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RMCBW PERUNDING SDN. BHD.CALCULATION SHEETSHEETJOBMGV - UPGRADING OF POLISASPART OF WORKRational Method CalculationGROUPMYYASSISTANTCHECKED BY:MHFDATEFILEMGV -2/Calculation1Data for area A1 :Catchment area =0.42haOverland flow =25mDrain flow =110mCatchment average slope =2.0%2From table 4.1 ( Manual of Urban Storm Water Volume 4 - 2000 )Minor system design ARI = 5 yearsMajor system design ARI = 100 years3Time of Concentration, tcFrom Design Chart 14.1 for Average Grassed Surface ( n = 0.045 ),Overland flow time,to=12minAssume average velocity in the open drain, V = 1.0 m/std=LVTime in drain,td=1101.0 X 60=1.8minTherefore total tc=to+td=12+1.8min=13.8min4Rainfall Intensity, I and Runoff Coeficient, CFor ARI of 5 years, From Table 13.A1 (Kuantan) using equation 13.2 for t = 30 minutes ;ln ( I ) = 4.7566 + 0.6589 ln ( t ) - 0.2529 [ ln ( t ) ]2 + 0.0167 [ ln ( t ) ]3ln ( I )=4.7566 + 0.6589 ln ( 30 ) - 0.2529 [ ln ( 30 ) ]2 + 0.0167 [ ln ( 30 )]3=4.7291359465I30=113.1977111475mm/hr3.40119738174.0943445622for t = 60 min5I60=78.3400558864mm/hr4.3610590416Convert to rainfall depth.5P30=56.5988555737mm5P60=78.3400558864mmPD = P30 - FD ( P60 - P30 )for tc = 13.5 min,F13.5=0.88P13.5=56.60 - 0.88 x ( 78.34 - 56.60 )=37.4688mmTherefore,5I13.5=166.528mm/hFrom Design Chart 14.3, C = 0.58 ( category 7 )5Peak Flow, Qfrom equation 14.7 ;Q=C x I x A360Q=0.58 x 166.5 x 0.42360=0.11m3/s6The same procedure was carried out for the other nodes A2 - A7 and AD1 - AD5. The resultare summarized in Table 1 following.

