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Home My WebLink About03_20200914 ADI Response 7-20-2020 - S&EC calcs ■ A & H MINE 401 SAND COMPANY, LLC SEDIMENTATION & EROSION CONTROL CALCULATIONS RECEIVED SEP 14 Y020 LAND QUALITY MINING PROGRAM Prepared By: ,e�G�iDo,, 601 UF,. , L�L4 Lr' 4 • ENGINEERING " SURVEYING CORPORATE LICENSE:C-177 1 / 1 01 W. MAIN ST., SUITE 202 .V t1l GARNER, NC 27529 PHONE (91 9) 779-4854 Se ►'+� ��. FAx (91 9) 779-4056 A&H Mine 401 Sand Company Doc Brown Road Raeford, NC Sedimentation & Erosion Control Calculations TABLE OF CONTENTS Drainage Area Map_,__ 1.0 Drainage Area 1 _ 2.0 Runoff Volume Drainage Area 2 _ 3-0 Runoff Volume Sedimentation Basin 1 Design Outlet Pipe Design Outlet Stabilization Design Diversion Ditches to Sediment Basin 1 Design Drainage Area 3 4.0 Runoff Volume Sedimentation Basin 2 Design Outlet Pipe Design Outlet Stabilization Design Diversion Ditch to Sediment Basin 2 Design Drainage Area 4 5-0 Runoff Volume Sedimentation Basin 3 Design Outlet Pipe Design Outlet Stabilization Design Diversion Ditches to Sediment Basin 3 Design g 7 g 5 4 ] 2 1 5 Ery B g R \ \ \ \ \ g / / / Jill $ \/\\/ pp / \/\/\/ •;aF n \/\/\/ \/\/. 28o34b9 Sa: Feat z m r 553346 .*res / / 2 z m / g� Z /\ z o W 0E9GNEa:SMM C "��J]�/ '/�r• / DRAW SMM APPROVED: CRP PRCZCT 2,287,29'2 So Feei z 5=;5b9 Acre z 1 s 0 W z Ifs 2 pa Vr U cc H 0 Q a Y 9 0 DRAINAGE AREA 1 1 90 5 e a q 21,654 ACRES as 1n "z � o OMNAGE AREA 2 52.5092.5b9 ACRES o u ® DRAINAGE AREA 3 26.838 ACRES r DRAINAGE AREA 4 193,212 S Feet 15.491 ACRES 9 4.4355 Acres I DRAINAGE AREA 5 s 4.436 ACRES m� v A A + �i ¢u4 1 mm 05-28-2Q20 SHEET Na.: i SCALE: 1"-200'T H 7 6 5 4 S 2 1 I I I 1 TR-55, 25-Year Storm 401 Sand Mine Hoke County, NC Drainage Area 1 Runoff Volume Q=(P-la)2/((P-la)+S) Q= accumulated runoff(in.) P= accumulated rainfall (potential maximum runoff) ('n.) la intital abstraction including surface storage. interception and infiltration prior to runoff S= potential maximum soil retention (in.) Infiltratation for TR-55 la 0.2S CN for TR-55 CN=10001(10+S) CN= Curve Number Soil Type A, CN= 77 from Runoff Curve Numbers P= 6.52- in. A= 21-.654 acres S= 2.99 in. la= 0.60 in. Ia1P= 0.09 Q= 3.94 in. For Time of Concentration,Tc T,=(0.007(nL)O B/P20 5SO 4 T,= Time of Concentration n= �;"Na.Manning's"n" L= �:52..25-year, 8-Y Flow length, ft. P25= 24-hour rainfall, (in.) cw S= 0ILq .Ground slope, (ft/ft) Tc= 0.26 Hours Peak Discharge Q p=Qt,AQ l'p Qp Peak Discharge (cfs) Qu J'50 Unit Peak Discharge for Type II Rainfall (csmlin) A= 0.034 Drainage Area. (sq. mile) Q= 3.937 Runoff Depth (in) Fp= 7r,00 Pond and swamp adjustment factor from Table 2.8 QP 19.98 cfs 1 TR-55, 25-Year Storm 401 Sand Mine Hoke County, NC Drainage Area 2 Runoff Volume Q=(P-la)2/((P-la)+S) Q= accumulated runoff(in.) P= accumulated rainfall (potential maximum runoff) (in.) la intital abstraction including surface storage, interception and infiltration prior to runoff S= potential maximum soil retention (in.) Infiltratation for TR-55 la 0.2S CN for TR-55 CN=10001(10+S) CN= Curve Number Soil Type A; CN= 77 from Runoff