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Data proData ProcessorCalculation Of Peak Discharge Using Rational MethodCoefficients of the IDF Polynomial EquationsARIabcd25.07900.3724-0.17960.008155.23200.3330-0.16350.0068105.58680.0964-0.10140.0021205.52940.2189-0.13490.0051505.29930.4270-0.17800.008201005.55750.3005-0.14650.0058ln(RIt)=a+bln(t)+c(ln(t)2)+d(ln(t)3)when t=60minARI25102050100ln(I60)4.14894.32134.42584.51434.62654.7301I6063.3775.2983.5891.31102.15113.30P6063.3775.2983.5891.31102.15113.30when t=30minARI25102050100ln(I30)4.58674.74084.82434.91405.01515.1130I3098.17114.52124.50136.19150.67166.17P3049.0857.2662.2568.0975.3483.09P30=P30-FD(P60-P30)ARItFDPI(years)(min)(mm)(mm/hr)252.0819.37232.49101.2830.80184.81150.837.66150.63200.4742.37127.11250.23545.73109.7430049.0898.1735--89.7340--82.7145--76.7850--71.6855--67.2560--63.37552.0819.77237.22101.2834.19205.13150.842.84171.36200.4748.79146.37250.23553.02127.2630057.26114.5235--105.0940--97.2145--90.5150--84.7455--79.7160--75.291052.0817.88214.59101.2834.95209.68150.845.18180.74200.4752.22156.67250.23557.24137.3730062.25124.5035--114.6840--106.4845--99.5150--93.4955--88.2360--83.582052.0819.80237.63101.2838.38230.26150.849.52198.08200.4757.18171.55250.23562.64150.3330068.09136.1935--125.4240--116.4245--108.7750--102.1655--96.4060--91.315052.0819.56234.71101.2841.01246.07150.853.88215.54200.4762.73188.20250.23569.03165.6830075.34150.6735--139.2040--129.5345--121.2350--114.0455--107.7360--102.1510052.0820.24242.84101.2844.41266.46150.858.91235.65200.4768.88206.65250.23575.99182.3730083.09166.1735--153.6540--143.1145--134.0850--126.2555--119.3860--113.30Monthst2It0.25x2It35232.4958.1210184.8146.2015150.6337.6620127.1131.7825109.7427.443098.1724.543589.7322.434082.7120.684576.7819.195071.6817.925567.2516.816063.3715.84

Front CoverCADANGAN BAGI TUJUAN MEMECAH SEMPADAN UNTUK PENGELUARAN HAKMILIK DI ATAS TANAH MILIK (GERAN MUKIM 2353) LOT 265 (KELUASAN :1.3127HA), MUKIM PENGKALAN BHARU, DAERAH MANJUNG, PERAK DARUL RIDZUANLAPORAN KIRAAN HIDROLIK(SISTEM SALIRAN DAN PERPARITAN)21hb August 2009Pemaju:Uniteck Agency Sdn. Bhd. (17908-V)No. 13A, Lorong Brunei, Off Jalan Pudu, 55100, Kuala LumpurJurutera Perunding:P.M.K. Taiping Sdn. Bhd.No.7, Jalan Medan Taiping 2, Medan Taiping, 34000, Taiping, Perak

ReportP.M.K TAIPINGWorksheetStormwater Drainage Design For Small CatchmentCheck-ProjectCADANGAN BAGI TUJUAN MEMECAH SEMPADAN UNTUK PENGELUARAN HAKMILIK DI ATAS TANAH MILIK (GERAN MUKIM 2353) LOT 265 (KELUASAN :1.3127HA), MUKIM PENGKALAN BHARU, DAERAH MANJUNG, PERAK DARUL RIDZUANDesignLKHDateAug-09Page1Amendment-a.PengenalanTapak pembangunaan ini adalah terletak di atas Lot 265 di Daerah Manjung. Jumlah keluasan tanah tapak cadanganialah 3.2437 ekar/1.3127 hektar. Jalan masuk utama ke tapak tersebut adalah melalui Jalan sediada Pengkalan Baharu - Lumutb.PembangunaanJenis pembangunaan yang dicadangkan di atas lot tanah ini adalah pembangunaan jenis perindustrian yang melibatkan8 unit lot tanah industri. Dijangkakan lot industri ini akan dibangunkan secara berfasa.Jenis pemajuanunitFasa PembangunaanLot Industri Sesebuah8Fasa Berperingkat--c.Aliran Semulajadi Sebelum PembangunaanUntuk masa sekarang, tapak cadangan tersebut adalah merupakan lot tanah lapang. Merujukkan kepada pelan ukur aras,terdapat kolam semulajadi terletak bersebelahan dengan lot tanah pembangunaan dan air larian di lot pembangunaan ini didapatiadalah mengalir ke kolam tersebut.

