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Home My WebLink About6 - PLD Erosion Control CalcsEMS V74 0 • a'�;� ':: • l• � • S 'sus iil .• � sus IC Erosion Control Calculations For Triangle Quarry RDU Expansion Wake County, North Carolina Issued: July 23, 2021 Prepared for: Wake Stone Corporation PO Box 190 Knightdale NC 27545 Table of Contents Section Appendix A — Sediment Basin Calculations Appendix B — Sediment Basin Skimmer Sizing Calculations Appendix C Temporary Diversion Ditch/Slope Drain Calculations Appendix D — Calculations for Permanent Culverts under Berm Appendix E — Energy Dissipater Calculations Appendix A Sediment Basin Calculations SEDIMENT BASIN DESIGN DATA BASIN DA (Acres) C DESIGN STORM INTENSITY (%hr) TIMEOF CONCENTRATION (min) Q (cfs) REQUIRED SA (A REQUIRED VOLUME (co MIN L (ft) MIN W (ft) DEPTH IN PROVIDED SA (sf) PROVIDED VOLUME (6) SIDE SLOPES DAM HEIGHT (ft) DAM WIDTH (ft) EMERGENCY SPILLWAYWIDTH (ft) BARRELL DIAMETER (in) BARRELL LENGTH (ft) SKIMMER S1ZE (in) SKIMMER ORIFICE (in) DEWATERING TIME (days) TYPE 1 5.5 0.5 10-yr 7.22 S 19.86 6,453 9,900 120 60 2 7,114 12,882 2:1 4 5 20 n/a n./a 2.5 1.9 3 SKIMMER SEDIMENT BASIN 2 5.7 0.5 10-yr 7.22 S 20.58 6,688 10,260 120 60 2 7,114 12,882 2:1 4 5 20 n/a n./a 2.5 1.9 3 SKIMMER SEDIMENT BASIN 3 8.0 0.5 25-yr 8.19 S 32.76 10,647 14,400 155 70 2 10,764 19,874 2:1 4 5 13 n/a n./a 2.5 2.2 3 SKIMMER SEDIMENT BASIN 4 40.0 0.5 25/100 yr 8.19 S 163.80 71,253 72,000 SEE PLAN 2 72,685 137,511 2:1 S 18 85 36 60 5 4.3 3 RISER BASIN 5 0.8 0.5 10-yr 7.22 S 2.89 939 1,440 46 29 2 1,334 2,084 2:1 4 5 10 n/a n./a 1.5 0.8 3 SKIMMER SEDIMENT BASIN 6 1.3 0.5 10-yr 7.22 S 4.69 1,525 2,340 77 28 2 2,067 3,388 2:1 4 5 10 n/a n./a 1.5 1.0 3 SKIMMER SEDIMENT BASIN 7 1 1.7 1 0.5 1 10-yr 1 7.22 S 6.14 1,995 3,060 1 77 36 1 2 1 2,683 4,582 2:1 1 4 5 10 n/a I n./a 1.5 1.2 3 SKIMMER SEDIMENT BASIN Sediment Basin #4 — Riser Basin The following calculations were used to determine the riser and outlet barrel sizes, the emergency spillway length, and to ensure that l' of freeboard is maintained in the basin for the 100-year storm. Hydrograph software by Intelisolve was used to prepare the runoff, time of concentration and routing calculations. The hydrograph was routed through the riser basin using the design surface areas and outlet structures. The calculation for the 25 and 100 year storms are provided. Soil type = Georgeville (hydrological soil group type "B) Use CN=86 Anti -Flotation Calculations for Riser Water Displacement = Bouyant Force = Structure Weight 48" Riser Submerged Surface Area Height s ft (ft) 12.6 x 2.0 = 25.2 cf 25.2 cf x 62.4 pcf = 1,572.48 I bs Weight of Length Width Height Concrete ll (4.0) (4.0) (1.0) 150 = 2,400.0 Ibs M Pond Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 04 / 22 / 2021 Pond No. 1 - Basin #4 Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 267.