Curve Numbers P= 6:52 in. A= 52.509 acres S= 2.99 in. la= 0.60 in. la/P= 0.09 Q= 3.94 in. For Time of Concentration,Tc Tc=(0.007(nL)0 BIP2 5S0 a T,,= Time of Concentration n= D0118 Manning's "n" L= 3,350 Flow length, ft. P25= 6.52 25-year, 24-hour rainfall, (in.) S= 0.019:Ground slope, (ftlft) Tc= 0.36 Hours Peak Discharge QP Q,AQFP QP= Peak Discharge (cfs) Q„= 14O Unit Peak Discharge for Type II Rainfall (csmlin) A= 0.082 Drainage Area, (sq. mile) Q= 3.937 Runoff Depth (in) Fp I.Od!Pond and swamp adjustment factor from Table 2.8 Qp 45.22 cfs Sedimentation Basin Sizing 401 Sand Mine Hoke County, NC Sedimentation Basin No. 1 Drainage Area 52.509 Acres Drainage Area Check Okay Disturbed Area 52.509 Acres Discharge 65.20 ftafs Including flow from Drainage Area 1 Minimum Volume Reqd' 94,516 ft' Minimum Surface Area Reqd' 21,191 ft' Length 240 ft Min. Basin Front Width 200 ft Min. Basin Back Width 100 ft Depth 4 ft Side Slopes 2.5 :1. ft/ft Length[Width Check Okay Okay Bottom Length 220 ft Bottom Front Width 180 ft Bottom Back Width 80 ft Top Surface Area 36.000 ft Bottom Surface Area 28,600 fe Total Volume 128,891 ft.1 Surface Area Check Okay Volume Check Okay Basin Dewatering Dewater Time 4 days Flow 32,223 ft31d Skimmer Size 6 in Orifice Size 4.442 in Spillway Flow Reqd' 64.83 ft31s Spillway Width 65 ft Side Slope Ratio 3 :1 ft/ft Depth 0.5 ft, assumed depth, 0.5 ft max�mum Velocity 1.95 fUs, less than 2 fUs ideal for peak flow, Q25 Capacity 68.94 ft31s, with a weir coefficient of 3.0 for a broad-crested weir Riser and Barrel Flow 65.20 cfs Diameter 84 in, 15" min, for CMP Driving Head 1.0-ft, to bottom elevation of spillway Weir Capacity 65.97 cfs Capacity Check Okay Buoyancy Check 10,569 pounds Anchor Collar Size, Square 12 ft, square, 6 inches thick Gravity Flow for Pipes 401 Sand Mine Hoke County, NC Discharge pipe from SIB 1 Using Manning's Equation.. Q= (1.491n)AR'J3S'!2 Where... Q = the flow in cubic feet per second (ft31s) or cfs n = the Manning's roughness coefficient, and n=0.013 is used per regulations S = Slope(fUft) R = Hydraulic radius(ft) A= Cross sectional area of flow(ft) Use Appendix 16.A in Civil Engineering Reference Manual to find values for A and R D= 42 Pipe Diameter, in inches 3.5 Pipe Diameter, in feet So... A= 9.62 ft2 R = 0.875 ft S = 0.0056 ft/ft Q = 76 cfs 33892 gpm For an inlet control situation only,with respect to the culvert orifice D= 3.50 Pipe Diameter, in Feet Cd= 0.60 Coefficient of discharge, dimensionless A= 9.62 ft2,Cross-sectional area of flow at orifice entrance g= 32.20 Acceleration of gravity (ftls2) h= 2.6o ft, Driving head, measured from the centroid of the orifice area to the water surface Q= 371.86 cfs, Discharge For culverts with outlet control situation L= 60,ft, culvert length dc= 4 ft, TW= 3.75 ft, tailwater, in relation to pipe diameter With culvert flowing full, the minimum headwater, HW is HW= 6ft H = 2.59 ft, Total head g = 32.20 Acceleration of gravity (ftls2) ke= 0.5 Entrance Loss coefficient n = 0.013 Mannings coefficient Q = 82.25 cfs, total capacity with outlet control To determine velocity V= the