Drainage designP.M.K TAIPINGWorksheetStormwater Drainage Design For Small CatchmentCheck-ProjectCADANGAN BAGI TUJUAN MEMECAH SEMPADAN UNTUK PENGELUARAN HAKMILIK DI ATAS TANAH MILIK (GERAN MUKIM 2353) LOT 265 (KELUASAN :1.3127HA), MUKIM PENGKALAN BHARU, DAERAH MANJUNG, PERAK DARUL RIDZUANDesignLKHDateAug-09Page2Amendment -d.Rekabentuk Sistem Perparitan dan SaliranDisebabkan keluasan pembangunaan tanah adalah berskil kecil, maka dijangka jumlah pertambahanaliran air larian kepada sistem perparitan sediada adalah hanya minima sahaja.Namun begitu, sistem "on-site detention" turut dicadangkan di tapak untuk mengawal jumlah kadaralirkeluar air larian dari tapak cadangan. Antara kaedah sistem "on-site detention" yang dicadangkan adalahsistem longkang takungan.e.Sistem "On-site Detention"keluasan tapak cadangan adalah bersize kecil iaitu hanya melibatkan 8 lot tanah industri, makasistem "on-site detention" berjenis kolam takungan tidak dapat dipraktikkan disebabkan kekurangan kawasantanah. Oleh itu, adalah dicadangan sistem longkang takungan digunakan sebagai struktur takungan airlarian. Longkang larian yang dicadangkan di sekeliling lot tanah industri sesebuah akan digunasamakansebagai kolam takungan untuk menakung sementara air larian sebelum disalirkan keluar.f.Kawasan TadahanJumlah keluasan tapak cadangan adalah kira-kira 1.3127 hektar dan disebabkan aras tanah lot pembangunaanini adalah rata maka keluasan kawasan tadahan untuk lot pembangunaan ini adalah hanya melingkungi jumlahkeluasan lot pembangunaan ini sahaja iaitu 1.3127 hektar.

QpreP.M.K TAIPINGWorksheetStormwater Drainage Design For Small CatchmentCheck-ProjectCADANGAN BAGI TUJUAN MEMECAH SEMPADAN UNTUK PENGELUARAN HAKMILIK DI ATAS TANAH MILIK (GERAN MUKIM 2353) LOT 265 (KELUASAN :1.3127HA), MUKIM PENGKALAN BHARU, DAERAH MANJUNG, PERAK DARUL RIDZUANDesignLKHDateAug-09Page3RefCalculationAmendment -g.Calculation Of Pre-development Peak DischargeCatchment InformationLot 265Catchment Area:Lot 265Site Condition:Flat land(pre-development)Runoff Coeficient:Category D (Refer Chart 14.4)Catchment Area:1.3127haState:PerakLocation:Mukim Pengkalan BharuStatus:Pre-developmentCalculation Of Peak Discharge Using Rational Method - Pre-developmentTable 13.A1Coefficients of the IDF Polynomial EquationsARIabcd25.079000.37240-0.179600.0081055.232000.33300-0.163500.00680105.586800.09640-0.101400.00210205.529400.21890-0.134900.00510505.299300.42700-0.178000.008201005.557500.30050-0.146500.00580Time of concentration(tc)eq.14.6For natural catchment,tc=FcL/A1/10S1/5minConversion factorFc=92.5Length of flow pathL=0.5kmCatchment areaA=1.3127haSlope of stream flow pathS=20m/kmTotal time of concentrationtc=24.7min~25minThe average rainfall intensity for ARI and duration twhen t=25minTable 13.3Fd=0.240eq.13.2ln(RIt)=a+bln(t)+c(ln(t)2)+d(ln(t)3)ARI(years)25102050100Category D (Refer Chart 14.4)I25(mm/hr)109.57127.04137.11150.05165.36182.00Chart 14.3C0.6900.7100.7200.7300.7350.740eq.14.7Qpre(m3/s)0.2760.3290.3600.3990.4430.491Data Processorln(RIt)=a+bln(t)+c(ln(t)2)+d(ln(t)3)when t=25minARI25102050100ln(I25)4.68704.83664.91655.00645.10305.2003I25108.53126.04136.53149.36164.51181.33P25108.53126.04136.53149.36164.51181.33Data Processorln(RIt)=a+bln(t)+c(ln(t)2)+d(ln(t)3)when t=60minARI25102050100ln(I60)4.14894.32134.42584.51434.62654.7301I6063.3775.2983.5891.31102.15113.30P6063.3775.2983.5891.31102.15113.30when t=30minARI25102050100ln(I30)4.58674.74084.82434.91405.01515.1130I3098.17114.52124.50136.19150.67166.17P3049.0857.2662.2568.0975.3483.09when t=25minFD=0.240P30=P30-FD(P60-P30)25102050100P2545.6652.9357.1362.5268.9075.83I25109.57127.04137.11150.05165.36182.00

