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Home My WebLink About47-16 ADI ESC Calculations 20201229 A & H MINE 401 SAND COMPANY, LLC SEDIMENTATION & EROSION CONTROL CALCULATIONS RECEIVED DEC 2 9 2020 LAND QUALITY MINING PROORiF.';l Prepared By: \kGAR lir- O r ENGINEERING - SURVEYING ctf ' . f. CORPORATE LICENSE: C-1771 1 01 W. MAIN ST., SUITE 202 GARNER, NC 27529 PHONE (91 9) 779-4854 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 IN IN IN IN NNNN- NIP 5 x �r��1 'IN ��u�Y r � `�'r rv'(c tiler ,� ti�j�• L_�, _ -`r �r'y� ; �v 74r + :Sti t r -0yr.IN 1� M1 Ii -:t Ni r1'yW. y. G y 1 . 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In In ENGINEERING—SURVEYING mAREAS 101 W.MAIN ST..SUITE 202 N GARNER.NC 27529 c REVISItlNS PHONE(919)779-4854 p:dal wu x P:eie�IWeffe�de.Mee�+ai z.ee ales SNceee RAEFORO TOWNSHIP,HOKE COUNTY:NORTH CAROLINA FAx(91 9)779-4056 > m o 1 N�}',1:e•_? j� `� �ti -T � 5�' I ar � tin •.1!�Lti d•� r�Z - ^--. It I � � h� r� -.pl - r-� it f - Irr � � a7 In S � .� rMrr �- �'r. �� r €c'rir �-rr- - LI -��'7 p r a75 L_ • _ _1. hq1. Yi t.:'x-. -: � ..n ' tir IN IN �•""'rr �:�—�R f yF� � INC r. I: -4 e7 rL .V,} rr f -tir:.• ry lty: :7 .Y I3 �L fv NIN F. •G �-- _ �} 7 •. _ cam" J F. Lys,.�v�_` -�rL r N IN yy d - . r I 1 _ �3;• AL r IN IN ISM • L y •. +,tr_ 3 a r n y ,■ & x s, yy ININ. NNN ' _ zY r' �R if .Yi ray"N *��^ ��}} '.iM2.? r J T Y':'�"' .NNJ IN Ir 77 3r • _V' _Y - K 'y T �i �3�}u � Jr+ y� -• •y -t 1 AL s le fi 'r' r'•ti� rIN a = a TR-55, 25-Year Storm 401 Sand Mine Hoke County, NC Drainage Area 1 Runoff Volume Q=(P-I a)2/((P-I e)+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=1000/(10+S) CN= Curve Number Soil Type CN= from Runoff Curve Numbers P= in. A= 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/Pz.5So.4 T,= Time of Concentration n= Manning's"n" L= Flow length, ft. P25= 25-year, 24-hour rainfall, (in.) S==Ground slope, (ft/ft) T�= 0.26 Hours Peak Discharge QP Q AQFP QP Peak Discharge (cfs) Q�= 150 Unit Peak Discharge for Type II Rainfall (csm/in) A= 0.034 Drainage Area, (sq. mile) Q= 3.937 Runoff Depth (in) FP Pond and swamp adjustment factor from Table 2.8 QP 19.98 cfs TR-55, 25-Year Storm 401 Sand Mine Hoke County, NC Drainage Area 2 Runoff Volume Q=(P-I a)Z/((P-I a)+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=1000/(10+S) CN= Curve Number Soil Type CN= from Runoff Curve Numbers P= in. A= acres S= 2.99 in. Ia 0.60 in. IaIP= 0.09 Q= 3.94 in. For Time of Concentration,Tc T,=(0.007(nL)°'e/PZ.5So.n T,= Time of Concentration n= Manning's"n" L= Flow length, ft. Pze= 25-year, 24-hour rainfall, (in.) S= Ground slope, (ft/ft) T.= 0.36 Hours Peak Discharge QP Q AQFP QP Peak Discharge (cfs) Q.