ft/ft 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 Average End Depth Over Rise 0.00 % Worksheet for Circular Pipe -24" 10 yr Flows from 12C 11/18/2021 4:21:32 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page existing 24" SD pipe was increase/modified to allow analysis of calculated upstream flows. GVF Output Data Normal Depth Over Rise 100.00 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 2.30 ft Critical Depth 2.21 ft Channel Slope 0.02320 ft/ft Critical Slope 0.02023 ft/ft Worksheet for Circular Pipe -24" 10 yr Flows from 12C 11/18/2021 4:21:32 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page Project Description Friction Method Manning Formula Solve For Full Flow Diameter Input Data Roughness Coefficient 0.013 Channel Slope 0.00700 ft/ft Normal Depth 6.79 ft Diameter 6.79 ft Discharge 492.64 ft³/s Results Diameter 6.79 ft Normal Depth 6.79 ft Flow Area 36.21 ft² Wetted Perimeter 21.33 ft Hydraulic Radius 1.70 ft Top Width 0.00 ft Critical Depth 5.81 ft Percent Full 100.0 % Critical Slope 0.00652 ft/ft Velocity 13.61 ft/s Velocity Head 2.88 ft Specific Energy 9.67 ft Froude Number 0.00 Maximum Discharge 529.97 ft³/s Discharge Full 492.67 ft³/s Slope Full 0.00700 ft/ft 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 Average End Depth Over Rise 0.00 % Worksheet for Proposed Circular Pipe -78" 100 yr Flows from 13D 11/18/2021 10:59:16 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page GVF Output Data Normal Depth Over Rise 100.00 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 6.79 ft Critical Depth 5.81 ft Channel Slope 0.00700 ft/ft Critical Slope 0.00652 ft/ft Worksheet for Proposed Circular Pipe -78" 100 yr Flows from 13D 11/18/2021 10:59:16 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.00700 ft/ft Diameter 6.50 ft Discharge 303.58 ft³/s Results Normal Depth 3.98 ft Flow Area 21.28 ft² Wetted Perimeter 11.68 ft Hydraulic Radius 1.82 ft Top Width 6.34 ft Critical Depth 4.68 ft Percent Full 61.2 % Critical Slope 0.00445 ft/ft Velocity 14.27 ft/s Velocity Head 3.16 ft Specific Energy 7.14 ft Froude Number 1.37 Maximum Discharge 471.82 ft³/s Discharge Full 438.62 ft³/s Slope Full 0.00335 ft/ft Flow Type SuperCritical 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 Average End Depth Over Rise 0.00 % Normal Depth Over Rise 61.19 % Downstream Velocity Infinity ft/s Worksheet for Proposed Circular Pipe -78" 10 yr Flows from 13D 11/19/2021 8:58:42 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page GVF Output Data Upstream Velocity Infinity ft/s Normal Depth 3.98 ft Critical Depth 4.68 ft Channel Slope 0.00700 ft/ft Critical Slope 0.00445 ft/ft Worksheet for Proposed Circular Pipe -78" 10 yr Flows from 13D 11/19/2021 8:58:42 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page Appendix E: RCFCD & WCD Hydrology Manual Reference Information · Plate C-1.52 - Soils Map · Plate D-3 - Time of Concentration · Plate D-4.1 - Intensity Duration Curve Data · Plate D-5.2 – Runoff Coefficient Curves- Soil Type B · Plate D-5.3 – Runoff Coefficient Curves- Soil Type C · Plate D-6.1 – Velocity –Discharge Relationship: Natural Valley · Plate D-6.3 – Velocity –Discharge Relationship: Natural Mountain · Plate D-7.6 – Velocity –Discharge Relationship: 36’ Roadway Project Location Soil Type B Tc=12.0 min Initial Subarea 1A: L=1000', H= 69', K=Single Family - 1/2 acre lot (40%) Development, Tc= 12.0 minTc=11.5min Initial Subarea 6B: L=706', H= 31', K=Single Family - 1/2 acre lot (40%), Tc= 11.5 min Tc=13.0min Initial Subarea 11C: L=649', H= 6.5', K=Single Family - 1/4 acre lot (50%), Tc= 13.0 min Initial Subarea 14E: L=1000', H= 13.0', K=Condo (65%), Tc= 13.5 min Tc=13.5min Tc=12.3min Initial Subarea 13D: L=958', H= 18.5', K=Condo (65%), Tc= 12.3 min 2A & 7B 3A & 8B 4A, 5A 11C 100yr STORM EVENT EXISTING 1A & 6B &13D 9B 10AB 12C & 15E 14E 1A, 6B, 13D 2A 3A 4A, 8B 5A , 9B 7B 10AB 11C 14E 10yr STORM EVENT EXISTING 12C, 15E 2A & 7B 3A & 8B 4A, 5A 11C 100yr STORM EVENT PROPOSED 1A & 6B &13D 9B & 10AB 12C & 15E 14E 13AD 1A, 6B, 13D 2A 3A 4A, 8B 5A , 9B 7B 10AB, 13AD 11C 14E 10yr STORM EVENT EXISTING 12C, 15E 3. 