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Home My WebLink About4-2021-04-21 - Erosion Control Calcs 4TH SubmittalEMS V74 0 • a'�;� ':: • l• � • S 'sus iil .• � sus IC Erosion Control Calculations For Triangle Quarry RDU Expansion Wake County, North Carolina Issued: April 21, 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 (sf) 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 5.7 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 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 MATCHLINE - SEE SHEET 2 OF 2 FOR CONTINUATION PLD PIEDMONT LAND DESIGN, LLP xms -j F-fta _J S 5-7-- �Nag 001, rf f 1$1N 11Y j, '16 --- --------- Up Vf! NP v� -------- 'Aj f I "vq 0 xl 71 311rJV�4 f W - PRELIMINARY Iz NOT FOR CONMUCTTON 7A rp '1\1t,�j j v yi ;f Z P, Vv�ll J o' < x� z 0 cc < W N\`. go -9s U) Z .0,41 —,v I < w ix C3 ... . ... .... -nl V, ISSUED: PROGRESS Ju RE RFVISIONS: zz t . uAq W %k w 1 % o1r, V\ IX 0 b-, -Z\> ! I', :, ,`;;I�:,1 ` '':+.,';II,i�r I: ili 1 ` ix , `\ i \ .i>L �/ ':'r I/., �'/''— 10p�/r DRAWN BY: RPH < CHECKED BY: PH PROJECT: WSRDUO N SED BASIN DA MAP "OL" NORTH ...... .... 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 \\DIVE Ix Ix %=----- DIVERSION 6B ix "Ix" \\l \ DA TO THIS SECTION ' \ OF DIVERSION DITCH 3.0 ACRES (TOTAL DA=4.3 AC) \`_ �',li/_� -/, i I ;IIII,, I, ; , ; � • � - ,' - _ ; j %///"'� - DITCH = 0.7 DITCH = 0 6 y - vI� V ACRES ACRES 1 ' a 1 �xooe i •�:,�i==�'-Q 1\ \�, II; �; / i ��;�/�'; ;'; I111 ��; �\VA:A�I /(;' �i��(,1'I � ;; vIxl'I ///,III /,;�'yv illj lvvv IIII!"/I Ix �i'�I�,';/��; ' ''/ '�ii'%I \k �' /'i/ 'i/i ��■■� \ \ \`\\\\)�(/ Il\ � ;i i II i ; 1 I\J ' I I I II IIII///II/�•, =//=�- .`II \ I I / DIVERSION FA —]DIVERS — DAT 11 IIII\', I I \ I -- / 5I I � - I '\1 '\=�- ' /'I /I i Ix _'flliiER I I � � , I CRES Ix Ix Ix ix gx _--------- ix\ I% •____ �\ , , 1 1 \ \\\\\\ I `� _. ._ --- --- 7, Iv _, � I� �; I � I I I �• DIVERSI ,\,\ \TI 1 1JV 1 \\ \, 1 I11 /III ;`OF DIVERSION 11_.QACR Ix I 1 I 11 R D 0k. ;, FP�L,ILLP RkM NORM 01110M 27615 91OAM70N PROW 9f9AW770! N1% [NOR. M Ua N-0943 Ix Ix v v A- i ✓ v A Uv vvA Avvv vvv�wv.' , v�\ DIVERSIPlICIP - - II DI / 1 r ACRE;/ DIVERSION11 — I I I _ RS N ION -- � - V A l I I - __-✓�. y�� I II IIII II I�I D H=_ - _- - ,\v � • - , -: - I1 ''1 ; � � 1 ��f li/. �` 1 , II'll ll;�u'��III III��'I ��O�r'rl �1 _ \ \\I,'I ER . /; ; ' = i ; ;�I'nll';III%°°'cl6'0 TO T IS ' ECT(N ' % /' I',`I'I Ij I,'II' I'; I II i 'Ct$:; _ __ -__ \ • - vv , OF DIVERSION DITCH 1 v13.0 ACRES ;' ",; l l ; / g \; =;„ ; , DIVERSION 12-<--- 'I 4TOTAL DA=24.0 AC) I /'/„' ;NI 1 I " ) \ ' DIV N7/(, llll'II I /II'lll'i%/�ii�'ii�/��,i, / / /"i/'11 III,l ' ; DI :�;;lllj'IjI I � i llllllj/ii' \ Ix //// -. I\ \\�/�-/�✓/''',//" 1 DIVERSI ' ' ------- A- /// I��I��II /I -DIVER 1 IW'I I'II IL,.`�I /,/„r;'/// �ll/ /l/,,,I,,,,,///,//;✓ �_ ' \ ��/ I Ix Ix \ Ix DIVERSION '^ \ y / I. �I �= , ix 3 loa I PRELIMINARY NOT FOR CONSTRUCTION ISSUED: PROGRESS CHECKED BY: RPH PROJECT: WSRDUQ DIVERSION DITCHES DA MAP NORTH DWG. No. DA.2 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 5.7 20.58 10-YR 3.49 2.11 25.29 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 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 1.50 0.5 5.42 10-yr 0.04 (min/max) 0.45 1.12 1.45 Straw w/net 4 4.10 0.5 14.80 10-yr 10-yr 0.005 (min.) 0.07 (max.) 1.26 0.88 0.39 3.84 1.45 4.00 Straw w/net Rip Rap (d50=12") 5 1.20 0.5 4.33 10-yr 0.03 (min.) 0.08 (max.) 0.43 0.27 0.80 1.35 1.45 1.45 Straw w/net Straw w/net 6A 1.30 0.5 4.69 10-yr 0.005 (min.) 0.20 (max.) 0.72 0.30 0.22 3.74 1.45 4.00 Straw w/net Rip Rap (d50=12") 6B 4.30 0.5 15.52 10-yr 0.005 (min.) 0.06 (max.) 1.29 0.93 0.40 3.48 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 1 0.5 1 5.78 10-yr 0.005 (min/max) 0.79 0.25 1 4.45 Istraw whet Note: Where Rip Rap is specified as a liner, North American Green C350 Permanent Liner (or approved equal) may be used as an alternative. 