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' A. Catculate Clean Sand Lift: 3 feet minus Depth to Limiting Layer (1.C) = Clean Sand Lift (1 ft minimum) <br /> � 3.0 ft - 1.7 ft= 1.3 ft <br /> B. Calcutate Upslope Height: C(eQn Sand Lift(4.A) + media depth (1 ft.)+ cover (1 ft.) = Upslope Height <br /> 1.3 ft+ 1.0 ft+ 1.0 ft= 3.3 ft <br /> �. Select Ups(ope Berm Multip(ier <br /> (based on tand slope): 2-�0 (figure D-34) <br /> D. Calculate Ups(ope 8erm Width: Mu(tiptier (4.C)X Upslope Mound Height (4.6) = Ups(ope Berm Width <br /> 2.70 x 3.3 ft= 9.0 ft <br /> E. Calculate Drop in Elevation Under Media:Media Width (2.8) X Land 5(ope(1.E) : 100=Drop (ft) <br /> 10.0 x 12.0 %: 100= 1.2 ft <br /> F. Calculate Downslope Mound Height: Upstope Height (4.6) + Drop in Elevation (4.E)= Downslope Height <br /> 3.3 ft+ 1.2 ft= 4.5 ft <br /> Setect Downs(ope Berm Multiplier <br /> G' (based on land slope): 6.25 (figure D-34) <br /> H. Calcutate Downsiope Berm Width: Mu(tip(ier (4.G)X Downslope Height(4.F) = Downslope Berm Width <br /> 6.25 x 4.5 ft= 28.0 ft <br /> i. Calculate Minimum Berm to Cover Absorption Area: Downs(ope Absorption Width (3.B or 3.Cj +4 ft. = ft <br /> 5.4 ft+ 4 ft= 9.4 ft <br /> J. Design Downstope 8erm =greater of 4H and 41: 28.0 ft <br /> K. Setect Endslope Berm Mu(tip(ier: 3.00 (usualty 3.Q or 4.0) <br /> L. Calculate Ends(ope Berm (4.K)X Downs[ope Mound Height (4.F) =Endsfope Berm Width <br /> - 3.00 x 4.5 ft= 14.0 ft <br /> M. Calcutate Mound Width: Upslope Berm Width(4.D)+Media Width (2.B)+Downslope Berm Width (4.J) =ft <br /> 9.0 ft+ 10.0 ft+ 28.0 ft= 47.0 ft <br /> N. Calculate Mound Length: Endslope Berm Width (4.L) +MediQ length (2.C)+Ends(ope Berm Width (4.L) =ft <br /> 14.0 ft + 63.0 ft+ 14.0 ft= 91.0 ft <br /> D-34:Siopc R1ultipNer Table <br /> Land Slope� 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 <br /> UpslOpe 3:t 3.00 2.91 2.83 2.75 2.68 Z.61 2.Sa 2.-18 Z.a2 2.36 2.31 216 2.21 2.17 Z.13 2.C9 1.05 2.03 2.00 1.97 t.S5 1.93 �.91 i.89 1.87 1.85 <br /> Bernl RatiO -i:t a.00 3.85 3.70 3.57 3.d5 3.33 3.23 3.12 3.03 2.9d 2.86 2.78 2.70 2.62 2.55 2.aS 2.41 2.35 2.29 2.23 2.18 2.13 2.08 2.03 1.98 1.43 <br /> LdRd 51ope% 0 I 2 3 4 5 6 7 S 9 10 11 12 f 3 14 15 16 17 18 19 20 21 22 23 24 25 <br /> �OV!(1S10� 3:1 3.00 3.09 3.19 3.3D 3.d1 3.53 3.66 3.80 3.95 4.11 d.29 d.d8 5.69 d.95 5.2-t 5.55 5.84 6.2J E.63 7.0�1 7.-t7 7.93 8.42 8.93 9..16 t0.02 <br /> BE�rnI Rat10 d:1 J•OD d•17 435 4.S�t 4.76 S.CO 5.26 S.Sb 5.E8 615 6.67 7.1-! 7.69 8.29 8.92 9.57 10.2-! 10.9�1 11.67 12.a2 93.19 13.99 3�.92 l5.67 tE.5d 17.JJ <br /> 5. ORGANIC LOADING: (if pretreatment is being used) <br /> A. Organic Loading = Design Ftow X Fstimated 80D in mg/L in the effluent X 8.35 : 1,000,000 (See Table ill) <br /> gpd X mg/L X 8.35: 1,000,000 = lbs BOD/day <br /> B. Calculate System Organic Loodin : (bs. 80D (5.A) :Media Area (2.A) = lbs/da /ft2 <br /> tbs/day = ftz = lbs/day/ftZ <br /> Table III (7083.4030) <br /> BOD Treatment BOD (mg/L) <br /> Level A 15 <br /> Level B 25 <br /> Level C 125 <br /> 6. MOUND DIMENSIONS <br /> J J <br />