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iRock_Chute.xls Page 1 of 3 i Rock Chute Design Data i (Version WI-July-2010, Based on Design of Rock Chutes by Robinson, Rice, Kadavy,ASAE, 1998) Project: Morrison Quarry-Culvert C Outlet Chan County: Jefferson Designer: TPY Checked by: Date: May 18, 2020 Date: i Input Geometry: > Upstream Channel Chute Downstream Channel Bw= 0.0 ft. Bw= 0.0 ft. Bw= 0.0 ft. Side slopes= 2.0 (m:1) Factor of safety= 1.20 (FJ 1.2 Min Side slopes= 2.0 (m:1) Velocity n-value= 0.060 Side slopes= 2.0 (m:1) '2.0:1 max. velocity n-value= 0.060 Bed slope= 0.3300 ft./ft. Bed slope(3:1)= 0.330 ft./ft >3.0:1 max. Bed slope= 0.0200 ft./ft. Note:n value=a)velocity n from waterway program Freeboard= 0.5 ft. orb computed mannin s n for channel Outlet apron de th,d= 2.0 ft. Base flow= 0.0 cfs iDesign Storm Data Table 2 FOTG WI-NRCS Grade Stabilization Structure No. 410 : Apron elev.--- Inlet=7025.0 ft.-------Outle6975.0 ft.---(H,r,r= 48 ft.) Note: The total required capacity is routed through the chute(principal spillway)or Q h19h =Runoff from design storm capacity from Table 2,FOTG Standard 410 in combination with an auxiliary spillway. Q 5 =Runot f from a 5-year,24-hour, storm. Input tailwater(Tw): Qhigh= 58.8 cfs High flow storm through chute > Tw(ft.)= Program i Q5= 4.2 cfs Low flow storm through chute > Tw(ft.)= Program Profile and Cross Section (Output): Starting Station= 0+00.0 Notes: hpv= 0.04 ft. 0.01 .) 1)Output given as High Flow(Low Flow) values. Hpe= 4.36 ft. - h, = 0.55 ft. (0.2 ft.) 2)Tailwater depth plus d must be at or above the Energy Grade Line j HCe= 2.77 ft. hydraulic jump height for the chute to function. -'-----__ /- - - 3)Critical depth occurs 2y,-4y,upstream of crest. 1.59 ft. 4)Use WI Const.Spec. 13,Class I non-woven Hp= 4.32 ft. I ......... � �(0.55 ft.) geotextile under rock. ChannelInlet (1 51 ft) y, 2.22 ft A z, = 1.2 ft. Hydraulic Jump (0.77 ft.) (0.43 ft.) Height,z2= 3.74 ft. (1.27 ft.) Slope_ � P -0.33 ft./ft. Inlet ApronNn Yn= 1.6 ft. ---10y,= 22 ft.-' Tw+d= 4.71 ft. -Tw o.k. (0.6 ft.) Hd,op= 48 ft. 3.01 ft. Tw o.k. i �-------- )- Velocityn,e,= 11.43 fps rad067 2.71 ft. (1.01 ft.) Outlet at normal depth .i �os4 r--' 2.5 Channel i Critical Slope check upstream is unstable _ Slope Note:When the normal depth(y,)in the inlet Geotextile--� 3 Outlet Apron channel is less than the weir head(Hp),ie.,the weir capacity is less -�--- 28 ft.--- d= 2 ft.(1 ft.minimum than the channel capacity,restricted flow or ponding will occur. This Rock Chute 15(D50)(FJ > suggested) reduces velocity and prevents erosion upstream of the inlet apron. Bedding Velocity,,,,,,,= 4 fps at normal depth Profile Along Centerline of Chute ' Typical Cross Section 18.75 cfs/ft. Equivalent unit discharge Freeboard= 0.5 ft. Fs= 1.20 Factor of safety(multiplier) __r Berm z, = 1.2 ft. Normal depth in chute --� Geotextile n-value= 0.061 Manning's roughness coefficient .� Hp- D50(Fs)= 22.3 in. Minimum Design D50' p - Rock Chute 2(D50)(Fs)_ 44.7 in. Rock chute thickness m =2 Bedding Tw+d= 4.71 ft. Tailwater above outlet apron Use Hp along chute ` 0 ft. Rock thickness= 44.7 in. zZ- 3.74 ft. Hydraulic jump height but not less than to The outlet will function adequately 8 High Flow Storm Information i