1 5 C=0.765 1A & 6B &13D 2. 6 0 C=0.742 2A & 7B 2. 3 8 C=0.765 @28% C=0.672 @55% C=0.620 @17% 3A & 8B 2. 2 6 C=0.758 4A & 5A C=0.730 2. 1 5 C=0.601 @24% C=0.708 @39% C=0.75 @37% 9B C=0.591 2. 0 6 C=0.870 10AB 3. 0 1 C=0.787 C=0.775 2. 6 9 11C 12C C=0.821 C=0.815 2. 8 9 12C & 15E 14E C=0.810 100yr STORM EVENT EXISTING 3. 1 5 1A & 6B &13D 2. 6 0 C=0.800 2A & 7B 2. 3 8 C=0.750 @55% C=0.810 @28% C=0.720 @17% 3A & 8B 2. 2 6 C=0.809 4A & 5A C=0.814 C=0.792 2. 1 5 C=0.701 @24% C=0.785 @39% C=0.805 C=0.695 2. 0 6 C=0.888 9B 10AB 3. 0 1 C=0.829 2. 6 9 12C & 15E 11C C=0.855 2. 8 9 C=0.848 14E 100yr STORM EVENT EXISTING 1A & 6B & 13D 1. 7 6 2A 1. 6 1 3A 1. 5 3 C=0.712 4A & 8B 1. 3 9 C=0.520 @24% C=0.708 @37% 1. 4 6 5A &9B 1. 7 1 1. 8 2 7B C=0.718 C=0.746 2. 0 4 12C & 15E 11C 10yr STORM EVENT EXISTING 2. 1 3 C=0.693 C=0.542 @17% C=0.610 @55% C=0.720 @28% C=0.708 C=0.689 C=0.674 C=0.668 @39% C=0.510 @73% C=0.860 @27% 10AB C=0.731 C=0.796 14E C=0.790 1. 9 6 C=0.783 2. 1 3 1A & 6B & 13D 2. 6 0 2A 1. 6 1 1. 5 3 4A & 8B C=0.784 2. 1 5 C=0.630 @24% C=0.744 @39% 1. 4 6 5A & 9B 1. 7 1 2. 6 9 7B 2. 8 9 10yr STORM EVENT EXISTING 1. 7 6 C=0.763 C=0.651 @17% C=0.699 @55% C=0.776 @28% 3A C=0.771 C=0.767 C=0.761 C=0.750 C=0.767 @ 37% 1. 3 9 C=0.622 @73% C=0.878 @27% 10AB C=0.800 2. 0 4 11C 12C & C=0.791 C=0.833 14E 1. 9 6 C=0.828 1. 8 2 3. 1 5 C=0.765 1A & 6B &13D 2. 6 0 C=0.742 2A & 7B 2. 3 8 C=0.765 @28% C=0.672 @55% C=0.620 @17% 3A & 8B 2. 2 6 C=0.758 4A & 5A C=0.730 2. 1 5 C=0.601 @24% C=0.708 @39% C=0.75 @37% 9B & 10AB C=0.601@ 64% 2. 0 6 C=0.870 3. 0 1 C=0.787 C=0.775 2. 6 9 11C C=0.821 C=0.815 2. 8 9 12C & 15E 13AD C=0.810 100yr STORM EVENT PROPOSED C=0.870 @ 36% 14E C=0.591 3. 1 5 1A & 6B &13D 2. 6 0 C=0.800 2A & 7B 2. 3 8 C=0.750 @55% C=0.810 @28% C=0.720 @17% 3A & 8B 2. 2 6 C=0.809 4A & 5A C=0.814 C=0.792 2. 1 5 C=0.701 @24% C=0.785 @39% C=0.805 C=0.701 @64% C=0.888 9B & 10AB 3. 0 1 C=0.829 2. 6 9 12C & 15E 11C C=0.855 2. 8 9 C=0.848 14E 100yr STORM EVENT PROPOSED C=0.888 @ 36% 1A & 6B & 13D 1. 7 6 2A 1. 6 1 3A 1. 5 3 C=0.712 4A & 8B 1. 3 9 C=0.520 @24% C=0.708 @37% 1. 4 6 5A &9B 1. 7 1 1. 8 2 7B C=0.718 C=0.746 2. 0 4 12C & 15E 11C 10yr STORM EVENT PROPOSED 2. 1 3 C=0.693 C=0.542 @17% C=0.610 @55% C=0.720 @28% C=0.708 C=0.689 C=0.674 C=0.668 @39% C=0.510 @73% C=0.860 @27% 10AB & 13AD C=0.731 C=0.796 14E C=0.790 1. 9 6 C=0.783 2. 1 3 1A & 6B & 13D 2A 1. 6 1 1. 5 3 4A & 8B C=0.784 C=0.630 @24% C=0.744 @39% 1. 4 6 5A & 9B 1. 7 1 7B 10yr STORM EVENT PROPOSED 1. 7 6 C=0.763 C=0.651 @17% C=0.699 @55% C=0.776 @28% 3A C=0.771 C=0.767 C=0.761 C=0.750 C=0.767 @ 37% 1. 3 9 C=0.622 @73% C=0.878 @27% 10AB C=0.800 2. 0 4 11C 12C & C=0.791 C=0.833 14E 1. 9 6 C=0.828 1. 8 2 5.1 ft/s 10 A B 395.77 9.5 ft/s 12 C 77.11 6.2 ft/s 13 D 21.68-21.50 100 yr STORM EVENT EXISTING 4.6 ft/s 10 A B 246.11 7.9 ft/s 12 C 49.97 5.5 ft/s 13 D 14.25-14.13 10 yr STORM EVENT EXISTING 2.5 ft/s 6B 19 . 4 100 yr STORM EVENT EXISTING 2.20 ft/s 6B 12 . 5 0 10 yr STORM EVENT EXISTING 3.40 ft/s LOCAL Street Typical: San Pasquale RD, Del Ray RD, Rycrest Dr. 6.5 ft/s 4.15 ft/s 100 YR EXISTING 1A 7B 11 C 21 . 9 6 51 . 2 1 11 . 5 4 5.2 ft/s 14 E 13 . 6 0 3.10 ft/s LOCAL Street Typical: San Pasquale RD, Del Ray RD, Rycrest Dr. 5.7 ft/s 3.75 ft/s 10 YR EXISTING 7B 11 C 32 . 0 2 7. 4 6 13 . 9 7 1A 14 E 8. 9 5 4.85 ft/s Appendix F: Record Storm Drain Plan PW 97-07 Appendix G : Mass Grading Plans CITY OF TEMECULA TWO WORKING DAYS BEFORE YOU DIG UNDERGROUND SERVICE ALERT 1-800-422-4133CALL TOLL FREE LD20 - 4750 Solana Senior Assisted Living Parcel Map 13275 Mass Grading Plans 7TH PC SUBMITTAL 11-19-2021 CITY OF TEMECULA PARCEL MAP 13275 SOLANA SENIOR ASSISTED LIVING MASS GRADING PLAN Title Sheet 1 Area of Disturbance CONSTRUCTION NOTES : INSTALL SLOPED GEO-GRID RETAINING WALL PER SEPARATE PLAN & PERMIT. INSTALL 18" HDPE STORM DRAIN PIPE (ADS N-12 DUAL WALL OR APPROVED EQUAL). TRENCH DETAIL PER CITY OF TEMECULA STD. NO. 407. 