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 267.00 64,880 0 0 1.00 268.00 68,762 66,805 66,805 2.00 269.00 72,683 70,706 137,511 3.00 270.00 76,275 74,464 211,976 5.00 272.00 84,350 160,541 372,517 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) = 36.00 4.30 0.00 0.00 Crest Len (ft) = 12.56 85.00 0.00 0.00 Span (in) = 36.00 4.30 0.00 0.00 Crest El. (ft) = 269.00 270.00 0.00 0.00 No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El. (ft) = 263.20 267.00 0.00 0.00 Weir Type = 1 Rect --- --- Length (ft) = 60.00 0.00 0.00 0.00 Multi -Stage = Yes No No No Slope (%) = 2.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Wet area) Multi -Stage = n/a Yes No No 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 0 267.00 0.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000 1.00 66,805 268.00 51.61 is 0.44 is --- --- 0.00 0.00 --- --- --- --- 0.440 2.00 137,511 269.00 51.61 is 0.66 is --- --- 0.00 0.00 --- --- --- --- 0.655 3.00 211,976 270.00 51.61 is 0.82 is --- --- 41.82 0.00 --- --- --- --- 42.64 5.00 372,517 272.00 90.62 is 0.22 is --- --- 90.39 s 800.59 --- --- --- --- 891.19 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 09 / 25 / 2020 Hyd. No. 1 Flow to Basin #4 Hydrograph type = SCS Runoff Peak discharge = 271.91 cfs Storm frequency = 25 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 728,778 cuft Drainage area = 40.000 ac Curve number = 86 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 12.03 min Total precip. = 6.48 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 280.00 240.00 160.00 120.00 :1 OIt 40.00 0.00 ' 1' 0 2 4 Hyd No. 1 6 8 Flow to Basin #4 Hyd. No. 1 -- 25 Year Q (cfs) 280.00 240.00 200.00 160.00 120.00 40.00 ' ' ' ' 1 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 09 / 25 / 2020 Hyd. No. 1 Flow to Basin #4 Hydrograph type = SCS Runoff Peak discharge = 348.80 cfs Storm frequency = 100 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 948,048 cuft Drainage area = 40.000 ac Curve number = 86 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 12.03 min Total precip. = 8.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 350.00 250.00 150.00 100.00 50.00 0.00 ' 1' 0 2 4 Hyd No. 1 6 8 Flow to Basin #4 Hyd. No. 1 -- 100 Year Q (cfs) 350.00 300.00 250.00 200.00 150.00 100.00 50.00 ' ' ' ' 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) TR55 Tc Worksheet Hyd. No. 1 Flow to Basin #4 Description Sheet Flow Manning's n-value Flow length (ft) Two-year 24-hr precip. (in) Land slope (%) Travel Time (min) Shallow Concentrated Flow Flow length (ft) Watercourse slope (%) Surface description Average velocity (ft/s) Travel Time (min) Channel Flow X sectional flow area (sqft) Wetted perimeter (ft) Channel slope (%) Manning's n-value Velocity (ft/s) Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 /1 = 0.011 = 250.0 = 3.60 = 1.00 = 3.14 = 950.00 = 6.00 = Unpaved =3.95 = 4.01 = 24.00 = 16.00 = 0.50 = 0.030 =4.61 B 0.011 0.0 0.00 0.00 + 0.00 0.00 0.00 Paved 0.00 + 0.00 0.00 0.00 0.00 0.015 C 0.011 0.0 0.00 0.00 + 0.00 0.00 0.00 Paved 0.00 + 0.00 0.00 0.00 0.00 0.015 