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) = 5.42 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) = 0.45 Q (cfs) = 5.420 Area (sqft) = 1.30 Velocity (ft/s) = 4.15 Wetted Perim (ft) = 4.01 Crit Depth, Yc (ft) = 0.52 Top Width (ft) = 3.80 EGL (ft) = 0.72 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) = 14.80 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) Wednesday, Sep 23 2020 = 1.26 = 14.80 = 5.70 = 2.60 = 7.63 = 0.89 = 7.04 = 1.36 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 #4 @ Maximum Slope Trapezoidal Bottom Width (ft) = 3.00 Side Slopes (z:1) = 2.00, 2.00 Total Depth (ft) = 1.00 Invert Elev (ft) = 100.00 Slope (%) = 7.00 N-Value = 0.078 Calculations Compute by: Known Q Known Q (cfs) = 14.80 Elev (ft) Section 102.00 101.50 101.00 100.50 100.00 99.50 1 2 3 4 5 Reach (ft) Wednesday, Sep 23 2020 Highlighted Depth (ft) = 0.88 Q (cfs) = 14.80 Area (sqft) = 4.19 Velocity (ft/s) = 3.53 Wetted Perim (ft) = 6.94 Crit Depth, Yc (ft) = 0.77 Top Width (ft) = 6.52 EGL (ft) = 1.07 Depth (ft) 2.00 1.50 1.00 0.50 _n Gn 6 7 8 9 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) = 4.33 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) = 0.43 Q (cfs) = 4.330 Area (sqft) = 1.23 Velocity (ft/s) = 3.52 Wetted Perim (ft) = 3.92 Crit Depth, Yc (ft) = 0.45 Top Width (ft) = 3.72 EGL (ft) = 0.62 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) = 3.00 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) = 4.33 Elev (ft) Section 102.00 101.50 101.00 100.50 100.00 99.50 1 2 3 4 5 Reach (ft) Wednesday, Sep 23 2020 Highlighted Depth (ft) = 0.27 Q (cfs) = 4.330 Area (sqft) = 0.96 Velocity (ft/s) = 4.53 Wetted Perim (ft) = 4.21 Crit Depth, Yc (ft) = 0.37 Top Width (ft) = 4.08 EGL (ft) = 0.59 Depth (ft) 2.00 1.50 1.00 0.50 _n Gn 6 7 8 9 V VV 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) = 4.69 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, Sep 23 2020 = 0.72 = 4.690 = 2.48 = 1.89 = 5.22 = 0.48 = 4.88 = 0.78 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) = 4.00 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) = 4.69 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 = 0.30 = 4.690 = 1.38 = 3.40 = 5.34 = 0.34 = 5.20 = 0.48 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 #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) = 15.52 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, Sep 23 2020 = 1.29 = 15.52 = 5.91 = 2.63 = 7.77 = 0.92 = 7.16 = 1.40 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) = 3.00 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) = 15.52 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 = 0.93 = 15.52 = 4.52 = 3.43 = 7.16 = 0.79 = 6.72 = 1.11 Elev (ft) Section Depth (ft) 103.00 3.00 102.50 102.00 101.50 2.50 2.00 1.50 101.00 1.00 100.50 100.00 0.50 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 #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 v --------------- -- _-_-- --_ _- - - - - - - - - •1ON iBill sm r--7777 — -- --- \ ---- !! �\ I\IN \ II 1 \II \\ IN, \ I I I 1 I 1 NORTH � �. ,ILI P RKM RQRM Qk%MM 47613 9RA13.7m p"m 1.7m p"m Dw m iu l N-0l43 PRELIMINARY NOT FOR CONSTRUCTION ISSUED: PROGRESS = DRAWN BY: RPH CHECKED BY: RPH PROJECT: WSRDUQ STORM SEWER DA MAP - DWG. No. DA.3 Storm Sewer Tabulation Page 1 Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd / Rim Elev Line ID coeff (I) flow full Line To Incr Total Inn cr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up Line (ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft) 1 End 140.306 3.90 3.90 0.40 1.56 1.56 5.0 5.0 8.2 12.77 20.40 10.49 15 9.98 331.00 345.00 332.21 346.22 0.61 347.00 pipe 1 2 End 175.966 2.00 2.00 0.40 0.80 0.80 5.0 5.0 8.2 6.55 20.94 6.23 15 10.51 323.50 342.00 324.47 343.03 0.43 345.00 pipe 2 3 End 40.000 0.10 0.10 0.40 0.04 0.04 5.0 5.0 8.2 0.33 5.53 2.23 15 0.63 344.20 344.45 344.42 344.67 0.00 346.00 pipe 3 Project File: WSRDUQ storm.stm Number of lines: 3 Run Date: 3/3/2021 NOTES:Intensity = 118.92 / (Inlet time + 17.60) ^ 0.86; Return period =Yrs. 25 ; c = cir e = ellip b = box Storm Sewers v2019.20 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 1 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 1.81 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 1 15 1 6 6 3.8 7.3 9 13.5 Pipe #1 (permanent pipe under berm) 9.3 10 YR 11.26 15 6 10 3.8 11.3 9 13.5 Pipe #2 (permanent pipe under berm) 5.7 10 YR 5.77 15 6 6 3.8 7.3 9 13.5 Pipe #3 (permanent pipe under entrance) 2.10 10 YR 0.29 15 6 6 3.8 7.3 9 13.5