QpostP.M.K TAIPINGWorksheetStormwater Drainage Design For Small CatchmentCheck-ProjectCADANGAN BAGI TUJUAN MEMECAH SEMPADAN UNTUK PENGELUARAN HAKMILIK DI ATAS TANAH MILIK (GERAN MUKIM 2353) LOT 265 (KELUASAN :1.3127HA), MUKIM PENGKALAN BHARU, DAERAH MANJUNG, PERAK DARUL RIDZUANDesignLKHDateAug-09Page4RefCalculationAmendment -h.Calculation Of Post Development Peak DischargeCatchment InformationLot 265Sub-catchment:Lot 265Site Condition:Light Industry Lot(post-development)Runoff Coeficient:Categrory 6 - Surban ResidentialCatchment Area:1.3127haState:PerakLocation:Mukim Pengkalan BharuStatus:Post-DevelopmentCalculation Of Peak Discharge Using Rational Method- Post DevelopmentTable 13.A1Coefficients of the IDF Polynomial EquationsARIabcd25.079000.37240-0.179600.0081055.232000.33300-0.163500.00680105.586800.09640-0.101400.00210205.529400.21890-0.134900.00510505.299300.42700-0.178000.008201005.557500.30050-0.146500.00580Time of concentration(tc)eq.14.1Overland flow timeto=107nL1/3 / S1/2minDurationP24hManning's roughness co.n=0.011Length of flow pathL=50m5.002.08Slope of overland surfaceS=3%6.001.92Overland flow timeto=2.5min7.001.768.001.60eq.14.4bOpen drain flow timetdL/v9.001.44Average velocityv=1m/s10.001.28Length of flow pathL=150m11.001.18Open drain flow timetd=2.5min12.001.0913.000.99Total time of concentrationtc=5.0min~10min14.000.9015.000.80The average rainfall intensity for ARI and duration t16.000.7317.000.67when t=10min18.000.60Table 13.3FD=1.2819.000.5420.000.47eq.13.2ln(RIt)=a+bln(t)+c(ln(t)2)+d(ln(t)3)21.000.42eq.13.3P0=P30-FD(P60-P30)22.000.3823.000.33ARI(years)25102050100Categrory 6 - Surban Residential24.000.28I10(mm/hr)184.81205.13209.68230.26246.07266.4625.000.24Chart 14.3C0.6850.7100.7150.7350.7500.77026.000.19eq.14.7Qpost(m3/s)0.4620.5310.5470.6170.6730.77027.000.1430.000.00Data Processorln(RIt)=a+bln(t)+c(ln(t)2)+d(ln(t)3)when t=10minARI25102050100ln(I10)5.08315.21495.29685.38055.43895.5435I10161.28184.00199.70217.12230.18255.57P10161.28184.00199.70217.12230.18255.57Data Processorln(RIt)=a+bln(t)+c(ln(t)2)+d(ln(t)3)when t=60minARI25102050100ln(I60)4.14894.32134.42584.51434.62654.7301I6063.3775.2983.5891.31102.15113.30P6063.3775.2983.5891.31102.15113.30when t=30minARI25102050100ln(I30)4.58674.74084.82434.91405.01515.1130I3098.17114.52124.50136.19150.67166.17P3049.0857.2662.2568.0975.3483.09when t=10minFD=1.280P30=P30-FD(P60-P30)25102050100P1030.8034.1934.9538.3841.0144.41I10184.81205.13209.68230.26246.07266.46

Detention DrainP.M.K TAIPINGWorksheetStormwater Drainage Design For Small CatchmentCheck-ProjectCADANGAN BAGI TUJUAN MEMECAH SEMPADAN UNTUK PENGELUARAN HAKMILIK DI ATAS TANAH MILIK (GERAN MUKIM 2353) LOT 265 (KELUASAN :1.3127HA), MUKIM PENGKALAN BHARU, DAERAH MANJUNG, PERAK DARUL RIDZUANDesignLKHDateAug-09Page5RefCalculationAmendment -i.On-Site Detention CapacityCl 19.4.1Determination Of Permissible Site Discharge (PSD)eq. 19.1PSD=a-(a2-4b)1/22For above ground storageeq. 19.1aa=(4Qa/tc) (0.333tcQp/Qa + 0.75tc + 0.25tcs)eq.19.1bb=4QaQpwheretc=10mintcs=10minARIQaQpabPSDPROP. PSD(years)(l/s)(l/s)(l/s)(L/S)24622762215.632510048260.9260*Note : PSD is based to 2 yrs ARI for all cases55313292562.228698796310.3260105473602667.520787680338.2260206173992999.468984732375.2260506734433282.0761192556416.12601007704913734.0121512280462.2260Determination Of Site Storage Requirement (SSR)eq. 19.2SSR=0.06td (Qd-c-d)eq. 19.2ac=0.875 PSD (1-0.459PSD/Qd)eq. 19.2bd=0.214 PSD2/QdFor ARI2yearsNote:-Qd=Post Development Peak Discharge of Storm Duration tdQp=Pre-Development Peak Discharge of Storm