2' MIN. COVER. INSTALL 12" HDPE STORM DRAIN PIPE (ADS N-12 DUAL WALL OR APPROVED EQUAL). TRENCH DETAIL PER CITY OF TEMECULA STD. NO. 407. 2' MIN. COVER. INSTALL HDPE 45° BEND (ADS OR APPROVED EQUAL). INSTALL HDPE TEE (ADS OR APPROVED EQUAL). SIZE AS SHOWN. INSTALL 30" DRAIN BASIN WITH SOLID COVER (NYLOPLAST OR APPROVED EQUAL). INSTALL TEMPORARY SEDIMENT BASIN PER CASQA SE-2. INSTALL RISER PER CASQA SE-2. INSTALL 48" WET WELL & PUMP WITH TRAFFIC RATED COVER. SEE PLUMBING PLANS FOR FURTHER DETAIL. STORM DRAIN MANHOLE PER STORM DRAIN PLAN, SEE SHEET 7. 78" RGRCP STORM DRAIN PIPE PER STORM DRAIN PLAN, SEE SHEET 7. STORM DRAIN INLET STRUCTURE PER STORM DRAIN PLAN, SEE SHEET 7. INSTALL 4" HDPE STORM DRAIN PIPE ( ADS N-12 DUAL WALL OR APPROVED EQUAL.) TRENCH DETAIL PER CITY OF TEMECULA STD NO 407. 2' MIN COVER. INSTALL STABILIZED CONSTRUCTION ENTRANCE (TC1). INSTALL PERIMETER PROTECTION WITH FIBER ROLLS (SE5) OR SILT FENCE (SE1). INSTALL TEMPORARY GRAVEL BAG DAM PER DETAIL "C" ON SHEET 8. AMENDED SOIL AND MULCH PER FACT SHEET SD-F. For Review 11/19/2021 2:17:47 PM ’ “” “” “ ” ’ ’ ’ ’ ’ “” “” “” “” “ ” CITY OF TEMECULA TWO WORKING DAYS BEFORE YOU DIG UNDERGROUND SERVICE ALERT 1-800-422-4133CALL TOLL FREE LD20 - 4750 Solana Senior Assisted Living Parcel Map 13275 Mass Grading Plans 7TH PC SUBMITTAL 11-19-2021 Notes: General, Grading, & Erosion Control 2For Review 11/19/2021 2:17:47 PM CITY OF TEMECULA TWO WORKING DAYS BEFORE YOU DIG UNDERGROUND SERVICE ALERT 1-800-422-4133CALL TOLL FREE LD20 - 4750 Solana Senior Assisted Living Parcel Map 13275 Mass Grading Plans 7TH PC SUBMITTAL 11-19-2021 Existing Conditions 3For Review 11/19/2021 2:17:47 PM LEGEND: EXISTING MAJOR CONTOUR PROPERTY LINE PROPOSED 72" STORM DRAIN EXISTING MINOR CONTOUR CDFW BOUNDARY/ JURISDICTIONAL AREA USACE BOUNDARY/ JURISDICTIONAL AREA GRADE BREAK PROPOSED FLOW LINE Grading Plan 4 CITY OF TEMECULA TWO WORKING DAYS BEFORE YOU DIG UNDERGROUND SERVICE ALERT 1-800-422-4133CALL TOLL FREE LD20 - 4750 Solana Senior Assisted Living Parcel Map 13275 Mass Grading Plans 7TH PC SUBMITTAL 11-19-2021 PROPOSED MAJOR CONTOUR PROPOSED MINOR CONTOUR CONSTRUCTION NOTES : INSTALL SLOPED GEO-GRID RETAINING WALL PER SEPARATE PLAN & PERMIT. INSTALL 18" HDPE STORM DRAIN PIPE (ADS N-12 DUAL WALL OR APPROVED EQUAL). TRENCH DETAIL PER CITY OF TEMECULA STD. NO. 407. 2' MIN. COVER. INSTALL 12" HDPE STORM DRAIN PIPE (ADS N-12 DUAL WALL OR APPROVED EQUAL). TRENCH DETAIL PER CITY OF TEMECULA STD. NO. 407. 2' MIN. COVER. INSTALL HDPE 45° BEND (ADS OR APPROVED EQUAL). INSTALL HDPE TEE (ADS OR APPROVED EQUAL). SIZE AS SHOWN. INSTALL 30" DRAIN BASIN WITH SOLID COVER (NYLOPLAST OR APPROVED EQUAL). INSTALL TEMPORARY SEDIMENT BASIN PER CASQA SE-2. INSTALL RISER PER CASQA SE-2, SEE SHEET 5 DETAIL A. INSTALL 48" WET WELL & PUMP WITH TRAFFIC RATED COVER. SEE PLUMBING PLANS FOR FURTHER DETAIL. STORM DRAIN MANHOLE PER STORM DRAIN PLAN, SEE SHEET 7. 78" RGRCP STORM DRAIN PIPE PER STORM DRAIN PLAN, SEE SHEET 7. STORM DRAIN INLET STRUCTURE PER STORM DRAIN PLAN, SEE SHEET 7. INSTALL 1/2" TO 1-1/2" WASHED GRAVEL AT TOE OF WALL. INSTALL ARMORED SLOPE PROTECTION , SEE SHEET 7- HEAD WALL DETAIL FOR ADDITIONAL INFORMATION. INSTALL SAFETY RAILING ABOVE VERDURA WALL AND ALONG STEEP SLOPES ADJACENT TO OPEN SPACE, SEE LANDSCAPE PLANS FOR DETAIL AND SPECS. INSTALL 4" HDPE STORM DRAIN PIPE ( ADS N-12 DUAL WALL OR APPROVED EQUAL.) TRENCH DETAIL PER CITY OF TEMECULA STD NO 407. 2' MIN COVER. DAYLIGHT LINE CUT/FILL LINE BUILDING PAD LINE EXISTING INUNDATION LIMIT/BOUNDARY PROPOSED INUNDATION LIMIT/BOUNDARY For Review 11/19/2021 2:17:47 PM CITY OF TEMECULA TWO WORKING DAYS BEFORE YOU DIG UNDERGROUND SERVICE ALERT 1-800-422-4133CALL TOLL FREE LD20 - 4750 Solana Senior Assisted Living Parcel Map 13275 Mass Grading Plans 7TH PC SUBMITTAL 11-19-2021 Sections 5 TEMPORARY SEDIMENTATION BASIN RISER DETAIL NO SCALEA For Review 11/19/2021 2:17:47 PM CITY OF TEMECULA TWO WORKING DAYS BEFORE YOU DIG UNDERGROUND SERVICE ALERT 1-800-422-4133CALL TOLL FREE LD20 - 4750 Solana Senior Assisted Living Parcel Map 