= 140 Unit Peak Discharge for Type II Rainfall (csm/in) A= 0.082 Drainage Area, (sq. mile) Q= 3.937 Runoff Depth (in) FP 1.00 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 ft'/s Including flow from Drainage Area 1 Minimum Volume Reqd' 94,516 ft' Minimum Surface Area Reqd' 21,191 ft2 Length 209 ft Min. Basin Front Width 153 ft Min. Basin Back Width 152 ft Depth 5 ft Side Slopes 2.5 :1, ft/ft LengthlWidth Check Too Short Okay Bottom Length 184.25 it Bottom Front Width 127.65 ft Bottom Back Width 127 ft Top Surface Area 31,874 ft' Bottom Surface Area 23,460 ftZ Total Volume 137,292 ft' Surface Area Check Okay Volume Check Okay Basin Dewatering Dewater Time 4 days Flow 34,323 ft3/d Skimmer Size 6 in Orifice Size 4.584 in Spillway Flow Reqd' 64.81 ft3/s Spillway Width ft Side Slope Ratio :1 ft/ft Depth ft, assumed depth, 0.5 it maximum Velocity #DIV/0I ft/s, less than 2 ft/s ideal for peak flow, Q25 Capacity 0.00 ft'/s, with a weir coefficient of 3.0 for a broad-crested weir Riser and Barrel Flow 65.20 cfs Diameter 48 in, 15" min. for CMP Driving Head 1.5 ft, to bottom elevation of spillway Weir Capacity 69.26 cfs Capacity Check Okay Buoyancy Check 4,314 pounds Anchor Collar Size, Square 8 ft, square, 6 inches thick Gravity Flow for Pipes 401 Sand Mine Hoke County, NC Discharge pipe from SB 1 Using Manning's Equation.. Q= (1.49/n)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= 42 Pipe Diameter, in inches 3.5 Pipe Diameter, in feet So... A= 9.62 ft' 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 ft',Cross-sectional area of flow at orifice entrance g= 32.20 Acceleration of gravity (fUS2) h= 2.00 ft, Driving head, measured from the centroid of the orifice area to the water surface Q= 371.86 cfs, Discharge i For culverts with outlet control situation L = 60 ft, culvert length d�= 4 ft, TW= 3.75 fl, 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(ft/s2) 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 (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 = 0.0056 ft/ft R= 0.875 ft V= 7.85 ft/s To determine velocity,flowing at Q25 Q25= 65.20 ft3/s,from discharge calculations 6 = 2(cos1(1-(y/(D/2)) Q =(1.49/n)(DZ/8(0-sin6)(D(B-sin6)/40)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 = 2.51 ft n= 0.013 0 = 4.04 radians Q25 = 65.20 ft3/s, as calculated for pipe flow Cross-sectional Area of the flow A=((D218)(0-sinO)) R=(D2(0-sin0)1(D812)) 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 ft` S= 0.0056 ft/ft R25= 1.04 ft V25= 8.83 fds I�� iiillll� 1 IIn I#1 lllllll , IIIIIII I#Il 11t 11 t tuts#! n y� i i � � �111111U1111�1 �.j%fit II. tl 1 t l I llllllllll) �.l(i Ilil�;11 • #. :1 � 1 IIIIIIIIIIIIIl1111 li!�111;11;1t' 1 # !!IlI11111111`Iltl/Ali 11�`I t ' ■ ■ � � _� �{Hann) ;►.u��i►.m 1ltl I. ail 1 t�.._,.�,._••--�:�-� 1 ll nl l 1. ■ / ' �QI�ii 11i111iii nIl •�►ii°�iui�' 'tu111 fill ! 1�Il11 l!!1 I �■ 1�1 1 "'��I�i��.!�t!r: .:�ill{IIII • m l llnu i sl{ .r!1n,lm:r.u� � Ill oil • nllli{lilt{Ls s� � ■ Ir ' � t tiunr. .1 Holm 11111111111�! ` #■i 1 1 .t.Il.tll. 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H = 18 ft 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 ftz Wp 21.34 ft H. Radius 0.29 ft Zr.q 2.71 ZaV9 2.71 Velocity 5.27 fUs If velocity of flow is greater than 2 ft/s, matting is required Shear Stress: T=yds T= Shear stress in pounds/ft2(psf) Where y = unit weight of water, 62.4 Ib/ft3 (pcf) d =flow depth in ft s= slope of ditch, ft/ft d = 0.30 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 elevation along the ditch, in