velocity of the flow in feet per second (ftls)or fps n = the Manning's roughness coefficient, and n=0.013 is used per regulations S = Slope (ft/ft) R = Hydraulic radius (ft) So... S = 0.0056 ft/ft R = 0.875 ft V= 7.85 fUs To determine velocity,flowing at Q2r, Q25= 65.20 ft'Is, from discharge calculations 0=2(cos 1(1-(yl(D/2)) Q =(1.49In)(D218(0-sin0)(D(0-sin0)140)213 y= depth of flow in pipe, ft 0= the angle of the edges of the surface across the pipe, radians n = Mannings coefficient, typically 0.013 y= 2.51 ft n= 0.013 A= 4.04 radians Q25= 65.20 f13/s, as calculated for pipe flow Cross-sectional Area of the flow A=((D218)(0-sing)) R=(D2(0-sino)1(D012)) A= cross-sectional area of the flow at the depth of flow, ft2 R = hydraulic radius of the flow in the pipe, ft A25= 7.38 W S = 0.0056 ft/ft R25 = 1.04 ft V25= 8.83 fUs l III[IIIf;; IIIIIII � Il1111f Ills 11 11 _ '1 [ I[III IIIII i I • i r !��1 'IIfEIII Irlll r a� ■ .= 1�'g�E111IIlIIII�I��1111 Ilal ;`��I,,1.,!i�+ 11�11 l i IElllla�lII -.d,.11.11tl � _ _ o a■ :1 [IIII[111111111111 I, la di �r�®�! ; l ununllnu l4�rii�+l�illai . � ia� C� ��IIIIIIlI1111111111a •.�rr'1T11'LI' � 1 1' Illllllll{IY :liltlll' IIII +:fit III ; 101010 mo rSPI IIiR i I11111 li! 11II 41li1N J IIlIl111 • '• '1 I IlI1 1 S 1!II `` I■ i ��l 1 [�jrll'llllllljil •. - . 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IIII 1 ..a •^./11I�Il��ju;!'" 3�ri''!!'. t► �r rlr11uu1t111�111, �I�ll I t1E1r111 I111,��:::rm � 1ri11 Illl 1 II I!1 I ll I I! lr�1 t 1lli lFlllllll 111,�t111111 iO��■ ■ lgr1�11111 I11 Ill I ll I�I�� {�I ll Ilillllll II . ,fl•_..�—�� --'�'-.�:;1,�:�1-..r�r�111��III�� :��I��lWlulill�iil�l�iililllliiil�llliiliill�ll�llullil,iillli� �tlr14AlIi�lRll 1 l 1 1 + M r (i Sedimentation & Erosion Control Calculations Diversion Swale Calculations 401 Sand Mine Hoke County, NC Diversion Ditch 1-1 Slope of Ditch= HIL H =The difference in elevation along the ditch in feet Where: L=The length of the ditch, in feet So therefore... H = 18ft If... L= 850 ft Slope = 0.02 Solving for depth Ditch Bottom Width 20 ft Ditch Side Slope 2 :1 ratio, H:V Manning's "n" 0.018 Depth 0.30 ft Discharge 32.60 cfs Area 6.19 ft, WP 21.34 ft H. Radius 0.29 ft zrey 2.71 zeYg 2.71 Velocity 5.27 ftls If velocity of flow is greater than 2 tYs, matting is required Shear Stress: T=yds T= Shear stress in pounds/fe (psf) Where y= unit weight of water, 62.4 Ib1ft3 (pcf) d= flow depth in ft s= slope of ditch, ft/ft d = 0.30 Therefore, if: s= 0.02 T= 0.40 psf Use curled wood matting Sedimentation & Erosion Control Calculations Diversion Swale Calculations 401 Sand Mine Hoke County, NC Diversion Ditch 1-2 Slope of Ditch = H/L H = The difference in e..evation along the ditch, in feet Where- L=The length of the ditch, in feet So therefore... Ha 16ft If L= 500 ft Slope= 0.03 Solving for depth Ditch Bottom Width 20 ft Ditch Side Slope 2 :1 ratio, H:V Manning's"n' 0.018 Depth 0.18 ft Discharge 16.30 cfs Area 356 f:2 WP 20.78 ft H. Radius 0.17 ft Zreq 1.10 Zavg 1.10 Velocity 4.58 ft/s If velocity of flow is greater than 2 ft/s, matting is required Shear Stress: T=yds T= Shear stress