13275 Mass Grading Plans 7TH PC SUBMITTAL 11-19-2021 Erosion Control 6For Review 11/19/2021 2:17:47 PM 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1718192021 UP 22 x 6 13/16" = 12'-6" W/D W/ D W/D W/D W/DW/D W/D W/D W/DW/D W/ D W/ D AL-2a 119 3/A11.2 AL-1a 129 1/A11.2 AL-1a 128 1/A11.2 AL-1a 127 1/A11.2 AL-1a 125 1/A11.2 AL-1a 123 1/A11.2 AL-1a 121 1/A11.2 AL-1a 118 1/A11.2 AL-1a 120 1/A11.2 AL-1a 122 1/A11.2 AL-1a 124 1/A11.2 AL-1a 126 1/A11.2 Activities Director 178Elev Mech 179 AL Med 175 AL HK 174 Elev Mech 172 AL Bistro 152 Corridor C120 Janitor 176 Elev 1 E1 Elev 2 E2 IDF-1 173 RR 177 Corridor C175 Corridor C170 Patio Patio Patio Patio Patio Patio Patio Patio Patio Patio Patio Patio Patio Stair 1 S1 p/ l 3 4 3 4 5 AL - 1 a 12 9 1/ A 1 1 . 2 AL - 1 a 12 8 1/ A 1 1 . 2 El e v M e c h 17 9 BO M 15 4 C Mo v e - i n C o o r d i n a t o r 15 4 D Co m m . R e l . D i r . Pa t i o Pa t i o Pa t i o p/l 1 2 1 2 ELEVATION PLAN Storm Drain Plan 7 CONSTRUCTION NOTES: CITY OF TEMECULA TWO WORKING DAYS BEFORE YOU DIG UNDERGROUND SERVICE ALERT 1-800-422-4133CALL TOLL FREE LD20 - 47507TH PC SUBMITTAL 11-19-2021 FROM STA: 10+00 TO 12+68.75 FROM STA: 12+68.75 TO 15+35.76 PA-19-0940 - Solana Senior Assisted Living P.M. No. 13275 - Merger No. LD20-0559 HEADWALL DETAIL STORM DRAIN CURVE DATA CURVE RADIUS LENGTH TANGENT DELTA 1 22.5 26.03 14.69'66.29° 2 45.00'70.98'45.30'90.38° 3 22.50'35.24'22.40'89.74° 4 22.50'17.02'8.94'43.35° STORM DRAIN LINE DATA LINE LENGTH Centerline Bearing 1 14.66 S82° 16' 43.18"E 2 157.11 S31° 26' 8.0"E 3 170.91 N58° 11' 0.76"E 4 35.91'N31° 33' 28.69"W 5 7.91 N11° 47' 26.03" E scale 1"=5' For Review 11/19/2021 2:17:47 PM Appendix H: Temporary Sedimentation Basin Design Sediment Basin SE-2 November 2009 California Stormwater BMP Handbook 1 of 18 Construction www.casqa.org Description and Purpose A sediment basin is a temporary basin formed by excavation or by constructing an embankment so that sediment-laden runoff is temporarily detained under quiescent conditions, allowing sediment to settle out before the runoff is discharged. Sediment basin design guidance presented in this fact sheet is intended to provide options, methods, and techniques to optimize temporary sediment basin performance and basin sediment removal. Basin design guidance provided in this fact sheet is not intended to guarantee basin effluent compliance with numeric discharge limits (numeric action levels or numeric effluent limits for turbidity). Compliance with discharge limits requires a thoughtful approach to comprehensive BMP planning, implementation, and maintenance. Therefore, optimally designed and maintained sediment basins should be used in conjunction with a comprehensive system of BMPs that includes: Diverting runoff from undisturbed areas away from the basin Erosion control practices to minimize disturbed areas on- site and to provide temporary stabilization and interim sediment controls (e.g., stockpile perimeter control, check dams, perimeter controls around individual lots) to reduce the basin’s influent sediment concentration. At some sites, sediment basin design enhancements may be required to adequately remove sediment. Traditional Categories EC Erosion Control SE Sediment Control ; TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Management Control WM Waste Management and Materials Pollution Control Legend: ; Primary Category : Secondary Category Targeted Constituents Sediment ; Nutrients Trash ; Metals Bacteria Oil and Grease Organics Potential Alternatives SE-3 Sediment Trap (for smaller areas) Sediment Basin SE-2 November 2009 California Stormwater BMP Handbook 2 of 18 Construction www.casqa.org (aka “physical”) enhancements such as alternative outlet configurations or flow deflection baffles increase detention time and other techniques such as outlet skimmers preferentially drain flows with lower sediment concentrations. These “physical” enhancement techniques are described in this fact sheet. To further enhance sediment removal particularly at sites with