feet Where: L=The length of the ditch, in feet So therefore... H = 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 3.56 ft2 WP 20.78 ft H. Radius 0.17 ft Zf,q 1.10 Zang 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/ft2(psf) Where y= unit weight of water, 62.4 lb/ft' (pcf) d =flow depth in ft s=slope of ditch,ft/ft d = 0.18 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 Slope 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 = 14 ft 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 3.73 ftZ W p 20.82 ft H. Radius 0.18 ft Z,eq 1.18 ZaV9 1.18 Velocity 4.37 ft/s If velocity of flow is greater than 2 ft/s, matting is required Shear Stress: T=yds T= Shear stress in pounds/ftZ (psf) Where y= unit weight of water, 62.4 Ib/ft3 (pcf) d =flow depth in ft s= slope of ditch, ft/ft d = 0.18 Therefore, if: s = 0.03 T = 0.32 psf Use curled wood matting TR-55, 25-Year Storm 401 Sand Mine Hoke County, NC Drainage Area 3 Runoff Volume Q=(P-1 a)Z/((P-1 a)+S) Q= accumulated runoff(in.) P= accumulated rainfall (potential maximum runoff) (in.) Ia 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 CN= from Runoff Curve Numbers P= in. A= acres S= 2.99 in. la 0.60 in. la/P= 0.09 Q= 3.94 in. For Time of Concentration, Tc T,=(0.007(nQ"IP2.5So.4 T,= Time of Concentration n= Manning's "n" L= Flow length, ft. P25= 25-year, 24-hour rainfall, (in.) S= Ground slope, (ft/ft) Tc= 0.31 Hours Peak Discharge QP Q,AQFP QP Peak Discharge (cfs) Q„= 150 Unit Peak Discharge for Type II Rainfall (csm/in) A= 0.041 Drainage Area, (sq. mile) Q= 3.937 Runoff Depth (in) Fr= 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 ft'/s Minimum Volume Reqd' 48,308 ft3 Minimum Surface Area Reqd' 7,869 ftz 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 Length/Width Check Okay Okay Bottom Length 210 ft Bottom Front Width 80 ft Bottom Back Width 40 ft Top Surface Area 18,400 ftz Bottom Surface Area 12,600 ft' Total Volume 61,505 ft' Surface Area Check Okay Volume Check Okay Basin Dewatering Dewater Time 4 days Flow 15,376 W/d Skimmer Size 6 in Orifice Size 3.068 in Spillway Flow Reqd' 24.03 ft'/s Spillway Width 30 ft Side Slope Ratio 3 :1 ft/ft Depth 0.5 ft, assumed depth, 0.5 ft maximum Velocity 1.53 ft/s, less than 2 ft/s ideal for peak flow, Q25 Capacity 31.82 ft'/s, 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 Pipes 401 Sand Mine Hoke County, NC Discharge pipe from SB 2 Using Manning's Equation.. Q = (1.49In)ARv3S" Where... Q =the flow in cubic feet per second (ft3ls)or cfs n = the Manning's roughness coefficient, and n=0.013 is used per regulations S= Slope (ftIft) 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 ftZ R = 0.5 ft S = 0.01 ft/ft Q = 23 cis 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 e,Cross-sectional area of flow at orifice entrance g= 32.20 Acceleration of gravity (fUSZ) h= 1.00 ft, Driving head, measured from the centroid of the orifice area to the water surface Q= 60.71 cis, Discharge For culverts with outlet control situation L= 60 ft, culvert length d�= 4 ft, TW= 3 ft, tailwater, in relation to pipe diameter With culvert flowing