0.00 Flow length (ft) ({0))1350.0 0.0 0.0 Travel Time (min) = 4.88 + 0.00 + 0.00 TotalTravel Time, Tc.............................................................................. Totals 3.14 = 4.01 = 4.88 12.03 min Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 04 / 22 / 2021 Hyd. No. 2 Basin #4 Routing Hydrograph type = Reservoir Peak discharge = 222.31 cfs Storm frequency = 25 yrs Time to peak = 12.07 hrs Time interval = 2 min Hyd. volume = 702,511 cuft Inflow hyd. No. = 1 - Flow to Basin #4 Max. Elevation = 270.65 ft Reservoir name = Basin #4 Max. Storage = 263,379 cuft Storage Indication method used. Q (cfs) 280.00 240.00 160.00 120.00 F. 11 40.00 0.00 0 2 4 Hyd No. 2 Basin #4 Routing Hyd. No. 2 -- 25 Year Q (cfs) 280.00 240.00 200.00 160.00 120.00 40.00 ' ' 0.00 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 1 Total storage used = 263,379 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 04 / 22 / 2021 Hyd. No. 2 Basin #4 Routing Hydrograph type = Reservoir Peak discharge = 314.90 cfs Storm frequency = 100 yrs Time to peak = 12.07 hrs Time interval = 2 min Hyd. volume = 921,627 cuft Inflow hyd. No. = 1 - Flow to Basin #4 Max. Elevation = 270.89 ft Reservoir name = Basin #4 Max. Storage = 282,621 cuft Storage Indication method used. Q (cfs) 350.00 250.00 150.00 100.00 50.00 Basin #4 Routing Hyd. No. 2 -- 100 Year Q (cfs) 350.00 300.00 250.00 200.00 150.00 100.00 50.00 0.00 ' 1 ' ' 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 2 Hyd No. 1 Total storage used = 282,621 cuft -�� x ! 1f rr, rfr~J ` I ' I/I'f II I/I'Jrj 1■` !1-t � `�� "l-$ -, ! 1 I ! II I r r f ` 1 , r ` J r. i�� .` _ - r I f I / J f r - I I 4\1 � L V �'_ ----. .-� f f r / r .- 1 r I r J I/ r IJI !// r/ r r -r . -__ ! I I, �r„ `'� f1 1 J y[ , K [n■ r I 1 !+ r - I - - , / / 111f.1 /I I//rI L r _ \\ / / 1\1 n 1 r - } [ ! / I J ffI Jj J ��-l- frfr ♦ [ J / 1 /// :�1 / f/�}� J li [ 1� E.i;iti'j \r / I f f-, " _ ! !/ I! 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FIRM LICENSE #F--0843 PRELIMINARY NOT FOR CONSTRUCTION d z J �0 CLF W �/ 1..`r r—IB L L U) V z III D 0 r_rj'� cy I„ I„ I � D []Lu J 2 < .a Ir ISSUED: PROGRESS REVISIONS: DRAWN BY: RPH CHECKED BY: RPH PROJECT: WSRDUQ SED BASIN DA MAP DWG. NO. DA.1 Appendix B Sediment Basin Skimmer Sizing Calculations i Estimate Volume of Basin Length Width Top of water surface in feet - Feet VOLUME 0 Cu. Ft. Bottom dimensions in feet Feet Depth in feet Feet &A-Sl,j -4-S Estimate Volume of Basin Length width Top of water surface in feet Feet VOLUME 0 Cu. Ft. Bottom dimensions in feet Feet Depth in feet Feet Estimate Volume of Basin Length Width Top of water surface in feet Feet VOLUME 0 Cu. Ft. Bottom dimensions in feet Feet Depth in feet Feet Estimate Volume of Basin Length Width Top of water surface in feet Feet VOLUME 0';Cu. Ft. Bottom dimensions in feet Feet Depth in feet Feet 64-511\1 =4-� Estimate Volume of Basin Length width Top of water surface in feet Feet VOLUME 0 Cu. Ft. Bottom dimensions in feet