Duration tdtdIPost-developmentPre-DevelopmentPostQdQp(min)(mm/hr)CA(ha)CA(ha)CA(l/s)(l/s)5232.490.7371.31271.31270.967625-10184.810.6901.31271.31270.906465-15150.630.6301.31271.31270.827346-20127.110.5801.31271.31270.761269-25109.740.5451.31271.31270.715218-3098.170.5151.31271.31270.676184-3589.730.4851.31271.31270.637159-4082.710.4701.31271.31270.617142-4576.780.4401.31271.31270.578123-5071.680.4301.31271.31270.564112-5567.250.4151.31271.31270.545102-6063.370.4001.31271.31270.52592-tdQdPSDcdSSR(min)(l/s)(l/s)(m3)5625260.0184.0523.1537125.310465260.0169.1131.1124158.915346260.0149.0441.8074139.720269260.0126.5153.8130106.225218260.0103.0166.331473.130184260.080.2278.474146.235159260.056.4191.163123.340142260.035.97102.05348.945123260.07.09117.4423-3.750112260.0-14.07128.7178-6.855102260.0-39.28142.1499-3.66092260.0-66.25156.52307.8Critical Duration Storm, td=10minsThe storage capacity required is=158.9m3.P.M.K TAIPINGWorksheetStormwater Drainage Design For Small CatchmentCheck-ProjectCADANGAN BAGI TUJUAN MEMECAH SEMPADAN UNTUK PENGELUARAN HAKMILIK DI ATAS TANAH MILIK (GERAN MUKIM 2353) LOT 265 (KELUASAN :1.3127HA), MUKIM PENGKALAN BHARU, DAERAH MANJUNG, PERAK DARUL RIDZUANDesignLKHDateAug-09Page6RefCalculationAmendment -For ARI5yearstdIPost-DevelopmentPre-DevelopmentPostQdQp(min)(mm/hr)CA(ha)CA(ha)CA(l/s)(l/s)5237.220.7421.31271.31270.974642-10205.130.7101.31271.31270.932531-15171.360.6651.31271.31270.873416-20146.370.6231.31271.31270.818333-25127.260.5851.31271.31270.768271-30114.520.5601.31271.31270.735234-35105.090.5301.31271.31270.696203-4097.210.5101.31271.31270.669181-4590.510.4901.31271.31270.643162-5084.740.4751.31271.31270.624147-5579.710.4601.31271.31270.604134-6075.290.4401.31271.31270.578121-tdQdPSDcdSSR(min)(l/s)(l/s)(m3)5642260.0185.2022.5390130.210531260.0176.3827.2400196.515416260.0162.1634.8146196.720333260.0145.8543.5079171.825271260.0127.4953.2909136.030234260.0111.4061.8621109.135203260.093.8271.230079.940181260.077.3180.024356.245162260.059.6289.452634.250147260.042.5398.559817.155134260.024.44108.19513.560121260.02.73119.7663-6.1Critical Duration Storm, td=15minsThe storage capacity required is=196.7m3.For ARI10yearstdIPost-DevelopmentPre-DevelopmentPostQdQp(min)(mm/hr)CA(ha)CA(ha)CA(l/s)(l/s)5214.590.7201.31271.31270.945563-10209.680.7151.31271.31270.939547-15180.740.6801.31271.31270.893448-20156.670.6401.31271.31270.840366-25137.370.6051.31271.31270.794303-30124.500.5801.31271.31270.761263-35114.680.5601.31271.31270.735234-40106.480.5301.31271.31270.696206-4599.510.5201.31271.31270.683189-5093.490.5001.31271.31270.656170-5588.230.4901.31271.31270.643158-6083.580.4701.31271.31270.617143-P.M.K TAIPINGWorksheetStormwater Drainage Design For Small CatchmentCheck-ProjectCADANGAN BAGI TUJUAN MEMECAH SEMPADAN UNTUK PENGELUARAN HAKMILIK DI ATAS TANAH MILIK (GERAN MUKIM 2353) LOT 265 (KELUASAN :1.3127HA), MUKIM PENGKALAN BHARU, DAERAH MANJUNG, PERAK DARUL RIDZUANDesignLKHDateAug-09Page7RefCalculationAmendment -tdQdPSDcdSSR(min)(l/s)(l/s)(m3)5563260.0179.3125.6780107.510547260.0177.8426.4629205.415448260.0166.9232.2801224.120366260.0153.2439.5664207.425303260.0137.9147.7373176.130263260.0124.3954.9422151.235234260.0111.5661.7750127.840206260.095.5770.297595.845189260.083.6176.671376.750170260.068.2184.873952.155158260.055.2791.771635.060143260.037.96100.995215.4Critical Duration Storm, td=15minsThe storage capacity required is=224.1m3.For ARI20yearstdIImpervious AreaPervious