OUTFALL KE SUNGAIBAB VIIIPERHITUNGAN OUTFALL KE SUNGAI8. Perhitungan Outfall ke sungaiOutfall ke sungai yang digunakan adalah bentuk trapesiumDiketahui data sebagai berikut :Debit Rencana ( Q )=0.0000m3/detKecepatan air dalam outfall=0.6m/detKoefisien manning (n)=0.0188.1. Luas penampang basah ( A )A =Q=0.0000=0.0000m2V0.68.2. Mencari lebar saluran dan kedalaman airA =( b + ( m x h )) x hAsumsi b = 1.5 hA =( 1,5 h + ( 1,0 x h )) x hA =( 1,5 h + 1,0 h ) hA =2.5h20.00=2.5h2h=0.000.52.5h=0.00mb=0.00m8.3. Keliling basah ( P )P=b + 2 h ( m2 + 1 )0,5=0.0+2(2,13)(1)2+10.5P=0.00m8.4. Jari-jari Hidrolis ( R )R =A=0.0000=0.00mP0.008.5. Tinggi Jagaanfb =(1.5. Q. h)0.560=(1.50.0000.00)0.560=0.0000m8.6. Kemiringan Saluran ( S )S=Q x n20.0000x0.0182A x R2/30.0000x0.002/3S=0S saluran=S rencana0=0.00000008.7. Kontrol DebitQ=1A x R2/3 x S0.5nQ=10.0000x0.002/3x00.50.018Q=0Q saluran=Q rencana0.000=0.000008.8. Kehilangan tingkat energi ( z )Q=f. A. 2. g. z0.000=0.8029.8zz=0.0000mdimana :f=koefisien debit=0.8GAMBAR OUTFALL KE SUNGAIfb0.00mh0.00mb =0.00m

Imm@n'K :Lihat 0.33 dari " m "1.5. Q. h

LAMPIRAN 1REDUCED MEAN (Yn)Reduced Mean (Yn) Dan Reduced Standard Deviation (Sn)n0123456789nYnSnnYnSn100.49520.49960.50350.50700.51000.51280.51570.51810.52020.522080.484300,90430510,548901.16230200.52360.52520.52680.52830.52960.53000.58200.58820.53430.535390.490200,92880520,549301.16380300.53620.53710.53800.53880.53960.54000.54100.54180.54240.5430100.495200,94970530,549701.16530400.54360.54420.54480.54530.54580.54680.54680.54730.54770.5481110,499600,96760540,550101.66700500.54850.54890.54930.54970.55010.55040.55080.55110.55150.5518120.503500,98330550,550401.68100600.55210.55240.55270.55300.55330.55350.55380.55400.55430.5545130.507000,99720560,550801.16960700.55480.55500.55520.55550.55570.55590.55610.55630.55650.5567140,510001.00950570,551101.17080800.55690.55700.55720.55740.55760.55780.55800.55810.55830.5585150,512801.02057580,551501.17210900.55860.55890.55890.55910.55920.55930.55950.55960.55980.5599160,515701.03160590,551801.173401000.5600---------170,518101.04110600,552081.17467180,520201.49300620,552701.17700190,522001.05660640,553301.17930200,523551.06283660,553801.18140210,525201.36960680,554301.18340220,526801.07540700,554771.18536230.528301.08110720,555201.18730240,529601.08640740,555701.18900250.530861.09145760,556101.19060260,532001.09610780,556501.19230270,533201.10040800,556831.19382280,534301.10470820,557201.19530290,536301.10860840,557601.19670300.536221.11238860,558001.19800310.537101.11590880,558301.19940320,538001.11930900,558601.20073330,538801.12260920,558901.20200340.539601.12550940,559201.20320350,540341.12847960,559501.20440360,541001.13130980,559801.20550370,541801.133901000,560021.20649380,542401.136301500,564611.22534390,543001.138802000,567151.23598400,543621.141322500,568781.24292410,544201.143603000,569931.24786420,544801.145804000,571441.25450430,545301.148005000,572401.25880440,545801.149907500,573771.26506450,546301.1518510000,574501.26851460,546800.66790---470,547300.67140---480,547700.67490---490,548100.67840---500,548540.68190---