Feet Depth in feet Feet 154 'SIW /:tr-7 Estimate Volume of Basin Length Width Top of water surface in feet . � 5 � _ .. : Feet VOLUME � 0 Cu. Ft. Bottom dimensions in feet Feet Depth in feet Feet Appendix C Temporary Diversion Ditch/Slope Drain Calculations Diversion Ditch Sizing/Liner Calculations Diversion DRAINAGE AREA (AC) C Q (Cfs) Design Storm SLOPE (FT/FT) DEPTH (FT) SHEAR STRESS (PSF) ALLOWABLE SHEAR STRESS (PSF) LINER 1A 11.00 0.5 45.05 25-yr 0.005 (min/max) 1.92 0.60 1.45 Straw w/net 113 24.00 0.5 98.28 25-yr 0.005 (min/max) 2.14 0.67 1.45 Straw w/net 2 10.50 0.5 43.00 25-yr 0.005 (min.) 0.10 (max.) 1.87 1.24 0.58 7.74 1.45 7.80 Straw w/net Rip Rap (d50=21") 3 1.00 0.5 3.61 10-yr 0.04 (min/max) 0.36 0.90 1.45 Straw w/net 4 3.50 0.5 12.64 10-yr 0.005 (min.) 1.17 0.37 1.45 Straw w/net 5 0.80 0.5 2.89 10-yr 0.03 (min.) 0.08 (max.) 0.35 0.26 0.66 1.30 1.45 1.45 Straw w/net Straw w/net 6A 3.00 0.5 10.83 10-yr 0.005 (min.) 0.20 (max.) 1.09 0.43 0.34 5.37 1.45 6.00 Straw w/net Rip Rap (d50=18") 6B 6.00 0.5 21.66 10-yr 0.005 (min.) 0.06 (max.) 1.51 0.99 0.47 3.71 1.45 4.00 Straw w/net Rip Rap (d50=12") 7 1.10 0.5 3.97 10-yr 0.005 (min/max) 0.66 0.21 1.45 Straw w/net 8 0.70 0.5 2.53 10-yr 0.005 (min/max) 0.52 0.16 1.45 Straw w/net 9 0.60 0.5 2.17 10-yr 0.005 (min/max) 0.48 0.15 1.45 Straw w/net 10 0.60 0.5 2.17 10-yr 0.025 (min/max) 0.31 0.48 2.45 Straw w/net 11 0.60 0.5 2.17 10-yr 0.005 (min/max) 0.48 0.15 3.45 Straw w/net 12 1.60 0.5 5.78 10-yr 0.005 (min/max) 0.79 0.25 4.45 Straw w/net Note: Where Rip Rap is specified as a liner, North American Green C350 Permanent Liner (or approved equal) may be used as an alternative. SLOPE DRAIN SIZING CALCULATIONS Basin Slope Drain DA (AC) Q (CFS) DESIGN STORM REQUIRED AREA (SF) MINIMUM DIA (FT) MINIMUM DIA (INCHES) USE (INCHES) BASIN #1 5.5 19.86 10-YR 3.37 2.07 24.85 30 BASIN #2 5.7 20.58 10-YR 3.49 2.11 25.29 24 BASIN #3 FROM WEST 5.8 23.75 25-YR 4.03 2.26 27.17 30 BASIN #3 FROM EAST 1.1 4.50 25-YR 0.76 0.99 11.83 15 BASIN #4 WEST 10.5 43.00 25-YR 7.29 3.05 36.56 2@24 BASIN #4 NORTH 2.2 9.01 25-YR 1.53 1.39 16.74 18 BASIN #5 FROM SOUTH 0.1 0.36 10-YR 0.06 0.28 3.35 15 BASIN #5 FROM NORTH 0.1 0.36 10-YR 0.06 0.28 3.35 15 BASIN #6 FROM SOUTH 0.1 0.36 10-YR 0.06 0.28 3.35 15 BASIN #6 FROM NORTH 0.3 1.08 10-YR 0.18 0.48 5.80 15 BASIN #7 FROM SOUTH 0.5 1.81 10-YR 0.31 0.62 7.49 15 BASIN #7 FROM NORTH 0.7 2.53 10-YR 0.43 0.74 8.86 15 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Diversion 1A Trapezoidal Bottom Width (ft) = 3.00 Side Slopes (z:1) = 2.00, 2.00 Total Depth (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 0.50 N-Value = 0.033 Calculations Compute by: Known Q Known Q (cfs) = 45.00 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Wednesday, Apr 1 2020 = 1.92 = 45.00 = 13.13 = 3.43 = 11.59 = 1.41 = 10.68 = 2.10 Elev (ft) Section Depth (ft) 103.00 3.00 102.50 102.00 101.50 2.50 2.00 1.50 lie 101.00 1.00 100.50 0.50 100.00 00 rr) 0.00 0 50 2 4 6 8 Reach (ft) 10 12 14 16 