fine soils or turbidity sensitive receiving waters, some projects may need to consider implementing Active Treatment Systems (ATS) whereby coagulants and flocculants are used to enhance settling and removal of suspended sediments. Guidance on implementing ATS is provided in SE-11. Suitable Applications Sediment basins may be suitable for use on larger projects with sufficient space for constructing the basin. Sediment basins should be considered for use: Where sediment-laden water may enter the drainage system or watercourses On construction projects with disturbed areas during the rainy season At the outlet of disturbed watersheds between 5 acres and 75 acres and evaluated on a site by site basis Where post construction detention basins are required In association with dikes, temporary channels, and pipes used to convey runoff from disturbed areas Limitations Sediment basins must be installed only within the property limits and where failure of the structure will not result in loss of life, damage to homes or buildings, or interruption of use or service of public roads or utilities. In addition, sediment basins are attractive to children and can be very dangerous. Local ordinances regarding health and safety must be adhered to. If fencing of the basin is required, the type of fence and its location should be shown in the SWPPP and in the construction specifications. As a general guideline, sediment basins are suitable for drainage areas of 5 acres or more, but not appropriate for drainage areas greater than 75 acres. However, the tributary area should be evaluated on a site by site basis. Sediment basins may become an “attractive nuisance” and care must be taken to adhere to all safety practices. If safety is a concern, basin may require protective fencing. Sediment basins designed according to this fact sheet are only effective in removing sediment down to about the silt size fraction. Sediment-laden runoff with smaller size fractions (fine silt and clay) may not be adequately treated unless chemical (or other appropriate method) treatment is used in addition to the sediment basin. Basins with a height of 25 ft or more or an impounding capacity of 50 ac-ft or more must obtain approval from California Department of Water Resources Division of Safety of Dams (http://www.water.ca.gov/damsafety/). Sediment Basin SE-2 November 2009 California Stormwater BMP Handbook 3 of 18 Construction www.casqa.org Water that stands in sediment basins longer than 96 hours may become a source of mosquitoes (and midges), particularly along perimeter edges, in shallow zones, in scour or below-grade pools, around inlet pipes, along low-flow channels, and among protected habitats created by emergent or floating vegetation (e.g. cattails, water hyacinth), algal mats, riprap, etc. Basins require large surface areas to permit settling of sediment. Size may be limited by the available area. Implementation General A sediment basin is a controlled stormwater release structure formed by excavation or by construction of an embankment of compacted soil across a drainage way, or other suitable location. It is intended to trap sediment before it leaves the construction site. The basin is a temporary measure expected to be used during active construction in most cases and is to be maintained until the site area is permanently protected against erosion or a permanent detention basin is constructed. Sediment basins are suitable for nearly all types of construction projects. Whenever possible, construct the sediment basins before clearing and grading work begins. Basins should be located at the stormwater outlet from the site but not in any natural or undisturbed stream. A typical application would include temporary dikes, pipes, and/or channels to convey runoff to the basin inlet. Many development projects in California are required by local ordinances to provide a stormwater detention basin for post-construction flood control, desilting, or stormwater pollution control. A temporary sediment basin may be