AreaCAQdQp(min)(mm/hr)CA(ha)CA(ha)(l/s)(l/s)5237.630.7421.31271.31270.974643-10230.260.7351.31271.31270.965617-15198.080.7031.31271.31270.923508-20171.550.6701.31271.31270.880419-25150.330.6301.31271.31270.827345-30136.190.6101.31271.31270.801303-35125.420.5801.31271.31270.761265-40116.420.5601.31271.31270.735238-45108.770.5401.31271.31270.709214-50102.160.5201.31271.31270.683194-5596.400.5001.31271.31270.656176-6091.310.4851.31271.31270.637161-tdQdPSDcdSSR(min)(l/s)(l/s)(m3)5643260.0185.27222.50075130.510617260.0183.50523.44214246.115508260.0174.03128.49031274.720419260.0162.71934.51759266.225345260.0148.88441.88956231.930303260.0137.87447.75583211.135265260.0125.14454.53870179.740238260.0113.29460.85281152.645214260.0100.73167.54711123.950194260.087.34674.6788795.155176260.073.02282.3115567.460161260.059.37489.5837445.1Critical Duration Storm, td=15minsThe storage capacity required is=274.7m3.P.M.K TAIPINGWorksheetStormwater Drainage Design For Small CatchmentCheck-ProjectCADANGAN BAGI TUJUAN MEMECAH SEMPADAN UNTUK PENGELUARAN HAKMILIK DI ATAS TANAH MILIK (GERAN MUKIM 2353) LOT 265 (KELUASAN :1.3127HA), MUKIM PENGKALAN BHARU, DAERAH MANJUNG, PERAK DARUL RIDZUANDesignLKHDateAug-09Page8RefCalculationAmendment -For ARI50yearstdIPost-DevelopmentPre-DevelopmentPostQdQp(min)(mm/hr)CA(ha)CA(ha)CA(l/s)(l/s)5234.710.7391.31271.31270.970632-10246.070.751.31271.31270.985673-15215.540.721.31271.31270.945566-20188.200.691.31271.31270.906474-25165.680.661.31271.31270.866399-30150.670.631.31271.31270.827346-35139.200.611.31271.31270.801310-40129.530.591.31271.31270.774279-45121.230.571.31271.31270.748252-50114.040.561.31271.31270.735233-55107.730.541.31271.31270.709212-60102.150.531.31271.31270.696197-tdQdPSDcdSSR(min)(l/s)(l/s)(m3)5632260.0184.57322.87299127.510673260.0187.15621.49679278.615566260.0179.52125.56506324.720474260.0170.16330.55133327.425399260.0159.41036.28051304.630346260.0149.06241.79459279.535310260.0139.81646.72125258.540279260.0130.06951.91466232.045252260.0119.75357.41126202.050233260.0110.91262.12208179.555212260.099.51668.19436146.660197260.089.97673.27753123.0Critical Duration Storm, td=15minsThe storage capacity required is=327.4m3For ARI100yearstdIPost-DevelopmentPre-DevelopmentPostQdQp(min)(mm/hr)CA(ha)CA(ha)CA(l/s)(l/s)5242.840.7461.31271.31270.979661-10266.460.771.31271.31271.011748-15235.650.741.31271.31270.971636-20206.650.7121.31271.31270.935537-25182.370.6851.31271.31270.899456-30166.170.661.31271.31270.866400-35153.650.641.31271.31270.840359-40143.110.621.31271.31270.814324-45134.080.61.31271.31270.788293-50126.250.5851.31271.31270.768269-55119.380.571.31271.31270.748248-60113.300.551.31271.31270.722227-tdQdPSDcdSSR(min)(l/s)(l/s)(m3)5661260.0186.40021.89957135.710748260.0191.21019.33644322.615636260.0184.80322.75046385.520537260.0176.89726.96322399.225456260.0167.89731.75874383.830400260.0159.61136.17366367.435359260.0151.78640.34328349.640324260.0143.58444.71349324.6P.M.K TAIPINGWorksheetStormwater Drainage Design For Small CatchmentCheck-ProjectCADANGAN BAGI TUJUAN MEMECAH SEMPADAN UNTUK PENGELUARAN HAKMILIK DI ATAS TANAH MILIK (GERAN MUKIM 2353) LOT 265 (KELUASAN :1.3127HA), MUKIM PENGKALAN BHARU, DAERAH MANJUNG, PERAK DARUL RIDZUANDesignLKHDateAug-09Page9RefCalculationAmendment -For ARI100years45293260.0134.94949.31460294.550269260.0126.68853.71596266.755248260.0118.08358.30099236.860227260.0108.01863.66399200.0Critical Duration Storm, td=15minsThe storage capacity required is=399.2m3