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Diversion 1 B Trapezoidal Bottom Width (ft) = 7.00 Side Slopes (z:1) = 2.00, 2.00 Total Depth (ft) = 2.50 Invert Elev (ft) = 100.00 Slope (%) = 0.50 N-Value = 0.033 Calculations Compute by: Known Q Known Q (cfs) = 98.00 Elev (ft) Section 103.00 102.50 102.00 101.50 101.00 100.50 100.00 99.50 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Wednesday, Apr 1 2020 = 2.14 = 98.00 = 24.14 = 4.06 = 16.57 = 1.57 = 15.56 = 2.40 Depth (ft) 3.00 2.50 2.00 1.50 1.00 0.50 1 11 _n rn 2 4 6 8 10 12 14 16 18 20 22 VVV Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Westgern Diversion into Basin 4 Trapezoidal Bottom Width (ft) = 3.00 Side Slopes (z:1) = 2.00, 2.00 Total Depth (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 0.50 N-Value = 0.033 Calculations Compute by: Known Q Known Q (cfs) = 43.00 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Wednesday, Apr 1 2020 = 1.87 = 43.00 = 12.60 = 3.41 = 11.36 = 1.38 = 10.48 = 2.05 Elev (ft) Section Depth (ft) 103.00 3.00 102.50 102.00 101.50 2.50 2.00 1.50 101.00 1.00 100.50 0.50 100.00 00 rr) 0.00 0 50 2 4 6 8 Reach (ft) 10 12 14 16 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Diversion #2 @ Maximum Slope Trapezoidal Bottom Width (ft) = 4.00 Side Slopes (z:1) = 2.00, 2.00 Total Depth (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 10.00 N-Value = 0.078 Calculations Compute by: Known Q Known Q (cfs) = 43.00 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Wednesday, Sep 23 2020 = 1.24 = 43.00 = 8.04 = 5.35 = 9.55 = 1.24 = 8.96 = 1.69 Elev (ft) Section Depth (ft) 103.00 3.00 102.50 102.00 101.50 2.50 2.00 1.50 101.00 100.50 1.00 0.50 100.00 00 rr) 0.00 0 50 2 4 6 8 Reach (ft) 10 12 14 16 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Diversion #3 Trapezoidal Bottom Width (ft) = 2.00 Side Slopes (z:1) = 2.00, 2.00 Total Depth (ft) = 1.00 Invert Elev (ft) = 100.00 Slope (%) = 4.00 N-Value = 0.033 Calculations Compute by: Known Q Known Q (cfs) = 3.61 Elev (ft) 102.00 101.50 101.00 100.50 100.00 99.50 1 2 3 Section 4 Reach (ft) Tuesday, Jun 22 2021 Highlighted Depth (ft) = 0.36 Q (cfs) = 3.610 Area (sqft) = 0.98 Velocity (ft/s) = 3.69 Wetted Perim (ft) = 3.61 Crit Depth, Yc (ft) = 0.41 Top Width (ft) = 3.44 EGL (ft) = 0.57 5 6 7 Depth (ft) 2.00 1.50 1.00 0.50 L -0.50 8 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Diversion #4 @ Minimum Slope Trapezoidal Bottom Width (ft) = 2.00 Side Slopes (z:1) = 2.00, 2.00 Total Depth (ft) = 1.50 Invert Elev (ft) = 100.00 Slope (%) = 0.50 N-Value = 0.033 Calculations Compute by: Known Q Known Q (cfs) = 12.64 Elev (ft) Section 102.00 101.50 101.00 100.50 100.00 99.50 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) 1 2 3 4 5 6 Reach (ft) Tuesday, Jun 22 2021 = 1.17 = 12.64 = 5.08 = 2.49 = 7.23 = 0.82 = 6.68 = 1.27 Depth (ft) 2.00 1.50 1.00 0.50 _n Gn 7 8 9 10 v vV Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Diversion #5 @ Minimum Slope Trapezoidal Bottom Width (ft) = 