full, the minimum headwater, HW is HW = 6ft H = 3.60 ft, Total head g = 32.20 Acceleration of gravity (ftle) ke= 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(fUft) R = Hydraulic radius (ft) So... S = 0.01 ft/ft R = 0.5 ft V= 7.22 fUs To determine velocity,flowing at Q25 Q25= 24.21 ft'/s,from discharge calculations 0 = 2(cos''(1-(y/(D/2)) Q =(1.49/n)(D2/8(0-sinO)(D(0-sing)/40)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= 1.81 It n= 0.013 0= 5.02 radians Q25= 24.21 ft3/s, as calculated for pipe flow Cross-sectional Area of the flow A=((D218)(0-sing)) R=(D2(0-sin 0)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 ft/ft R25= 0.60 ft V25= 8.11 ftls I • �� iiill'll II _ 1 1 IIII 11 Ioi 11 IIIIIII I ] - 1• a 1 111 tI 1 IIlt1 111� ll�111 I •i Hillis"III1I 11II,IIIIH1�1111 1 1t 111111111111111IIlll� �,I�:(1:1,;11 r _ - �• :1 � ; Illllllllll{1.1111 !1:!lf:ll'.11' I` I IIIIIl1111.111 �l.!llAril►il� it � i I II IIIIIIIII. 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I I!I y !!I ! 11 II --J 11,f11n..flllal�..,>Itl.rrll�I�atl r�.��....,..,r....la,1 r.1 r ■•n ......I...rrllrr I�l�li�[I�II�IIII _.�iIlliirlltjlFll11111I1H � 1 ,µ�uNJ ��RIII�IIIIN� � 11 111 1 1 11 11 1 J • r i a �1 t Sedimentation & Erosion Control Calculations Diversion Swale Calculations 401 Sand Mine Hoke County, NC Diversion Ditch to Basin 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 = ft L = ft Slope= 0.01 Solving for depth Ditch Bottom Width 10 ft Ditch Side Slope 2 :1 ratio, H:V Manning's"n" 0.018 Depth 0.51 ft Discharge 24.21 cfs Area 5.60 fe WP 12.27 ft H. Radius 0.46 ft Zreq 3.31 Zev9 3.31 Velocity 4.33 ft/s If velocity of flow is greater than 2 ft/s, matting is required Shear Stress: T=yds Where T= Shear stress in pounds/ft2(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-le)z/((P-1 a)+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 C N=1000/(10+S) CN= Curve Number Soil Type A CN= 77 from Runoff Curve Numbers P= 6.52 in. A= 15.490 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)o.5/PZ.eso.4 T,= Time of Concentration n= Manning's"n" L= Flow length, ft. P25= 25-year, 24-hour rainfall, (in.) S= Ground slope, (ft/ft) T�= 0.28 Hours Peak Discharge QP Q,AQFp QP Peak Discharge (cfs) Q�= 150 Unit Peak Discharge for Type II Rainfall (csm/in) A= 0.024 Drainage Area, (sq. mile) Q= 3.937 Runoff Depth (in) Fp= 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 ft3/s Minimum Volume Reqd' 40,806 ft3 Minimum Surface Area Reqd' 4,645 ft' Length 160 ft Min. Basin Front Width 80 ft Min. Basin Back Width 80 ft Depth 4 ft Side Slopes 2.5 :1.. ft/ft Length[Width Check Okay Okay Bottom Length 140 ft Bottom Front Width 60 ft Bottom Back Width 60 ft Top Surface Area 12,800 ftz Bottom Surface Area 8,400 ft2 Total Volume 41,867 ft3 Surface Area Check Okay Volume Check Okay Basin Dewatering Dewater Time 4 days Flow 10.467 ft3/d Skimmer Size 6 in Orifice Size 2.531 in Spillway Flow Reqd' 14.17 ft3/s Spillway Width 20 it Side Slope Ratio 3 :1 ft/ft Depth 0.5 ft, assumed depth, 0.5 ft maximum Velocity 1.32 ft/s, less than 2 ft/s ideal for peak flow, Q25 Capacity 21.21 