Detention Drain DesignP.M.K TAIPINGWorksheetStormwater Drainage Design For Small CatchmentCheck-ProjectCADANGAN BAGI TUJUAN MEMECAH SEMPADAN UNTUK PENGELUARAN HAKMILIK DI ATAS TANAH MILIK (GERAN MUKIM 2353) LOT 265 (KELUASAN :1.3127HA), MUKIM PENGKALAN BHARU, DAERAH MANJUNG, PERAK DARUL RIDZUANDesignLKHDateAug-09Page10RefCalculationAmendment -j.Rekabentuk Longkang TakunganRekebentuk ARI=100ARISubcatchment AreaKadaralir air larian sebelum pembangunaan=0.491m3/s(Q pre-development 100ARI)Kadaralir air larian selepas pembangunaan=0.770m3/s(Q post-development 100ARI)PSD (PERMISSIBLE SITE DISCHARGE )=0.260m3/s0.000m3/sTherefore,Proposed5.00m(Breath)x0.30m(Depth)overflow weir atdetention drain.Perunding Muhibbah Konsortium Sdn. Bhd.WorksheetStormwater Drainage Design For Small CatchmentCheckProjectCADANGAN BAGI TUJUAN MEMECAH SEMPADAN UNTUK PENGELUARAN HAKMILIK DI ATAS TANAH MILIK (GERAN MUKIM 2353) LOT 265 (KELUASAN :1.3127HA), MUKIM PENGKALAN BHARU, DAERAH MANJUNG, PERAK DARUL RIDZUANDesignLKHDateAug-09Page22RefCalculationAmendment -D) MAIN OUTLET:proposed " 2.0ft Diameter CulvertD) MAIN OUTLET:proposed " 1.5ft(0.45m)x1.5ft(0.45m) Box culvertcapacity calculation :capacity calculation :Type of drain:2.0' Diameter CulvertType of drain:2.0' x 1.5' Box CulvertWidth of drain(Bd):[email protected] of drain(Bd):[email protected] Hydraulic grad.(S):1/500Average Hydraulic grad.(S):1/500Manning Formula,Q=u(A)(R)2/3(s)1/2Manning Formula,Q=u(A)(R)2/3(s)1/2nnManning co.(n):0.011Perimeter( P )=3.8302mManning co.(n):0.011Perimeter( P )=4.2672mArea of drain(Ad):1.1675m2Hydraulic Radius( R )=0.3048mArea of drain(Ad):1.1148m2Hydraulic Radius( R )=0.2613mCapacity of drain(Qd):2.15m3/sCapacity of drain(Qd):1.85m3/sMaximun discharge of proposed Box Culvert=2.15m3/s>0Maximun discharge of proposed Box Culvert=1.85m3/s>Qpost 20ARI (m3/s)Proposed Size of Main Outlet pipe Sufficient!!Proposed Size of Main Outlet pipe Sufficient!!

SubB-EarthdrainP.M.K TAIPINGWorksheetStormwater Drainage Design For Small CatchmentCheck-ProjectCADANGAN BAGI TUJUAN MEMECAH SEMPADAN UNTUK PENGELUARAN HAKMILIK DI ATAS TANAH MILIK (GERAN MUKIM 2353) LOT 265 (KELUASAN :1.3127HA), MUKIM PENGKALAN BHARU, DAERAH MANJUNG, PERAK DARUL RIDZUANDesignLKHDateAug-09Page21RefCalculationAmendment -g)Discharged Earthdrain Design For Subarea BThe runoff from subcatchment B will be discharged into a proposed earthdrain as indicatedin the attached plan. Then, The earthdrain will be connected to an existing roadside drain.The proposed earthdrain is designed based on 100 yrs ARI runoff of Subcatchment Area B.The design calculation of the said earthdrain is as shown as follow:-Qpost 100ARI Subarea B=0.000m3/sProposed Earth Drain hyraulic section :-a1d0.20bEarth Drain PropertiesTop widtha=1m(3.3333333333ft)Bottom widthb=0.6m(2ft)Depthd=1m(3.3333333333ft)Area of drainA=0.80m2PerimeterP=2.64mHydraulic radiusR=0.30mGradients=1/300Manning's co.n=0.011From Manning's FormulaVelocityV=2.37m/sDischargeQ=1.89m3/sBased to above calculation, the maximun flow capacity of the earth drain is1.89m3/s.and the capacity is sufficient to cater the 100 yrs runoff.

Box culvertP.M.K TAIPINGWorksheetStormwater Drainage Design For Small CatchmentCheck-ProjectCADANGAN BAGI TUJUAN MEMECAH SEMPADAN UNTUK PENGELUARAN HAKMILIK DI ATAS TANAH MILIK (GERAN MUKIM 2353) LOT 265 (KELUASAN :1.3127HA), MUKIM PENGKALAN BHARU, DAERAH MANJUNG, PERAK DARUL RIDZUANDesignLKHDateAug-09Page22RefCalculationg1)Drain:proposed " 1.5ft(0.45m)x1.5ft(0.45m) Box culvertcapacity calculation :Type of drain:3.0' x 4.0' Box CulvertWidth of drain(Bd):[email protected] Hydraulic grad.(S):1/500Manning Formula,Q=u(A)(R)2/3(s)1/2nManning co.(n):0.011Perimeter( P )=4.2672mArea of drain(Ad):1.1148m2Hydraulic Radius( R )=0.2613mCapacity of drain(Qd):1.85m3/sMaximun discharge of proposed Box Culvert=1.85m3/s>1.89 m3/sProposed Size of box culvert is Sufficient!!