2.00 Side Slopes (z:1) = 2.00, 2.00 Total Depth (ft) = 1.00 Invert Elev (ft) = 100.00 Slope (%) = 3.00 N-Value = 0.033 Calculations Compute by: Known Q Known Q (cfs) = 2.89 Elev (ft) 102.00 101.50 101.00 100.50 100.00 99.50 1 2 3 Section 4 Reach (ft) Tuesday, Jun 22 2021 Highlighted Depth (ft) = 0.35 Q (cfs) = 2.890 Area (sqft) = 0.94 Velocity (ft/s) = 3.06 Wetted Perim (ft) = 3.57 Crit Depth, Yc (ft) = 0.36 Top Width (ft) = 3.40 EGL (ft) = 0.50 5 6 7 Depth (ft) 2.00 1.50 1.00 0.50 L -0.50 8 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Diversion #5 @ Maximum Slope Trapezoidal Bottom Width (ft) = 2.00 Side Slopes (z:1) = 2.00, 2.00 Total Depth (ft) = 1.00 Invert Elev (ft) = 100.00 Slope (%) = 8.00 N-Value = 0.033 Calculations Compute by: Known Q Known Q (cfs) = 2.89 Elev (ft) 102.00 101.50 101.00 100.50 100.00 99.50 1 2 3 Section 4 Reach (ft) Tuesday, Jun 22 2021 Highlighted Depth (ft) = 0.26 Q (cfs) = 2.890 Area (sqft) = 0.66 Velocity (ft/s) = 4.41 Wetted Perim (ft) = 3.16 Crit Depth, Yc (ft) = 0.36 Top Width (ft) = 3.04 EGL (ft) = 0.56 5 6 7 Depth (ft) 2.00 1.50 1.00 0.50 L -0.50 8 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Diversion NA @ Minimum Slope Trapezoidal Bottom Width (ft) = 2.00 Side Slopes (z:1) = 2.00, 2.00 Total Depth (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 0.50 N-Value = 0.033 Calculations Compute by: Known Q Known Q (cfs) = 10.83 Elev (ft) Section 103.00 102.50 102.00 101.50 101.00 100.50 100.00 99.50 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Tuesday, Jun 22 2021 = 1.09 = 10.83 = 4.56 = 2.38 = 6.87 = 0.76 = 6.36 = 1.18 Depth (ft) 3.00 2.50 2.00 1.50 1.00 0.50 _n Gn 1 2 3 4 5 6 7 8 9 10 11 12 V VV Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Diversion NA @ Maximum Slope Trapezoidal Bottom Width (ft) = 5.00 Side Slopes (z:1) = 2.00, 2.00 Total Depth (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 20.00 N-Value = 0.078 Calculations Compute by: Known Q Known Q (cfs) = 10.83 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Tuesday, Jun 22 2021 = 0.43 = 10.83 = 2.52 = 4.30 = 6.92 = 0.50 = 6.72 = 0.72 Elev (ft) Section Depth (ft) 103.00 3.00 102.50 102.00 101.50 2.50 2.00 1.50 101.00 100.50 1.00 100.00 0.50 00 cm 0.00 0 50 2 4 6 8 10 Reach (ft) 12 14 16 18 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Diversion #613 @ Minimum Slope Trapezoidal Bottom Width (ft) = 2.00 Side Slopes (z:1) = 2.00, 2.00 Total Depth (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 0.50 N-Value = 0.033 Calculations Compute by: Known Q Known Q (cfs) = 21.66 Elev (ft) Section 103.00 102.50 102.00 101.50 101.00 100.50 100.00 99.50 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Tuesday, Jun 22 2021 = 1.51 = 21.66 = 7.58 = 2.86 = 8.75 = 1.09 = 8.04 = 1.64 Depth (ft) 3.00 2.50 2.00 1.50 1.00 0.50 _n Gn 1 2 3 4 5 6 7 8 9 10 11 12 V VV Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Diversion #613 @ Maximum Slope Trapezoidal Bottom Width (ft) = 4.00 Side Slopes (z:1) = 2.00, 2.00 