&R&"Arial,Bold"&8&P of &N

DesignBW PERUNDING SDN. BHD.TABLE 1SHEETJOBMGV - POLISASPART OF WORKStormwater Drainage System DesignGROUPMYYASSISTANTCHECKED BY:MHFDATEJUNE 2001FILELOCATIONDRAINAREATIME OF CONC.DRAIN DESIGN PARAMETERSDRAIN DETAILSCHECKSub-Area Node NumberLengthAreaCoefficient of RunoffEquivqlent Area (CxA)Overland Time (to)Drain Time (td)Critical Time of concentration (tc)Design ARIRainfall Intensity (I)Total Equivalent Area (CXA)Discharge Q=(CxA)xIChannel GradientChannel size (mm)Capacity, QVelocityTime Flow in SectionInvert LevelCheck Discharge for 100 year ARIRemarks(m)ha(ha)(min)(min)(min)(years)(mm/hr)(ha)m3/s(%)wdTypem3/s(m/s)(min)(m,LSD)m3/sApR^2/3ns100IA1A21100.420.580.243121.8313.8351670.240.112.0450300B10.111.811.010.16Connect to existing drain0.060.710.19241439760.0150.1414213562230A2A32202.090.801.6723.6717.5051601.920.851.0600600C0.882.391.541.140.3691.720.35818641660.0150.1215A3-aA32801.500.841.260104.6714.6751661.260.581.0450450B10.682.072.260.77Connect from existing drain.0.331.910.31002701720.0150.1220A3A41800.020.540.0113.0020.5051523.191.352.0900600D11.953.880.771.770.5011.8930.41203328770.0150.1414213562200A4A52200.730.870.6333.6724.1751403.821.490.4900900D21.491.931.901.960.7712.4930.45714240670.0150.0632455532185A5-aA5-b1200.200.540.110102.0012.0051750.110.050.50450300B10.050.912.200.070.060.710.19241439760.0150.07071067810.1951.31233A5-bA5-c900.610.530.3211.5013.5051700.430.200.50450600B10.261.321.130.280.1951.310.28069400140.0150.07071067810.331.91230A5-c-1A5-c2501.020.460.469104.1714.1751690.470.220.50450600B10.261.323.150.290.1951.310.28069400140.0150.0707106781221A5-cA5-d100.500.780.3900.1714.3451681.290.600.50600600C0.621.690.100.79Pipe culvert 600 mm dia.0.3691.720.35818641660.0150.0707106781220A5-d-1A5-d-21300.350.890.31282.1710.1751790.310.160.50450600B10.261.321.640.20Connect with existing drain.0.1951.310.28069400140.0150.0707106781235A5-d-2A5-d1600.210.850.1792.6712.8351730.490.240.50450600B10.261.322.020.320.1951.310.28069400140.0150.0707106781232A5-dA5-e1100.300.520.1571.8316.1751641.940.880.50900600D10.971.940.941.170.5011.8930.41203328770.0150.0707106781218A5-e-1A5-e902.030.841.70151.506.5051801.700.850.50900600D10.971.940.771.110.5011.8930.41203328770.0150.0707106781235A5-eA5800.500.510.2571.3317.5051603.901.730.75900900D22.032.640.512.330.7712.4930.45714240670.0150.0866025404215A5A6250.730.510.3710.4224.5851388.093.100.5012001200E3.832.580.164.041.4843.6630.54735260230.0150.0707106781180A6-aA6-b150.500.850.425100.2510.2551800.430.210.50450600B10.261.320.190.27Connect from existing drain.0.1951.310.28069400140.0150.0707106781230A6-b-1A6-b750.600.870.52271.258.2551800.520.260.50450600B10.261.320.940.340.1951.310.28069400140.0150.0707106781235A6-bA6550.300.580.1740.929.1751801.120.560.50600600C0.621.690.540.720.3691.720.35818641660.0150.0707106781232A6A7850.370.500.1861.4226.0051279.403.310.4012001200E3.422.310.614.651.4843.6630.54735260230.0150.0632455532178A6-b-1A7-a450.150.600.08870.757.7551800.090.040.50450450B10.141.080.690.060.12751.160.22928825780.0150.0707106781235A7-aA7-b1300.460.570.264152.1717.1751620.350.160.50450600B10.261.321.640.21Connect from existing drain.0.1951.310.28069400140.0150.0707106781215A7-b-1A7-b603.640.421.529201.0021.0051501.530.641.18600600C0.962.590.390.93Connect from existing drain.0.3691.720.35818641660.0150.1084619749220A7-bA7600.670.550.3691.0022.0051472.250.921.18600600C0.962.590.391.320.3691.720.35818641660.0150.1084619749212A7A8650.050.400.0201.0827.08513211.664.280.7712001200E4.753.200.345.80Pond Inlet A1.4843.6630.54735260230.0150.0877496439179AD-1AD-21206.700.724.82172.0019.0051514.822.021.00900900D22.353.050.662.65Connect from existing drain.0.7712.4930.45714240670.0150.1198AD-2AD-3203.350.712.380.3319.3351507.203.000.5012001200E3.832.580.133.98Connect with existing drain.1.4843.6630.54735260230.0150.0707106781199Box culvert : 1200 x 1200 mm.AD-3AD-42600.260.810.214.3323.6751467.413.010.3312001200E3.112.102.073.971.4843.6630.54735260230.0150.0574456265193AD-4a-1AD-4a1802.160.691.49123.0015.0051681.490.690.67600600C0.721.951.540.910.3691.720.35818641660.0150.0816496173220AD-4b-1AD-4b-22000.670.580.39123.3316.0051640.390.180.50450600B10.261.322.520.230.1951.310.28069400140.0150.0707106781216AD-4b-2AD-4a1100.660.740.481.8317.8351590.870.380.50450750B10.481.461.250.51Pipe culvert : 600 mm Dia.0.331.910.31002701720.0150.0707106781213AD-4aAD-4200.010.680.010.3318.1751552.361.021.33600600C1.022.750.121.36Pipe culvert : 600 mm Dia.0.3691.720.35818641660.0150.1153256259208AD-4AD-5300.010.800.010.502451419.773.830.5012001200E3.832.580.194.89Pond Inlet B1.4843.6630.54735260230.0150.0707106781180

&R&"Arial,Bold"&P &"Arial,Regular"