Design ChartI) REKABENTUK PARITLot 265Design ARI =10yearWORKSHEETSTORMWATER DRAINAGE SYSTEM DESIGN FOR SMALL CATCHMENTSCheck byPROJECTCADANGAN BAGI TUJUAN MEMECAH SEMPADAN UNTUK PENGELUARAN HAKMILIK DI ATAS TANAH MILIK (GERAN MUKIM 2353) LOT 265 (KELUASAN :1.3127HA), MUKIM PENGKALAN BHARU, DAERAH MANJUNG, PERAK DARUL RIDZUANDesign byLKHDateAug-09Page13LOCATIONDRAINAREATIME OF CONC.DRAIN DESIGN PARAMETERDRAIN DETAILCHECK12345678910111213141516171819202122Sub-Area Node NumberDrain Section No.LengthAreaCoefficent of runoffEquivalent Area (CxA)Overland Time (to)Drain Time (td)Sub-area time of concentrationDesign ARITotal Equiv. Area (CxA)Critical Time of Conc. (tc)Total time in drainRainfall Intensity (I)Discharge Q= (CxA) x IChannel GradientChannel or pipe sizeCapacityVelocityTime flow in sectionInvert levelCheck discharge for 100 years ARIHeightAreaPRVQI100C100CxARLDAPRVQI100CCXAStartEnd(m)(ha)(ha)(min)(min)(min)(year)(ha)(ha)(min)(mm/hr)(m3/s)%(m3/s)(m/s)(min)(m)(m/s)AA1A1219.890.6730.7150.482.53.6648333333-100.486.173.6648333333209.680.2801/500Prop.12" H/R P.C. Drain (23" w)0.411.312.79803986851.380.3840.002020.620.311.69340.1828592891.310.41266.460.7700.52A1A2A21.00PROP. PIPE CULVERT-0.41-10-6.574.07209.680.2801/100Prop. 24" Dia PIPE CULVERT0.722.460.00677506781.37-A3A4A410.39PROP. PIPE CULVERT-4.22-100-4.224.22209.680.0001/100Prop. 24" Dia PIPE CULVERT0.722.460.07039295391.18-A2outout243.900.1420.7150.10-4.065-1000.108.298.29209.680.0001/500Prop.12" H/R P.C. Drain (23" w)1.401.582.57654572850.690.0000.00202.31.610.893.67340.24174114441.581.40266.460.770.11

Pipe CulvertPerunding Muhibbah Konsortium Sdn. Bhd.WorksheetStormwater Drainage Design For Small CatchmentCheckProjectCADANGAN BAGI TUJUAN MEMECAH SEMPADAN UNTUK PENGELUARAN HAKMILIK DI ATAS TANAH MILIK (GERAN MUKIM 2353) LOT 265 (KELUASAN :1.3127HA), MUKIM PENGKALAN BHARU, DAERAH MANJUNG, PERAK DARUL RIDZUANDesignLKHDateAug-09Page13RefCalculationKiraan Hidraulik Cadangan Pembetung Berdiameter 4.0 kakiPembentung paip berdiameter 4.0 kaki disediakan di kedua-dua terusan air sediada di tapakcadangan seperti yang ditunjukkan dalam pelan yang dikepilkan. Kiraan kapasiti paip pembentung yangdicadangkan adalah seperti berikut:-Type of Drain:proposed 4.0ft Diameter Pipe Culvertcapacity calculation :Type of drain:4.0' Diameter CulvertWidth of drain(Bd):[email protected] Hydraulic grad.(S):1/500Manning Formula,Q=u(A)(R)2/3(s)1/2nManning co.(n):0.011Perimeter( P )=2.8727mArea of drain(Ad):0.6567m2Hydraulic Radius( R )=0.2286mCapacity of drain(Qd):1.00m3/sMaximun discharge of proposed Box Culvert=1.00m3/s

Sheet1Perunding Muhibbah Konsortium Sdn. Bhd.WorksheetStormwater Drainage Design For Small CatchmentCheckProjectCADANGAN UNTUK MENDIRIKAN 12 UNIT KEDAI PEJABAT 3 TINGKAT, DAN 6 UNIT KEDAI PEJABAT 2 TINGKAT DI ATAS LOT 114, 1232 & 1304, MUKIM TUPAI, DAERAH LARUT DAN MATANG, PERAK DARUL RIDZUANDesignLKHDateDec-99Page5a) Pipe Culvert Design (Upper catchment A)Using the Colebrook-White EquationPipe Culvert:Node A3-C1Peak flow(Qp) :0.621m3/sPipe Culvert node C-H Design:v=-2(2gDS)xlogks+2.5u3.7DD (2gDS)Hydraulic gradientS=1/100m/mKinematic viscosityu=8.00E-07m2/sPipe diameterD=0.6096m@24" Dia Pipe