in pounds/fe (psf) Where y= unit weight of water, 62.4 Ib/ft3 (pcf) d flow depth in ft s = slope of ditch, ft/ft d = 0."8 Therefore, if, s= 0.03 T;; 0.35 psf Use curled wood matting , Sedimentation & Erosion Control Calculations Diversion Swale Calculations 401 Sand Mine Hoke County, NC Diversion Ditch 1-3 S-ope of Ditch = H/L H = The difference in elevation along the ditch, in feet Where: L=The length of the ditch, in feet So therefore.. H 14ft If L= 500 ft S'ope t 0.03 Solving for depth Ditch Bottom Width 20 ft Ditch Side Slope 2 :1 ratio, H:V Manning's"n" 0.018 Depth 0.18 ft Discharge 16.30 cfs Area 3.73 ft' WP 20.82 ft H. Radius 0.18 ft zreR 1.18 Zug 1.18 Velocity 4.37 fUs If velocity of flow is greater than 2 ftls. matting is required Shear Stress: T=yds T= Shear stress in pounds/fe (pso Where y= un`t weight of water, 62.4 Iblft3 (pcf) d = flow depth in ft s= slope of ditch, ft/ft d = 0.18 Therefore, 'f: s = 0.03 T= 0.32 psf Use curled wood matting TR-55, 2' -Year Storm 401 Sand: Mine Hoke County, NC Drainage Area 3 Runoff Volume Q=(P-la)2/((P-le)+S) Q= accumulated runoff(in.) P= accumulated rainfall (potential maximum runoff) (in.) V intital abstraction including surface storage, interception and infiltration prior to runoff S= potential maximum soil retention (in.) Infiltratation for TR-55 la=0.2S CN for TR-55 CN=1000/(10+S) CN= Curve Number Soil Type- A, CN= 77 from Runoff Curve Numbers P= 6.82 in. A=, 26.838 acres S= 2.99 in. la 0.60 in. I./P= 0.09 Q= 3.94 in. For Time of Concentration, Tc T,=(0.007(nL)o a/P2".5S0.4 T,= Time of Concentration n=` 601.8 Manning's"n" L= 2,060 Flow length, ft. P25= 6.52 25-year, 24-hour rainfall, (in.) S={_ .0.0.16;Ground slope, (ft/ft) Tr= 0.31 Hours Peak Discharge Q,,=Q.,AQF, Qp Peak Discharge(cfs) Q„= T'501 Un;t Peak Discharge for Type 11 Rainfall (csmlin) A=i 0.041, Drainage Area, (sq. mile) Q= 3.937 Runoff Depth (in) FP 1.00,Pond and swamp adjustment factor from Table 2.8 Qp 24.21 cfs Sedimentation Basin Sizing 401 Sand Mine Hoke County, NC Sedimentation Basin No. 2 Drainage Area 26.838 Acres Drainage Area Check Okay Disturbed Area 26.838 Acres Discharge 24.21 ft31s Minimum Volume Reqd' 48,308 ft' Minimum Surface Area Reqd' 7,869 ft' Length 230 ft Min. Basin Front Width 100 ft Min. Basin Back Width 60 ft Depth 4 ft Side Slopes 2.5.:1, ft/ft LengthlWidth Check Okay Okay Bottom Length 210 ft Bottom Front Width 80 ft Bottom Back Width 40 ft Top Surface Area 18,400 ft' Bottom Surface Area 12,600 ftz Total Volume 61,505 ft' Surface Area Check Okay Volume Check Okay Basin Dewatering Dewater Time 4 days Flow 15,376 ft31d Skimmer Size 6 in Orifice Size 3.068 in Spillway Flow Reqd' 24.03 ft31s Spillway Width 30 ft Side Slope Ratio 3-:1 ftlft Depth 0.5 ft, assumed depth, 0.5 ft maximum Velocity 1.53 ft/s, less than 2 ftls ideal for peak flow, Q25 Capacity 31.82 Wls, with a weir coefficient of 3 0 for a broad-crested weir Riser and Barrel Flow 24.21 cfs Diameter 36.in, 15" min. for CMP Driving Head 1.0 ft, to bottom elevation of spillway Weir Capacity 28.27 cfs Capacity Check Okay Buoyancy Check 1941 pounds Anchor Collar