Total Depth (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 6.00 N-Value = 0.078 Calculations Compute by: Known Q Known Q (cfs) = 21.66 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Tuesday, Jun 22 2021 = 0.99 = 21.66 = 5.92 = 3.66 = 8.43 = 0.84 = 7.96 = 1.20 Elev (ft) Section Depth (ft) 103.00 3.00 102.50 102.00 101.50 2.50 2.00 1.50 101.00 100.50 1.00 0.50 100.00 00510) 0.00 0 50 2 4 6 8 Reach (ft) 10 12 14 16 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Diversion #7 Trapezoidal Bottom Width (ft) = 2.00 Side Slopes (z:1) = 2.00, 2.00 Total Depth (ft) = 1.00 Invert Elev (ft) = 100.00 Slope (%) = 0.50 N-Value = 0.033 Calculations Compute by: Known Q Known Q (cfs) = 3.97 Elev (ft) 102.00 101.50 101.00 100.50 100.00 99.50 1 2 3 Section 4 Reach (ft) Wednesday, Sep 23 2020 Highlighted Depth (ft) = 0.66 Q (cfs) = 3.970 Area (sqft) = 2.19 Velocity (ft/s) = 1.81 Wetted Perim (ft) = 4.95 Crit Depth, Yc (ft) = 0.43 Top Width (ft) = 4.64 EGL (ft) = 0.71 5 6 7 Depth (ft) 2.00 1.50 1.00 0.50 L -0.50 8 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Diversion #8 Trapezoidal Bottom Width (ft) = 2.00 Side Slopes (z:1) = 2.00, 2.00 Total Depth (ft) = 1.00 Invert Elev (ft) = 100.00 Slope (%) = 0.50 N-Value = 0.033 Calculations Compute by: Known Q Known Q (cfs) = 2.53 Elev (ft) 102.00 101.50 101.00 100.50 100.00 99.50 1 2 3 Section 4 Reach (ft) Wednesday, Sep 23 2020 Highlighted Depth (ft) = 0.52 Q (cfs) = 2.530 Area (sqft) = 1.58 Velocity (ft/s) = 1.60 Wetted Perim (ft) = 4.33 Crit Depth, Yc (ft) = 0.33 Top Width (ft) = 4.08 EGL (ft) = 0.56 5 6 7 Depth (ft) 2.00 1.50 1.00 0.50 L -0.50 8 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Diversion #9 Trapezoidal Bottom Width (ft) = 2.00 Side Slopes (z:1) = 2.00, 2.00 Total Depth (ft) = 1.00 Invert Elev (ft) = 100.00 Slope (%) = 0.50 N-Value = 0.033 Calculations Compute by: Known Q Known Q (cfs) = 2.17 Elev (ft) 102.00 101.50 101.00 100.50 100.00 99.50 1 2 3 Section 4 Reach (ft) Wednesday, Sep 23 2020 Highlighted Depth (ft) = 0.48 Q (cfs) = 2.170 Area (sqft) = 1.42 Velocity (ft/s) = 1.53 Wetted Perim (ft) = 4.15 Crit Depth, Yc (ft) = 0.30 Top Width (ft) = 3.92 EGL (ft) = 0.52 5 6 7 Depth (ft) 2.00 1.50 1.00 0.50 L -0.50 8 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Diversion #10 Trapezoidal Bottom Width (ft) = 2.00 Side Slopes (z:1) = 2.00, 2.00 Total Depth (ft) = 1.00 Invert Elev (ft) = 100.00 Slope (%) = 2.50 N-Value = 0.033 Calculations Compute by: Known Q Known Q (cfs) = 2.17 Elev (ft) 102.00 101.50 101.00 100.50 100.00 99.50 1 2 3 Section 4 Reach (ft) Thursday, Mar 4 2021 Highlighted Depth (ft) = 0.31 Q (cfs) = 2.170 Area (sqft) = 0.81 Velocity (ft/s) = 2.67 Wetted Perim (ft) = 3.39 Crit Depth, Yc (ft) = 0.30 Top Width (ft) = 3.24 EGL (ft) = 0.42 5 6 7 Depth (ft) 2.00 1.50 1.00 0.50 L -0.50 8 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Diversion #11 Trapezoidal Bottom Width (ft) = 2.00 Side Slopes (z:1) = 2.00, 2.00 Total Depth (ft) = 1.00 Invert Elev (ft) = 