EquipProposed Sewage Pumping Station for Cadangan Pembangunan Di Atas Lot 1668 Dan 2043,Mukim Cheras, Daerah Hulu Langat, Selangor For Tetuan Syarikat Shoib Properties Sdn BhdEquipment Specification1Inlet Chamber2580 P.E Planta.Penstock2noTypeNon risingMotor Powermanual typeChannel Width300mm2Primary Screen Chambera.Mechanical Scree1noBrandHermanModelHER-1000TypeFront rakeMotor Power0.75kWChannel width500mmClerance25mmb.Static screen2noTypeStainless steel barChannel width500mmClerance25mm3Wet weta.Raw Sewage Pump2noMakeEbaraModel100DLC55.5TypeSubmersible, non clogimpellerMotor Power5.5kWSpeed1450rpmMaterial of ConstructionCasing - Cast IronImpeller - Cast IronShaft - Stainless steelC:\My Documents\[e mail address.xls]yahooPrepared by JURUTERA PERUNDING TEGAP

calculationProposed Sewage Pumping Station for Cadangan Pembangunan Di Atas Lot 1668 Dan 2043, Mukim Cheras,Daerah Hulu Langat, Selangor For Tetuan Syarikat Shoib Properties SDN BHD1.0BASIC DESIGN DATA1Total Population Equivalent=2580PE2No. Of Sewage Pumping Station=1No3Average Flow Rate=580.5m3/day24.188m3/h0.403m3/min0.007m3/s4Peak Factor=4.235Peak Flow=2458.23m3/day102.43m3/h1.71m3/min0.0285m3/s2.0DESIGN OF INLET SCREEN CHAMBER & PRIMARY SCREEN CHAMBER FORULTIMATE PHASEUpon reaching the sewage treament plant, sewage flows to the primary screen prior to the pumpsump. The primary screening facilities consists of one mechanical screen and one manual screen as bypass.2.1Finding total opening width in coarse screenbarsx = no. of barsW = Channel width =500W' = Total channel widthW - (50 x 2) = 6x + 25(x + 1)x =12.10barsW' =25mm x ( x + 1 )W' =350mm2.2Flow rate for orifices and nozzlesQ = flow rate (m3/s)S = area of orifice measured at outer section(m2)g = acceleration due to gravity, 9.81m/s2h = head on the orifice measured from the upstream level of the liquid to the center of gravity of theorifice (m)Q = KS(2gh)1/2K = 0.622.2.1Finding h when QavgQavg =0.0067m3/sK =0.62S =0.5m(width)x0.1m(height)Q = KS(2gh)1/2(2gh)1/2 =0.2167h =0.0024mThus, H2 =0.0524m2.2.2Finding h when QpeakQpeak =0.0285m3/sK =0.62S =0.5m(width)x0.1m(height)Q = KS(2gh)1/2(2gh)1/2 =0.9178h =0.0429mThus, H2 =0.0929m2.3Finding head loss, hL across screenThe formula for head loss across clean bar screen is:hL = 1/0.7(Vft2/2g - Vapp2/2g)(Metcalf & Eddy, Eq. 6-1)Vft = Q/(W'+H2) = Q/(W'x(H2+hL))..1Vapp = Q/(W+H2) = Q/(Wx(H2+hL))..2Substitute 1 & 2 into hL,hL= Q2/0.7x2g(H2+hL)2)x(1/W'2 -1/W2)hL(H2+hL)2)= Q2/13.73(1/W'2 -1/W2)Given W =0.5W'=0.3501) At Qavg =0.00672m3/sH2 =0.0524mSolving the equation, hL =0.05m2) At Qpeak =0.0285m3/sH2 =0.0929mSolving the equation, hL =0.35m2.4Calculation for flow velocities in primary screen chamberChannel width,W=0.5mTotal opening width in screen, W'=0.350mAt Qave =0.00672H2 =0.0524hL =0.05At Qpeak =0.0285H2 =0.0929hL =0.35a) At Qavg,Therefore, H0 =H2 + hLH0=0.1024mI) Approach velocity; Vapp =Qavg/(WxH0)=0.1312m/s(2.56m3Please take note that the minimum level of difference shall be 150mmHydraulic Retention TimeThe maximum hydraulic retention time at average flow Qave , is 30 min (Guidelines for Developers,Volume iii, pg. 60)Effective Volume,Veff=4.54tret=Veff/Qave=11.3min (adequate)RAW sewage Transfer Pump (From Wet well to Receiving Manhole)Peak flow,Qpeak=1.707m3/minFrom Guideline for Developer, Volume III, Table 2.4 Recommended Design Parameters for inlet Pumps, Pg.59Provide One (1) duty and One (1) (100% standby) Pump for this pumping stationPump design flow each at 1.0 QpeakQpump=1.0 Qpeak=1x1.707m3/min=1.707m3/min=0.028m3/sStatic HeadLevel of discharge point =62.8mlevel of pump stop point =47.8mMax. static head =15m3.1Individual pipe design3.1.1.Individual pipe sizingArea of pipe, A =3.142X (D2/4)D=Diameter of individual pipe=0.0314m2D=0.2mFlowrate, Q =0.0186m/sRadius=0.1mVelocity, V =Q/Am/s=0.593m/s (ok =