Size,Square 5 ft, square, 6 inches thick Gravity Flow for tripes 401 Sand Mine Hoke County, NC Discharge pipe from SB 2 Using Manning's Equation._ Q= (1.491n)AR S" Where... Q = the flow in cubic feet per second (ft3/s)or cfs n = the Manning's roughness coefficient, and n=0.013 is used per regulations S = Slope(ft/ft) R: Hydraulic radius (ft) A= Cross sectional area of flow(ft) Use Appendix 16.A in Civil Engineering Reference Manual to find values for A and R D= 24 Pipe Diameter, in inches 2 Pipe Diameter, in feet So... A= 3,14 ft' R = 0.5 ft S = 0.01 ft/ft Q = 23 cfs 10184 gpm For an inlet control situation only,with respect to the culvert orifice D= 2.00 Pipe Diameter, in Feet Cd= 0.60 Coefficient of discharge, dimensionless A= 3.14 ft2,Cross-sectional area of flow at orifice entrance g= 32.20 Acceleration of gravity (ftls2) h= 1.00 ft, Driving head, measured from the centroid of the orifice area to the water surface Q= 60.71 cfs, Discharge For culverts with outlet control situation L= 60 ft, culvert length dc= 4,ft, TW= 3 ft, taiiwater, in relation to pipe diameter With culvert flowing full, the minimum headwater, HW is HW= 6.ft H = 3.60 ft, Total head g = 32.20 Acceleration of gravity (f/S2) Ice= 0.5 Entrance Loss coefficient n = 0.013 Mannings coefficient Q = 26.99 cfs, total capacity with outlet control To determine velocity V=the velocity of the flow in feet per second (ft/s)or fps n = the Manning's roughness coefficient, and n=0.013 is used per regulations S = Slope (ft/ft) R = Hydraulic radius (ft) So... S = 0.01 ftlft R = 0.5 ft V= 7.22 fVs To determine velocity, flowing at Q255 Q25 = 24.21 ftsls, from discharge calculations 0 = 2(cos`1(1-(yl(D12)) Q =(1.491n)(D2/8(0-sin6)(D(0-sin0)140)2!3 y= depth of flow in pipe, ft 0 = the angle of the edges of the surface across the pipe, radians n = Mannings coefficient, typically 0.013 y= 1.81 ft n= 0.013 9= 5.02 radians Q25= 24.21 fl'Is, as calculated for pipe flow r i Cross-sectional Area of the flow A=((D218)(0-sin@)) R=(D2(0-sin0)1(D012)) A= cross-sectional area of the flow at the depth of flow,ft2 R= hydraulic radius of the flow in the pipe, ft A25= 2.99 ft` S = 0.01 ftlft R25= 0.60 ft V25 = 8.11 fUs r L r kkH • _ 1, nnl uur 1 !I t � - _ 1• ;1 � � ��1��ISk k[IIIIINIIIIillll 11,.�1.11.,1 111t1,illllinAl J.l�l.aai1�i11 11 [ nllnnll1[+ •,l'r•Ir r li 1' � w„_,_,_ Y. � 1 11 I ! 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H =The difference in elevation along the ditch, in feet L=The length of the ditch, in feet So therefore... If... H= 12 ft L= 1540 ft S'ope= 0.01 So'ving for depth Ditch Bottom Width 10 ft Ditch Side Slope 2 A ratio. H.V Manning's"n" 0,018 Depth U1 ft Discharge 24.21 cfs Area 5.60 ft' WP 12.27 ft H. Radius 0.46 ft zreq 3.31 zavg 3.31 Velocity 4.33 ftls If velocity of flow is greater than 2 ftls, matting is required Shear Stress; T=yds Where T= Shear stress in pounds/ftz (psf) y= unit weight of water, 62.4 Ib/ft3 (pcf) d = flow depth in ft s= slope of ditch, ft/ft Therefore, if: d = 0.51 s = 0.01 T= 0.25 psf Use curled wood matting TR-55, 25-Year Storm 401 Sand Mine Hoke County, NC Drainage Area 4 Runoff Volume Q=(P-la)2/((P-18)+S) Q= accumulated runoff(in,) P= accumulated rainfall (potential maximum runoff) (in ) la intital abstraction including surface storage, interception and infiltration prior to runoff S= potential maximum soil retention (in.) Infiltratation for TR-55 Ia70.2S CN for TR-55 CN=10001(10+S) CN= Curve Number Soil Type k CN= 77_from Runoff Curve Numbers P=. 