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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-Basin B Outlet 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= 0.1500 ft./ft. Bed slope(3:1)= 0.330 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 /> ' or 11 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=7155.0 ft.-------Outlet 130.0 ft.---(H,,,r,= 23 ft.) Note: The total required capacity is routed <br /> through the chute(principal spillway)or <br /> ' Q hill, =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 /> Qhigh= 0.6 cfs High flow storm through chute > Tw(ft.)= Program <br /> ' Q5= 0.2 cfs Low flow storm through chute > Tw(ft.)= Program <br /> Profile and Cross Section (Output): <br /> Starting Station= 0+00.0 1 Notes: <br /> hp= 0.01 tt. (0 t.) 1)Output given as High Flow(Low Flow) values. <br /> Hpe= 0.7 ft. - h_= 0.09 ft. (0.05 ft.) 2)Tailwater depth plus d must be at or above the <br /> Energy Grade Line H <br /> ,e= 0.44 ft. hydraulic jump height for the chute to function. <br /> -________ -•. 3)Critical depth occurs 2y,-4y,upstream of crest. <br /> z 0.715y,= 0.25 ft. 4)Use WI Const.Spec. 13,Class I non-woven <br /> HP= 0.69 ft. ---_--- ( �(0.16ft.) geotextile under rock. <br /> Inlet (0.43 ft.) y,= 0.35 ft. zi= 0.2 ft. Hydraulic Jump <br /> ' Channel (0.22 ft.) Y (0.13 ft.) Height,z2= 0.57 ft. (0.35 ft.) <br /> Slope=0.15 ft./ft. <br /> Inlet A ron <br /> Yn= 0.33 ft. ---10y,= 4 ft. -' .\ Tw+d= 2.49 ft. - Tw o.k. <br /> (0.21 ft.) Hdr.p= 23 ff. - (2.31 ft.)-Tw o.k. <br /> 40(D50)= 14ft. 0 ---- ---� <br /> Velocity,,,.,= 2.7 fps radius 0S 0.49 ft. (0.31 ft.) Outlet <br /> 4 <br /> at normal depth 04j Y:-- 2.5 Channel <br /> t Critical Slope check upstream is unstable 1 v r 1 Slope=0.02 ft./ft. <br /> 1 Note:When the normal depth(y� in the inlet Geotextile <br /> 3 Outlet Apron <br /> channel is less than the weir head(Hp),ie.,the weir capacity is less --- 7 ft. --- d= 2 ft. (I ft.minimum <br /> than the channel capacity,restricted flow or ponding will occur. This Rock Chute 15(D50)(Fs) > suggested) <br /> ' reduces velocity and prevents erosion upstream of the inlet apron. Bedding Velocit&,,e,= 1.27 fps <br /> at normal depth <br /> ' Profile Along Centerline of Chute <br /> Typical Cross Section 1.2 cfs/ft. Equivalent unit discharge <br /> -Freeboard= 0.5 ft. Fs= 1.20 Factor of safety(multiplier) <br /> ' r Berm zi = 0.2 ft. Normal depth in chute <br /> A Geotextile n-value= 0.05 Manning's roughness coefficient <br /> HP. D50(Fs)= 5.2 in. Minimum Design D50` <br /> ' 1 Rock Chute 2(D50)(Fs)= 10.4 in. Rock chute thickness <br /> m =2 Bedding Tw+d= 2.49 ft. Tailwater above outlet apron <br /> r-- Oft <br /> Rock thickness= 10.4 in. z2= 0.57 ft. Hydraulic jump height <br /> 'Use HP along chute < <br /> but not less than z2. The outlet will function adequately <br /> ' 8 <br /> High Flow Storm Information <br />