OSDBW PERUNDING SDN. BHD.CALCULATION SHEETSHEETJOBMGV - UPGRADING OF POLISASPART OF WORKAbove-Ground Storage SystemGROUPMYYASSISTANTCHECKED BY:MHFDATEFILEMGV -2/Calculation1TypeAn above-ground OSD storage is to be provided in the Lower area beforethe new proposed sportfield.2AreaTotal site area =70.31haArea contributing to OSD =42.74ha3Pre and Post-development FlowsFrom Storm water drainage system design,Time of Concentration of catchment , tc =37minTime of Concentration to OSD, tcs =30minRainfall Intensity (5 years ARI), 5I37 =115mm/hrUsing the Rational Method,DevelopmentI (mm/hr)AreaEquivalentQ (l/s)StatusCA (m2)AreaPre-development, Qp1150.304274001282204096Post-development, Qa1150.6042740025644081920.0004Permissible Site Discharge (PSD)For above-ground storage :a=(4Qa)(0.333 tcQp+0.75 tc+0.25 tcs)tcQab=4QaQptc =peak flow time of concentration from the topof the catchment to a designated outlet (min)tcs =peak flow time of concentration from the topof the catchment to development site (min)Qa =the peak post-development flow (l/s)Qp =the peak pre-development flow (l/s)Thus,a =36673b =134212267PSD =4123.261l/s5Site Storage Requirement (SSR)SSR = 0.06 td (Qd - c - d)td =selected storm duration (min)Qd =the peak post-development flowfrom the site for a storm durationequal to td (l/s)for above-ground storage :c=0.875 PSD(1 - 0.459PSD)Qdd=0.214PSD 2Qdtd (min)I (mm/hr)Eq. AreaQd (l/s)PSD (l/s)cdSSR (m3)101882564401340941233173148605215171256440121524123312816479742015325644010895412330731839167301292564409218412329752161084915351182564408380412329122371098512401092564407752412328562571113595From the previous table, maximum SSR of10849m3 occurs at a duration of30minutes.3Added 20% to the volume to account for inaccuracies in Construction and future loss of storage due to1.5the build-up of the lawn surface.Required SSR =13019.1470769779m3Provided Area =8650m2cdDepth =1.5051037083m3173148Normal water level in Detention Pond = 27.50 m3128164Level of top embankment = 29.50 m3073183Therefore freeboard available = 2.00 m>1.5051037083mOK297521629122372856257

&R&"Times New Roman,Bold"&8&P of &Na - ( a2 - 4b )0.5 2PSD =

U drain BW PERUNDING SDN. BHD.CALCULATION SHEETSHEETJOBMGV - POLISASPART OF WORKSurface Drainage DesignGROUPABSASSISTANTMYYCHECKED BY:DATEFILE1.Drain Type.TypeU sizeabHfAPFOR TYPE 300mm, 450mm(mm)(mm)(mm)(m)(mm)(m2)(m)1a300300300750.30.30.300.0750.060.711b300300300750.30.30.30.30.0750.151.311c300300300750.30.30.30.450.0750.191.611d300300300750.30.30.30.60.0750.241.912a4504504501400.450.450.4500.140.141.082b4504504501400.450.450.450.30.140.281.682c4504504501400.450.450.450.50.140.372.08FOR TYPE > 600mmTypeU sizeabHfAP(mm)(mm)(mm)(m)(mm)(m2)(m)4a6006006001500.60.60.600.150.241.424b6006006001500.60.60.60.30.150.422.024c6006006001500.60.60.60.50.150.542.426c90090060000.90.90.6000.542.106d90090075000.90.90.750.1500.682.406e90090090000.90.90.90.300.812.707e1200120090001.21.20.9001.083.007f12001200105001.21.21.05001.263.307g12001200120001.21.21.2001.443.60

&R&"Arial,Bold"&8&P of &NbaU-DRAINSbfaH

StormwaterBW PERUNDING SDN. BHD.CALCULATION SHEETJOBMGV - UPGRADING OF POLISASPART OF WORKStormwater System DesignGROUPMYYASSISTANTCHECKED BY:MHFDATEFILEMGV -2/Calculation