6.52 in. A= 14 .490 acres S= 2.99 in. la= 0.60 in. IJP= 0.09 Q= 3.94 in. For Time of Concentration,Tc T,=(0.007(nQ"5'P+o.Ss0 4 T,= Time of Concentraton n= b.bi5,Manning's"n" L= 2,460:Flow length, ft. P25" 5-.52-25-year, 24-hour rainfall, (in,) S= 0111149)Ground slope, (fVft) Tc= 0.28 Flours Peak Discharge Q�TQwAQFp Qp= Peak Discharge (cfs) QU=` 1501 Unit Peak Discharge for Type II Rainfall (csmlin) A= 0.024 Drainage Area, (sq. mile) Q= 3.937 Runoff Depth (in) Fp r 1.00 Pond and swamp adjustment factor from Table 2.8 Qp= 14.29 cfs Sedimentation Basin Sizing 401 Sand Mine Hoke County, NC Sedimentation Basin No. 3 Drainage Area 15.49 Acres Drainage Area Check Okay Disturbed Area 22.67 Acres Discharge 14.29 W s Minimum Volume Reqd' 40,806 W Minimum Surface Area Reqd' 4,645 ft2 Length 160 ft Min. Basin Front Width 80 ft Min. Basin Back Width 80 ft Depth 4 ft Side Slopes 2.5 :'.. ft}ft LengthNVidth Check Okay Okay Bottom Length 140 ft Bottom Front Width 60 ft Bottom Back Width 60 ft Top Surface Area 12,800 ft2 Bottom Surface Area 8,400 ft2 Total Volume 41.867 W Surface Area Check Okay Volume Check Okay Basin Dewatering ❑ewater Time 4 days Flow 10,467 ft'/d Skimmer Size 6 in Orifice Size 2.531 in Spillway Flow Reqd' 14.17 ft'ls Spillway Width 20 ft Side Slope Ratio 3 :1 ftlft Depth 0.5 ft, assumed depth, 0.5 ft maximum Velocity 1.32 fUs, less than 2 ftts ideal for peak flow, Q25 Capacity 21.21 Wls, with a weir coefficient of 3.0 for a broad-crested weir Riser and Barrel Flow 14.29 cis Diameter 30 in, 15"min. for CMP Driving Head 1.0 ft, to bottom elevation of spillway Weir Capacity 23.56 cfs Capacity Check Okay Buoyancy Check 1346 pounds Anchor Collar Size, Square 4 ft, square, 6 inches thick Gravity Flow for Pipes 401 Sand Mine Hoke County, NC Discharge pipe from SIB 3 Using Manning's Equation.. Q= (1.49/n)AR213SN2 Where... Q=the flow in cubic feet per second (ft3/s) or cfs n =the Manning's roughness coefficient, and n=0.013 is used per regulations S = Slope (ftlft) R= Hydraulic radius (ft) A= Cross sectional area of flow(ft) Use Appendix 16.A in Civil Engineering Reference Manual to find values for A and R D= 18 Pipe Diameter, in inches 1.5 Pipe Diameter, in feet So... A= 1.77 ftZ R= 0.375 ft S = 0.02 ft/ft Q= 15 cfs 6687 gpm For an inlet control situation only, with respect to the culvert orifice D= 1.50 Pipe Diameter, in Feet Cd= 0.60 Coefficient of discharge, dimensionless A= 1.77 ftZ,Cross-sectional area of flow at orifice entrance g= 32.20 Acceleration of gravity(ft/s2) h= 1.00 ft, Driving head, measured from the centroid of the orifice area to the water surface Q= 34.15 cfs, Discharge For culverts with outlet control situation (NOT APPLICABLE) L�, ft, culvert length dv