100.00 Slope (%) = 0.50 N-Value = 0.033 Calculations Compute by: Known Q Known Q (cfs) = 2.17 Elev (ft) 102.00 101.50 101.00 100.50 100.00 99.50 1 2 3 Section 4 Reach (ft) Thursday, Mar 4 2021 Highlighted Depth (ft) = 0.48 Q (cfs) = 2.170 Area (sqft) = 1.42 Velocity (ft/s) = 1.53 Wetted Perim (ft) = 4.15 Crit Depth, Yc (ft) = 0.30 Top Width (ft) = 3.92 EGL (ft) = 0.52 5 6 7 Depth (ft) 2.00 1.50 1.00 0.50 L -0.50 8 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Diversion #12 Trapezoidal Bottom Width (ft) = 2.00 Side Slopes (z:1) = 2.00, 2.00 Total Depth (ft) = 1.00 Invert Elev (ft) = 100.00 Slope (%) = 0.50 N-Value = 0.033 Calculations Compute by: Known Q Known Q (cfs) = 5.70 Elev (ft) 102.00 101.50 101.00 100.50 100.00 99.50 1 2 3 Section 4 Reach (ft) Thursday, Mar 4 2021 Highlighted Depth (ft) = 0.79 Q (cfs) = 5.700 Area (sqft) = 2.83 Velocity (ft/s) = 2.02 Wetted Perim (ft) = 5.53 Crit Depth, Yc (ft) = 0.53 Top Width (ft) = 5.16 EGL (ft) = 0.85 5 6 7 Depth (ft) 2.00 1.50 1.00 0.50 L -0.50 8 Appendix D Calculations for Permanent Culverts Under Berm 55 I 5 1 l 1 ! I , J`rr �7 �• _ 1 r l 1 r I L r f !I -------------- II i I t ■ , i:3�vr%/,`'' I I r _'• _1 l .a as .1., 11 ,' t 11 Tt_- --_ ~ -- ♦,l` \\\ �+--` _ 1 `♦, I im L I If] X Ir IL L l 1�1 `, Jr Il . '• `1 ', y 1 11 I,, t I �= ijll + 1 I I ,1 r 1fr I(I I, L, 1, I • ` rrr-` L, L i t n _Ci + If I Ir'I! r ^ ~ W Ir\' I 7 ' I !f f ! 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No. DA.3 \\\ }\ !/i - ( ,;■ �/� Appendix E Energy Dissipater Calculations Energy Dissipater Calculations LOCATION MAX VELOCITY (fps) DESIGN STORM Q (cfs) OUTLET PIPE DIAMTER (in) d50 (in) APRON LENGTH (ft) APRON WIDTH AT PIPE OUTLET (ft) APRON WIDTH AT OUTLET END (ft) MAXIMUM STONE DIAMETER (in) APRON THICKNESS (in) outlet of slope drain into basin #1 13.2 10 YR 20.58 30 12 15 7.5 17.5 18 27 outlet of slope drain into basin #2 11.4 10 YR 20.58 24 10 12 6.0 14.0 15 22.5 outlet of slope drain into basin #3 (west) 13.2 25 YR 23.75 30 12 15 7.5 17.5 18 27 outlet of slope drain into basin #3 (east) 8.3 25 YR 4.50 15 6 8 3.8 9.3 9 13.5 outlet of slope drain into basin #4 (west) 11.4 25 YR 43.00 (2)24 10 15 12.0 18.0 15 22.5 outlet of slope drain into basin #4 (north) 12.4 25 YR 9.01 18 6 6 4.5 7.5 9 13.5 outlet of slope drain into basin #5 (south) 8.3 10 YR 0.36 15 6 6 3.8 7.3 9 13.5 outlet of slope drain into basin #5 (north) 8.3 10 YR 0.36 15 6 6 3.8 7.3 9 13.5 outlet of slope drain into basin #6 (south) 8.3 10 YR 0.36 15 6 6 3.8 7.3 9 13.5 outlet of slope drain into basin #6 (north) 8.3 10 YR 1.08 15 6 6 3.8 7.3 9 13.5 outlet of slope drain into basin #7 (south) 8.3 10 YR 1 1.81 1 15 6 6 3.8 7.3 9 1 13.5 outlet of slope drain into basin #7 (north) 8.3 10 YR 2.53 15 6 6 3.8 7.3 9 13.5 Pipe #1 (permanent pipe under berm) 7.6 10 YR 9.17 15 6 10 3.8 11.3 9 1 13.5 Pipe #2 (permanent pipe under berm) 4.5 10 YR 4.26 15 6 6 3.8 7.3 9 13.5 Pipe #3 (permanent pipe under entrance) 3.5 10 YR 1.31 15 6 6 3.8 7.3 9 13.5