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Rock Chute.xls Page 1 of 3 <br /> ' Rock Chute Design Data <br /> ' (Version WI-July-2010, Based on Design of Rock Chutes by Robinson, Rice, Kadavy,ASAE, 1998) <br /> Project: Morrison Quarry-Culvert A Outlet Chan County: Jefferson <br /> Designer: TPY Checked by: <br /> Date: May 18, 2020 Date: <br /> ' Input Geometry: <br /> > Upstream Channel Chute Downstream Channel <br /> Bw= 0.0 ft. Bw= 0.0 ft. Bw= 0.0 ft. <br /> Side slopes= 2.0 (m:1) Factor of safety= 1.20 (Fs) 1.2 Min Side slopes= 2.0 (m:1) <br /> ' Velocity n-value= 0.060 Side slopes= 2.0 (m:1) ,2.0:1 max. Velocity n-value= 0.060 <br /> Bed slope= 0.3300 ft./ft. Bed slope(3:1)= 0.333 ft./ft ,3.0:1 max. Bed slope= 0.0200 ft./ft. <br /> Note:n value=a)velocity n from waterway program Freeboard= 0.5 ft. --' <br /> ' orb computed mannin s n for channel Outlet apron depth,d= 2.0 ft. Base flow= 0.0 cfs <br /> Design Storm Data Table 2 FOTG WI-NRCS Grade Stabilization Structure No.410 : <br /> Apron elev.--- Inlet=7130.0 ft.-------Outlet 120.0 ft.---(H,,,p= 8 ft.) Note: The total required capacity is routed <br /> through the chute(principal spillway)or <br /> Q high =Runoff from design storm capacity from Table 2,FOTG Standard 410 in combination with an auxiliary spillway. <br /> Q 5 =Runofff from a 5-year,24-hour storm. Input tailwater(Tw): <br /> Qh,9h= 58.8 cfs High flow storm through chute - Tw(ft.)= Program <br /> ' Q5= 4.2 cfs Low flow storm through chute - Tw(ft.)= Program <br /> Profile and Cross Section (Output): <br /> Starting Station= 0+00.0 Notes: <br /> ' hP = 0.04 t. 0.01 .) 1)Output given as High Flow(Low Flow) values. <br /> H,= 4.36 ft. hog= 0.55 ft. (0.2 ft.) 2)Tailwater depth plus d must be at or above the <br /> Energy Grade Line HGe= 2.77 ft. hydraulic jump height for the chute to function. <br /> ' -=_______ ../-. - -•• 3)Critical depth occurs 2y,-4y,upstream of crest. <br /> .A 0.715yc= 1.59 ft. 4)Use WI Const.Spec. 13,Class I non-woven <br /> HP= 4.32 ft. _______, �(0.55 ft.) geotextile under rock. <br /> Inlet (1.51 ft.) y�= 2.22 ft. Zt = 1.19 ft. Hydraulic Jump <br /> ' Channel (0.77 ft.) (0.43 ft.) --- Height,z2= 3.74 ft. (1.27 ft.) <br /> ��� <br /> Slope=0. ft./ft. <br /> 33 Inlet A ron `� <br /> t y = 1.6 ft. ---10y,= 22 ft.-- .\ Tw+d= 4.71 ft. - Tw o.k. <br /> ' (0.6 ft.) Hdrop= 8 ft. (3.01 h.) Tw o.k. <br /> 40(Dso)- 62 ft.J `O ---�----�------------------- <br /> - <br /> Velocity,n,e, = 11.43 fps radius os� 2.71 ft. (1.01 ft.) Outlet <br /> at normal depth ��Sy --' 2.5 Channel <br /> ' Critical Slope check upstream is unstable 1 r r 1!^ Slope=0.02 ft./ft. <br /> Note:When the normal depth Geotextile <br /> P (Y�)�in the inlet 3 ` Outlet Apron <br /> channel is less than the weir head(HP),ie.,the weir capacity is less --`--- 28 ft.----I- d= 2 ft. (1 ft.minimum <br /> than the channel capacity,restricted flow or ponding will occur. This Rock Chute � 15(D50)(FJ suggested) <br /> ' reduces velocity and prevents erosion upstream of the inlet apron. Bedding Velocityo tiet= 4 fps <br /> at normal depth <br /> ' Profile Along Centerline of Chute <br /> Typical Cross Section 18.75 cfs/ft. Equivalent unit discharge <br /> Freeboard= 0.5 ft. Fs= 1.20 Factor of safety(multiplier) <br /> Berm zt = 1.19 ft. Normal depth in chute <br /> -� Geotextile n-value= 0.061 Manning's roughness coefficient <br /> H , D50(Fs)= 22.4 in. Minimum Design D50 <br /> ' 1 Rock Chute 2(D50)(F5)= 44.8 in. Rock chute thickness <br /> m =2 1 Bedding Tw+d= 4.71 ft. Tailwater above outlet apron <br /> 'Use HP along chute ` �� Oft. ---� Rock thickness= 44.8 in. zZ= 3.74 ft. Hydraulic jump height <br /> but not less than z2.1 B, The outlet will function adequately <br /> High Flow Storm Information <br /> t <br />