CulvertGravity accelerationg=9.81m2/sRoughness coefficientks=0.0006mVelocityv=2.46m/sCapacity of pipeQ=0.72m3/sFrom calculation, Q >total Qp, therefore size of pipe culvert adopted is acceptable.b) Pipe Culvert Design (Catchment B )Using the Colebrook-White EquationPipe Culvert:Node A3-C1Peak flow(Qp) :1.025m3/sPipe Culvert node C-H Design:v=-2(2gDS)xlogks+2.5u3.7DD (2gDS)Hydraulic gradientS=1/300m/mKinematic viscosityu=8.00E-07m2/sPipe diameterD=0.914m@36" Dia Pipe CulvertGravity accelerationg=9.81m2/sRoughness coefficientks=0.0006mVelocityv=1.82m/sCapacity of pipeQ=1.20m3/sFrom calculation, Q >total Qp, therefore size of pipe culvert adopted is acceptable.c) Pipe Culvert Design ( Entire Catchment)Using the Colebrook-White EquationPipe Culvert:Node A3-C1Peak flow(Qp) :1.528m3/sPipe Culvert node C-H Design:v=-2(2gDS)xlogks+2.5u3.7DD (2gDS)Hydraulic gradientS=1/300m/mKinematic viscosityu=8.00E-07m2/sPipe diameterD=1.2192m@42" dia. Pipe CulvertGravity accelerationg=9.81m2/sRoughness coefficientks=0.0006mVelocityv=2.18m/sCapacity of pipeQ=2.54m3/sFrom calculation, Q >total Qp, therefore size of pipe culvert adopted is acceptable.

3monsPerunding Muhibbah Konsortium Sdn. Bhd.WorksheetStormwater Drainage Design For Small CatchmentCheckProjectCADANGAN BAGI TUJUAN MEMECAH SEMPADAN UNTUK PENGELUARAN HAKMILIK DI ATAS TANAH MILIK (GERAN MUKIM 2353) LOT 265 (KELUASAN :1.3127HA), MUKIM PENGKALAN BHARU, DAERAH MANJUNG, PERAK DARUL RIDZUANDesignLKHDateAug-09Page9RefCalculationremarksi) Stormwater Quality Control3months ARI Peak Discharge(Pre-Development)=0.5x2QD=0.5x0.276=0.138m3/s3months ARI Peak Discharge(Post-Development)=0.5x2QD=0.5x0.462=0.231m3/s3months ARI PSD=0.5x2PSDD=0.5x0=0m3/sFor ARI3MonthsNote:-Qd=Post Development Peak Discharge of Storm Duration tdQp=Pre-Development Peak Discharge of Storm Duration tdtdIPost-developmentPre-DevelopmentPostQdQp(min)(mm/hr)CA(ha)CA(ha)CA(l/s)(l/s)558.120.5301.31271.31270.696112-1046.200.5101.31271.31270.66986-1537.660.4701.31271.31270.61765-2031.780.4401.31271.31270.57851-2527.440.4201.31271.31270.55142-3024.540.3801.31271.31270.49934-3522.430.3701.31271.31270.48630-4020.680.3501.31271.31270.45926-4519.190.3201.31271.31270.42022-5017.920.3101.31271.31270.40720-5516.810.3001.31271.31270.39418-6015.840.2601.31271.31270.34115-tdQdPSDcdSSR(min)(l/s)(l/s)(m3)51120.00.000.00000.010860.00.000.00000.015650.00.000.00000.020510.00.000.00000.025420.00.000.00000.030340.00.000.00000.035300.00.000.00000.040260.00.000.00000.045220.00.000.00000.050200.00.000.00000.055180.00.000.00000.060150.00.000.00000.0Critical Duration Storm, td=5minsThe storage capacity required is=0.0m3.Outlet dischargefor ARI3monthsPSD=0.138m3/sOrifice discharge coefficientCd=0.6Depth Of Water In The StorageHo=0.00mGravity accelerationg=9.81m2/sAverage Area of Detention Pond=0m2Time of Detention=1hoursOrifice Area, A total=2A(y)1/2tCd( 2 g )1/2Required area of orificeAo=0.0000m2Therefore, propose0.20mx0.2mPrimary Outlet OrificeKapasiti Outlet orifice=0=0.00m3/s0.000m3/sOK!Conclusion :Based on the above calculation, the capacity of existing drain is able to cater the total flow from development site andthe surrounding existing housing estate.

Brickwall Drain