constructed by rough grading the post- construction control basins early in the project. Sediment basins if properly designed and maintained can trap a significant amount of the sediment that flows into them. However, traditional basins do not remove all inflowing sediment. Therefore, they should be used in conjunction with erosion control practices such as temporary seeding, mulching, diversion dikes, etc., to reduce the amount of sediment flowing into the basin. Planning To improve the effectiveness of the basin, it should be located to intercept runoff from the largest possible amount of disturbed area. Locations best suited for a sediment basin are generally in lower elevation areas of the site (or basin tributary area) where site drainage would not require significant diversion or other means to direct water to the basin but outside jurisdictional waterways. However, as necessary, drainage into the basin can be improved by the use of earth dikes and drainage swales (see BMP EC-9). . The basin should not be located where its failure would result in the loss of life or interruption of the use or service of public utilities or roads. Construct before clearing and grading work begins when feasible. Do not locate the basin in a jurisdictional stream. Sediment Basin SE-2 November 2009 California Stormwater BMP Handbook 4 of 18 Construction www.casqa.org Basin sites should be located where failure of the structure will not cause loss of life, damage to homes or buildings, or interruption of use or service of public roads or utilities. Basins with a height of 25 ft or more or an impounding capacity of 50 ac-ft must obtain approval from the Division of Dam Safety. Local dam safety requirements may be more stringent. Limit the contributing area to the sediment basin to only the runoff from the disturbed soil areas. Use temporary concentrated flow conveyance controls to divert runoff from undisturbed areas away from the sediment basin. The basin should be located: (1) by excavating a suitable area or where a low embankment can be constructed across a swale, (2) where post-construction (permanent) detention basins will be constructed, and (3) where the basins can be maintained on a year-round basis to provide access for maintenance, including sediment removal and sediment stockpiling in a protected area, and to maintain the basin to provide the required capacity. Design When designing a sediment basin, designers should evaluate the site constraints that could affect the efficiency of the BMP. Some of these constraints include: the relationship between basin capacity, anticipated sediment load, and freeboard, available footprint for the basin, maintenance frequency and access, and hydraulic capacity and efficiency of the temporary outlet infrastructure. Sediment basins should be designed to maximize sediment removal and to consider sediment load retained by the basin as it affects basin performance. Three Basin Design Options (Part A) are presented below along with a Typical Sediment/Detention Basin Design Methodology (Part B). Regardless of the design option that is selected, designers also need to evaluate the sediment basin capacity with respect to sediment accumulation (See “Step 3. Evaluate the Capacity of the Sediment Basin”), and should incorporate approaches identified in “Step 4. Other Design Considerations” to enhance basin performance. A) Basin Design Options: Option 1: Design sediment basin(s) using the standard equation: s s V QA2.1= (Eq. 1) Where: As = Minimum surface area for trapping soil particles of a certain size Vs = Settling velocity of the design particle size chosen (Vs = 0.00028 ft/s for a design particle size of 0.01 mm at 68°F) 1.2 = Factor of safety recommended by USEPA to account for the reduction in basin efficiency caused due to turbulence and other non ideal conditions. Sediment Basin SE-2 November 2009 California Stormwater BMP Handbook 5 of 18 Construction www.casqa.org CIAQ= (Eq.2) Where Q = Discharge rate measured in cubic feet per second C = Runoff coefficient (unitless) I = Peak rainfall intensity for the 10-year, 6-hour rain event (in/hr) A = Area draining into the sediment basin in acres The design particle size should be the smallest soil grain size determined by wet sieve analysis, or the fine silt sized (0.01 mm [or 0.0004 in.]) particle, and the Vs used should be 100 percent of the calculated settling velocity. This sizing basin method is dependent on the outlet structure design or the total basin length with an appropriate outlet. If the designer chooses to utilize the outlet structure to control the flow duration in the basin, the basin length (distance between the inlet and the outlet) should be a minimum of twice the basin width; the depth should not be less than 3 ft nor greater than 5 ft for safety reasons and for maximum efficiency (2 ft of sediment storage, 2 ft of capacity). If the designer chooses to utilize the basin length (with appropriate basin outlet) to control the flow duration in the basin, the basin length (distance between the inlet and the outlet) should be a specifically designed to capture 100% of the design particle size; the depth should not be less than 3 ft nor greater than 5 ft for safety reasons and for maximum efficiency (2 ft of sediment storage, 2 ft of capacity). The basin should be located on the site where it can be maintained on a year-round basis and should be maintained on a schedule to retain the 2 ft of capacity. Basin # Area (SF) Area (AC) I (in/hr) C Q(cfs) Vs (ft/s) Area Required(SF) 1 106902 2.45 0.426 0.28 0.29 0.00028 1255 2 31315 0.72 0.426 0.28 0.09 0.00028 367 Temporary Sediment Basin Sizing (Per CASQA SE-2) 9/8/2020 Precipitation Freq uency Data Server https://hdsc.nws.noaa.g ov/hdsc/pfds/pfds_printpag e.html?lat=33.5165&lon=-117.1482&data=intensity&units=eng lish&series=pds 1/4 NOAA Atla s 14, Volume 6, Ve rsion 2 Loca tion na me : Te me cula , Ca lifornia , USA* La titude : 33.5165°, Longitude : -117.1482° Ele va tion: 1077.71 ft** * source: ESRI M aps ** source : USGS POI NT PRECIP I TATION FREQUENCY ES TIMATES San j a Peri ca, Sarah Di etz, Sarah Hei m , Li l l i an Hi ner, Kazungu M ai tari a , Debora h M arti n, Sa ndra Pavl ovi c, Ish ani Roy, Carl T rypal u k, Dal e Unruh , Feng l i n Yan , M i chael Yekta, Ta n Zhao , Ge offrey Bonni n , Dani el Bre wer, Li -Chuan Che n, Tye Parzybo k, John Yarchoan NOAA, Nati o nal We ather Servi ce, Si l ver Spri ng , M aryl and PF_tabular | PF_graphic al | Maps _&_aerials PF tabular PDS-based point precipitation frequency estimates w ith 90% confidence intervals (in inches/hour)1 Dura tion Ave ra ge re curre nce inte rva l (ye a rs) 1 2 5 10 25 50 100 200 500 1000 5-min 1.42 (1.19‑1.70) 1.85 (1.55‑2.23) 2.46 (2.05‑2.96) 2.98 (2.47‑3.62) 3.72 (2.98‑4.69) 4.32 (3.38‑5.58) 4.96 (3.78‑6.56) 5.64 (4.18‑7.70) 6.62 (4.69‑9.46) 7.43 (5.06‑11.0) 10-min 1.01 (0.852‑1.22) 1.33 (1.12‑1.60) 1.76 (1.48‑2.13) 2.13 (1.77‑2.60) 2.66 (2.13‑3.37) 3.10 (2.42‑4.00) 3.55 (2.71‑4.71) 4.04 (2.99‑5.53) 4.75 (3.36‑6.77) 5.32 (3.63‑7.87) 15-min 0.820 (0.688‑0.984) 1.07 (0.896‑1.29) 1.42 (1.19‑1.72) 1.72 (1.42‑2.10) 2.15 (1.72‑2.71) 2.50 (1.95‑3.22) 2.86 (2.18‑3.80) 3.26 (2.41‑4.45) 3.83 (2.71‑5.46) 4.29 (2.93‑6.35) 30-min 0.628 (0.528‑0.756) 0.822 (0.690‑0.990) 1.09 (0.912‑1.32) 1.32 (1.09‑1.61) 1.65 (1.32‑2.08) 1.92 (1.50‑2.47) 2.20 (1.68‑2.91) 2.50 (1.85‑3.42) 2.94 (2.08‑4.19) 3.29 (2.25‑4.87) 60-min 0.487 (0.409‑0.586) 0.638 (0.535‑0.768) 0.846 (0.708‑1.02) 1.02 (0.849‑1.25) 1.28 (1.02‑1.62) 1.49 (1.16‑1.92) 1.71 (1.30‑2.26) 1.94 (1.44‑2.65) 2.28 (1.62‑3.25) 2.56 (1.75‑3.78) 2-hr 0.350 (0.294‑0.420) 0.458 (0.384‑0.552) 0.606 (0.507‑0.732) 0.730 (0.604‑0.889) 0.902 (0.722‑1.14) 1.04 (0.813‑1.34) 1.18 (0.900‑1.57) 1.33 (0.986‑1.82) 1.54 (1.09‑2.20) 1.71 (1.17‑2.53) 3-hr 0.283 (0.238‑0.341) 0.372 (0.312‑0.448) 0.491 (0.411‑0.593) 0.589 (0.489‑0.718) 0.726 (0.581‑0.917) 0.833 (0.652‑1.08) 0.944 (0.720‑1.25) 1.06 (0.785‑1.45) 1.22 (0.864‑1.74) 1.35 (0.920‑1.99) 6-hr 0.205 (0.172‑0.246) 0.270 (0.226‑0.325) 0.355 (0.297‑0.429) 0.426 (0.353‑0.519) 0.523 (0.418‑0.660) 0.598 (0.468‑0.772) 0.675 (0.514‑0.894) 0.755 (0.558‑1.03) 0.864 (0.611‑1.23) 0.949 (0.648‑1.40) 12-hr 0.137 (0.115‑0.164) 0.180 (0.151‑0.216) 0.237 (0.198‑0.286) 0.283 (0.235‑0.345) 0.347 (0.277‑0.438) 0.396 (0.310‑0.511) 0.446 (0.340‑0.591) 0.498 (0.368‑0.680) 0.568 (0.402‑0.811) 0.623 (0.425‑0.922) 24-hr 0.088 (0.078‑0.102) 0.117 (0.103‑0.135) 0.155 (0.136‑0.179) 0.186 (0.163‑0.217) 0.229 (0.194‑0.276) 0.262 (0.217‑0.322) 0.296 (0.240‑0.373) 0.331 (0.261‑0.428) 0.379 (0.288‑0.511) 0.417 (0.306‑0.580) 2-da y 0.051 (0.045‑0.059) 0.069 (0.061‑0.080) 0.094 (0.083‑0.109) 0.115 (0.100‑0.134) 0.145 (0.123‑0.175) 0.169 (0.140‑0.208) 0.194 (0.157‑0.245) 0.221 (0.175‑0.286) 0.259 (0.197‑0.349) 0.290 (0.213‑0.404) 3-da y 0.035 (0.031‑0.041) 0.048 (0.043‑0.056) 0.067 (0.059‑0.078) 0.083 (0.073‑0.097) 0.107 (0.091‑0.129) 0.127 (0.105‑0.156) 0.148 (0.120‑0.186) 0.171 (0.135‑0.221) 0.204 (0.155‑0.274) 0.232 (0.170‑0.322) 4-da y 0.029 (0.025‑0.033) 0.040 (0.035‑0.046) 0.056 (0.049‑0.065) 0.070 (0.061‑0.082) 0.090 (0.077‑0.109) 0.108 (0.089‑0.133) 0.126 (0.102‑0.159) 0.147 (0.116‑0.190) 0.178 (0.135‑0.239) 0.203 (0.149‑0.283) 7-da y 0.019 (0.017‑0.022) 0.027 (0.024‑0.031) 0.038 (0.033‑0.044) 0.047 (0.041‑0.055) 0.062 (0.052‑0.075) 0.074 (0.061‑0.091) 0.087 (0.071‑0.110) 0.102 (0.081‑0.132) 0.124 (0.094‑0.167) 0.143 (0.105‑0.199) 10-da y 0.015 (0.013‑0.017) 0.020 (0.018‑0.024) 0.029 (0.025‑0.033) 0.036 (0.032‑0.043) 0.048 (0.040‑0.057) 0.057 (0.047‑0.070) 0.067 (0.055‑0.085) 0.079 (0.062‑0.102) 0.096 (0.073‑0.129) 0.111 (0.081‑0.154) 20-da y 0.009 (0.008‑0.010) 0.013 (0.011‑0.015) 0.019 (0.016‑0.022) 0.024 (0.021‑0.028) 0.031 (0.026‑0.038) 0.037 (0.031‑0.046) 0.044 (0.036‑0.056) 0.052 (0.041‑0.067) 0.064 (0.048‑0.086) 0.073 (0.054‑0.102) 30-da y 0.007 (0.006‑0.008) 0.010 (0.009‑0.012) 0.015 (0.013‑0.017) 0.019 (0.017‑0.022) 0.025 (0.021‑0.031) 0.030 (0.025‑0.038) 0.036 (0.029‑0.046) 0.042 (0.034‑0.055) 0.052 (0.039‑0.070) 0.060 (0.044‑0.083) 45-da y 0.006 (0.005‑0.007) 0.008 (0.007‑0.009) 0.012 (0.010‑0.014) 0.015 (0.013‑0.018) 0.020 (0.017‑0.024) 0.024 (0.020‑0.029) 0.028 (0.023‑0.036) 0.033 (0.026‑0.043) 0.041 (0.031‑0.055) 0.047 (0.034‑0.065) 60-da y 0.005 (0.004‑0.006) 0.007 (0.006‑0.008) 0.010 (0.009‑0.012) 0.013 (0.011‑0.015) 0.017 (0.015‑0.021) 0.021 (0.017‑0.026) 0.025 (0.020‑0.031) 0.029 (0.023‑0.037) 0.035 (0.026‑0.047) 0.040 (0.029‑0.056) 1 Prec ipitation f requenc y (PF) estimates in this table are bas ed on f requency analysis of partial duration s eries (PDS). Numbers in parenthes is are PF estimates at low er and upper bounds of the 90% conf idenc e interv al. The probability that precipitation f requency estimates (f or a given duration and average recurrence interv al) w ill be greater than the upper bound (or less than the low er bound) is 5%. Es timates at upper bounds are not c hecked agains t probable maximum precipitation (PMP) es timates and may be higher than c urrently valid PMP values . Pleas e ref er to NOAA A tlas 14 doc ument f or more inf ormation. Bac k to Top 9/8/2020 Precipitation Freq uency Data Server https://hdsc.nws.noaa.g ov/hdsc/pfds/pfds_printpag e.html?lat=33.5165&lon=-117.1482&data=intensity&units=eng lish&series=pds 2/4 PF graphical Bac k to Top Maps & ae rials Sma ll sca le te rra in 9/8/2020 Precipitation Freq uency Data Server https://hdsc.nws.noaa.g ov/hdsc/pfds/pfds_printpag e.html?lat=33.5165&lon=-117.1482&data=intensity&units=eng lish&series=pds 3/4 La rge sca le te rra in La rge sca l e ma p La rge sca l e a e ria l + – 3k m 2m i + – 100k m 60m i + – 100k m 60m i 9/8/2020 Precipitation Freq uency Data Server https://hdsc.nws.noaa.g ov/hdsc/pfds/pfds_printpag e.html?lat=33.5165&lon=-117.1482&data=intensity&units=eng lish&series=pds 4/4 Bac k to Top US Departm ent of Com m erce National Oceanic and Atm os pheric Adm inis tration National Weather Service National Water Center 1325 Eas t Wes t Highway Silver Spring, MD 20910 Ques tions ?: HDSC.Ques tions @noaa.gov Dis claim er + – 100k m 60m i 0.28 0.426