SHEET

sampleLOCATIONDRAINAREATIME OF CONC.DRAIN DESIGN PARAMETERSDRAIN DETAILSCHECKSub-Area Node NumberDrain SectionLengthChannel GradientAreaCoefficient of RunoffEquivqlent Area (CxA)Overland Time (to)Drain Time (td)Critical Time of concentration (tc)Design ARIRainfall Intensity (I)Total Equivalent Area (CXA)Discharge Q=(CxA)xIChannel sizeCapacity, QVelocityTime Flow in SectionInvert LevelCheck Discharge for 100 year ARI(m)(%)ha(ha)(min)(min)(min)(years)(mm/hr)(ha)m3/swdzm3/s(m/s)(min)(m,LSD)m3/sA1A21103.60.420.580.243121.8313.8351700.240.11A2A32200.51.410.841.1823.6717.5051601.080.48A3A41100.20.820.540.4411.8319.3351521.520.64A4A51200.20.200.540.1102.0021.3351501.630.68A5A6900.20.610.530.3211.5022.8351451.960.79A6-aA62501.020.460.469104.1714.251690.470.22A6A7100.20.500.840.4200.1723.0051422.851.12A7-aA7-b1300.350.890.31252.177.1751800.310.16A7-bA71600.410.890.3642.679.8451800.680.34A7A81106.00.300.520.1571.8324.8351403.681.43A8-aA8902.030.841.70151.506.5051801.700.85A8A9800.20.500.510.2571.3326.1651355.642.11A910900.730.510.3711.5027.6651326.012.20HP1-aHP11400.460.910.41652.337.3351800.420.21HP1HP2150.040.870.0360.257.5851800.450.23HP2-aHP2750.680.910.62271.258.2551800.620.31HP2A10550.300.600.1800.929.1751801.250.63A10A11950.370.600.2241.5829.2451297.492.68HP2-aHP3-b450.150.600.08870.757.7551800.090.04HP3-aHP3-b200.460.570.264150.3315.3351660.260.12HP3-bHP3-c1150.440.560.2471.9217.2551600.600.27HP3-cHP3650.140.550.0751.0818.3351560.670.29HP4-aA11650.050.550.0291.0818.3351560.700.30HP5-aHP52401.130.880.996184.0022.0051451.000.40HP6-aHP63005.100.412.092205.0025.0051382.090.80A11A12450.050.400.0200.7529.99512810.593.77AD-1AD-21200.510.050.727.24172.0019.0051517.243.03AD-2AD-32650.52.160.691.494.4223.4251428.723.44AD-3-1AD-3-22000.50.670.580.39123.3316.0051640.390.18AD-3-2AD-31100.50.660.740.481.8317.8351590.870.38AD-3AD-4400.50.010.680.010.6724.0851409.603.73F14.900.432.112020.0051502.110.88F22.240.841.881010.0051801.880.94F3F42803.400.501.70204.6724.6751391.700.664001395.682.19Total Discharge to Pond =8.60m3/sDischarge before development =4.59m3/s42.74

&C&"Arial,Bold"&14PROPOSED UPGRADING OF SULTAN AHMAD SHAH POLYTECHNIC (POLISAS) KUANTAN,

PAHANG DARUL MAKMUR&R&P of &N

Sample2BW PERUNDING SDN. BHD.CALCULATION SHEETJOBMGV - UPGRADING OF POLISASPART OF WORKAbove Ground Storage SystemGROUPMYYASSISTANTCHECKED BY:DATEFILEMGV -2/Calculation1TypeAn above-ground OSD storage is to be provided in the Lower area before the new proposed sportfield.2AreaTotal site area =70.31haArea contributing to OSD =42.74ha3Pre and Post-development FlowsFrom Storm water drainage system design,Time of Concentration of catchment , tc =37minTime of Concentration to OSD, tcs =30minRainfall Intensity (5 years ARI), I37 =115mm/hrUsing the Rational Method,DevelopmentI (mm/hr)AreaEquivalentQ (l/s)StatusCA (m2)AreaPre-development, Qp1150.404274001709605461Post-development, Qa1150.6142740026071483284Permissible Site Discharge (PSD)For above-ground storage :a=(4Qa)(0.333 tcQp+0.75 tc+0.25 tcs)tcQab=4QaQptc =peak flow time of concentration from the topof the catchment to a designated outlet (min)tcs =peak flow time of concentration from the topof the catchment to development site (min)Qa =the peak post-development flow (l/s)Qp =the peak pre-development flow (l/s)Thus,a =39012b =181932184PSD =5415.125l/s5Site Storage Requirement (SSR)SSR = 0.06 td (Qd - c - d)for above-ground storage :td =selected storm duration (min)c=0.875 PSD(1 - 0.459PSD)Qd =the peak post-development flow from theQdsite for a storm duration equal to td (l/s)d=0.214PSD 2Qdtd (min)I (mm/hr)Eq. AreaQd (l/s)PSD (l/s)cdSSR (m3)101882607141363254154000252562815171260714123545415392427873372015326071411076541538303108323301292607149372541536653669614153511826071485205415355840395751240109260714788154153462435956195From the previous table, a maximum SSR of9614m3 occurs at a duration of30minutes. Add 20% to the volume3to account for inaccuracies in construction and future loss of storage due to the build-up of the lawn surface.1.5Required SSR =11536.4565201963m3Provided Area =8488m2Depth =1.3591489774mO.K

a - ( a2 - 4b )0.5 2PSD =SHEET