ft3/s, with a weir coefficient of 3.0 for a broad-crested weir Riser and Barrel Flow 14.29 cfs 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 1348 pounds Anchor Collar Size, Square 4 ft, square, 6 inches thick Gravity Flow for Pipes 401 Sand Mine Hoke County, NC Discharge pipe from SB 3 Using Manning's Equation.. Q= (1.49/n)AR2j3S1/2 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= 18 Pipe Diameter, in inches 1.5 Pipe Diameter, in feet So... A= 1.77 ftz R = 0.375 ft S = 0.02 fUft 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 f?,Cross-sectional area of flow at orifice entrance g= 32.20 Acceleration of gravity (fUS2) 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 dc= W ft, TW= 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 (ft/s2) 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 (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 = 0.02 ft/ft R = 0.375 ft V= 8.43 fUs To determine velocity,flowing at Q25 Q25= 14.29 ft3/s, from discharge calculations 0 =2(cos-1(1-(y/(D/2)) Q=(1.49/n)(D2/8(0-sin0)(D(0-sine)/40)2i3 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 0 14.29 ft3/s, as calculated for pipe flow t a d Cross-sectional Area of the flow A=((D218)(0-sin0)) R=(D2(0-sin0)/(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= 1.49 ft2 S = 0.02 ft/ft R25= 0.46 ft V25= 9.60 f Us r 1 { !IIII Ill Ihl II t tlloll I11/Ir i 11 • - '• , ' I I Illiiiilii��=ti{�!!II 1 •�I ■ II 11 luntltunt .-iy:it"!I; . - _ I. �, p li 11�I�I111u1nlnr� •_n,.u,tl,ll »I Hinttltlnnt 1:!n:lrm I nuunuml .,i�ciefnitral - 1 [ � � �� !I{ Illllltlll •drl'P'►�1:1' ■Am■ �r�iun till =�": ��':� 1 II It{II! l� ■ ■ mill 111 IIII III Id11A,lll ! illl I 1 ��li�l l!!!!' �■ �� ;I� 1 Ito ,YI fill �I!i�llkyllt►i�l' i111111I • 111 1 ill tI! 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I IBillli,,t� �..�...�[Inm�tIIIIIII � ��■�r!Ir!i I'!�I 1.1�61�t��ll,l��l.II mo ii `i 1 Wlllllll lung allLffiggg AI l lliiRl�i[iihu[fiiiiliilh nl�i I l II i �.oi � pill 11IA1lfittl1111��1�If�IH� � „ !1 1 r 1, I � it Sedimentation & Erosion Control Calculations Diversion Swale Calculations 401 Sand Mine Hoke County, NC Diversion Ditch 3-1 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 = ft L = - .... ft Slope= 0.023 Solving for depth Ditch Bottom Width 10 ft Ditch Side Slope 2 :1 ratio, H:V Manning's "n" 0.018 Depth 0.18 ft Discharge 7.15 cis Area 1.84 ft2 WP 10.80 It H. Radius 0.17 ft trey 0.57 Zavy 0.57 Velocity 3.88 ft/s If velocity of flow is greater than 2 ft/s, matting is required Shear Stress: T=yds Where T= Shear stress in pounds/ft2 (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 = 0.18 s= 0.02 T= 0.26 psf Use curled wood matting . w e 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 = 5 ft L= - _,.. 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 ft2 WP 11.44 ft H. Radius 0.30 ft zreQ 1.54 z,v9 1,54 Velocity 4.16 fUs If velocity of flow is greater than 2 ft/s, matting is required Shear Stress: T=yds Where T=Shear stress in pounds/ft2 (psf) y= unit weight of water, 62.4 Ib/fP (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 matting