ft, TW vt 0.75 ft, tailwater, in relation to pipe diameter With culvert flowing full, the minimum headwater, HW is HW= ft H = -0.75 ft, Total head g 32.20 Acceleration of gravity (ftlsZ) ke= Entrance Loss coefficient n = 0.013 Mannings coefficient Q = #NUM! cfs, total capacity with outlet control To determine velocity V= the velocity of the flow in feet per second (ftls)or fps n = the Manning's roughness coefficient, and n=0.013 is used per regulations S = Slope(ft/ft) R= Hydraulic radius (ft) So... S = 0.02 tuft R = 0.375 ft V= 8.43 ftls To determine velocity,flowing at Q25 Q25= 14.29 ft'Is, from discharge calculations 0 =2(cos 1(1-(yl(D12)) Q =(1.491n)(D2/8(0»sin0)(D(6-sin0)140)2j3 y= depth of flow in pipe, ft 0 = the angle of the edges of the surface across the pipe, radians n = Mannings coefficient, typically 0.013 y= 1.18 ft n= 0.013 0= 4.36 radians Q25= 14.29 ft31s, as calculated for pipe flow t , Crass-sectional Area of the flow A=((D2/8)(0-sin0)) R=(D2(0-sin0)I(D012)) A= cross-sectional area of the flow at the depth of flow, ft` R = hydraulic radius of the flow in the pipe, ft A25 = 1.49 ft2 S = 0.02 ft/ft R25= 0.46 ft V25 = 9.60 fUs hIlul 1r11 ulllrl111 IIII]]! • - 1, I IInIIrF11 I II •1 ��1 ll l�l�[InlfUlllll�!I��l �' I! 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I il�.!{i��,.,.1, 1 { " I f it I� 131i1 `I Ir II �� ,IIr;£,nlifll{Iillllllli�Hilll�■H�1�ivlliUliillifiill€IIII]]]it I I lflllliiliiii'I ��Ill►; �7 y�[�pp,�++ 111IIIlI1��U� �� l l Of i L iIRiRL11111i1 l l 1 1 I 1 1 r I. !- r • r a f Sedimentation & Erosion Control Calculations Diversion Swale Calculations 401 Sand Mine Hoke County, NC Diversion Ditch 3-1 Slope of Ditch= HIL Where: H � The difference in a;evation along the ditch, in feet L=The length of the ditch: in feet So therefore,,, If... H 6 ft L= 260 ft Slope i 0.023 Solving for depth Ditch Bottom Width 1fl ft Ditch Side Slope 2.:1 rato, H;V Manning's"n" 0.018 Depth 6.10 ft Discharge 7.15 cfs Area 1.84 ft� Wp 10.80 ft H. Radius 0.17 ft zfeq 0.57 zava 057 Velocity 3.88 ftls If velocity of flow is greater than 2 ftls, matting is required Shear Stress- T=yds Where T= Shear stress in poundslft2(psf) y= unit weight of water, 62.4 lblft3 (pcf) d= flow depth in ft s= slope of ditch, ftlft Therefore, if: d = 0.18 s= 0.02 T= 0.26 psf Use curled wood matting a 1 Sedimentation & Erosion Control Calculations Diversion Swale Calculations 401 Sand Mine Hoke County, NC Diversion Ditch 3-2 Slope of Ditch= H/L Where: H= The difference in elevation along the ditch_ in feet L=The length of the ditch, in feet So therefore... If. . H = 4 ft L= 320 ft Slope:;; 0.013 Solving for depth Ditch Bottom Width 10 ft Ditch Side Slope 2 :1 ratio, H:V Manning's"n" 0.018 Depth 0.32 ft Discharge 14.29 cfs Area 3.44 fe WP 11.44 ft H. Radius 0.30 ft z,.Qq 1.54 z81g 1.54 Velocity 4.16 ftls If velocity of flow is greater than 2 ftts, matting is required Shear Stress: T=yds Where T= Shear stress in pounds/ft? (psf) y= unit weight of water, 62.4 Iblft3 (pcf) d =flow depth in ft s = slope of ditch, ft/ft Therefore, if: d= 0.32 s= 0.01 T= 0.25 psf Use curled wood matt:ng