TABEL 1

LAMPIRAN 2REDUCED STANDARD DEVIATION (Sn)n0123456789100.94960.96760.98330.99711.00001.02061.03161.04111.04931.0565201.06281.06961.07541.08111.08641.09151.09611.10041.10471.1080301.11241.11591.11931.12261.12551.12851.13131.13391.13631.1388401.14131.14361.14581.14801.14991.15191.15381.15571.15741.1590501.16071.16231.16381.16581.16671.16811.16961.17081.17211.1734601.17471.17591.17701.17821.17931.18031.18141.18241.18341.1844701.18541.18631.18731.18811.18901.18981.19061.19151.19231.1930801.19381.19451.19531.19591.19671.19731.19801.19871.19941.2001901.20071.20131.20201.20261.20321.20361.20441.20491.20551.20601001.2065---------

TABEL 2

LAMPIRAN 3RETURN PERIODA FUNCTION OF REDUCED VARIATEReturn Periode ( T )Reduced Variate( years )YT20.366551.4999102.25022.6054202.9606253.1985503.90191004.60012005.29605006.214010006.919050008.5390100009.9210

TABEL 2

LAMPIRAN 4Lampiran 4HUBUNGAN ANTARA T dan UTUTUTU1.00- 1,8615.001.6370.003.081.01- 1,3516.001.6972.003.111.02- 1,2817.001.7474.003.131.03- 1,2318.001.8076.003.161.04- 1,1919.001.8578.003.161.05- 1,1520.001.8980.003.211.06- 1,1221.001.9482.003.231.08- 1,0722.001.9884.003.261.10- 1,0223.002.0286.003.281.15- 0,9324.002.0688.003.301.20- 0,8525.002.1090.003.331.25- 0,7926.002.1392.003.351.30- 0,7327.002.1794.003.371.35- 0,6828.002.1996.003.391.40- 0,6329.002.2498.003.411.50- 0,5430.002.27100.003.431.60- 0,4631.002.30110.003.531.70- 0,4032.002.33120.003.621.80- 0,3333.002.36130.003.701.90- 0,2834.002.39140.003.772.00-0.2235.002.41150.003.842.20- 0,1336.002.44160.003.912.40- 0,0437.002.47170.003.972.600.0438.002.49180.004.032.800.1139.002.51190.004.093.000.1740.002.54200.004.143.200.2441.002.56220.004.243.400.2942.002.59240.004.333.600.3443.002.61260.004.423.800.3944.002.63280.004.504.000.4445.002.65300.004.574.500.5546.002.67350.004.775.000.6447.002.69400.004.885.500.7348.002.71450.005.016.000.8149.002.73500.005.136.500.8850.002.75600.005.337.000.9552.002.79700.005.517.501.0154.002.83800.005.568.001.0656.002.86900.005.809.001.1758.002.901000.005.9210.001.2660.002.935000.007.9011.001.3562.002.9610000.008.8312.001.4364.002.9950000.0011.0813.001.5066.003.0080000.0012.3214.001.5768.003.05500000.0013.74

LAMPIRAN 5Koefisien Mn dan Mp Untuk Perhitungan Curah Hujan MaksimumMenurut Metode Ir. J.P. Der WeduwennMnpMp1/50.2381/40.2621/30.2911/20.33610.4120.4930.54140.57950.602100.705150.766200.811250.845300.875400.915500.948600.975701801.02901.031001.05

TABEL 4

Log Person IIINILAI K DISTRIBUSI LOG PEARSON TIPE IIIKemencenganPeriode Ulang (Tahun)(Cs)251020255010020050010003-0.360.421.181.9122.2783.1524.0514.975.8257.252.5-0.360.5181.251.92466666672.2623.0483.8454.6525.38256.62.2-0.330.5741.2841.92133333332.242.973.7054.4445.10256.22-0.3070.6091.3021.91333333332.2192.9123.6054.2984.90255.911.8-0.2820.6431.3181.90133333332.1932.8483.4994.1474.7143755.661.6-0.2540.6751.3291.8852.1632.783.3883.994.5155.391.4-0.2250.7051.3371.86433333332.1282.7063.2713.8284.308755.111.2-0.1950.7321.341.8382.0872.6263.1493.6614.0956254.821-0.1640.7581.341.80866666672.0432.5423.0223.4893.8831254.540.9-0.1480.7691.3391.79166666672.0182.4982.9573.4013.773754.3950.8-0.1320.781.3361.77733333331.9982.4532.8913.3123.663754.250.7-0.1160.791.3331.75566666671.9672.4072.8243.2233.553754.1050.6-0.0990.81.3281.73533333331.9392.3592.7553.1323.44253.960.5-0.0830.8081.3231.71433333331.912.3112.6863.0413.331253.8150.4-0.0660.8161.3171.69233333331.882.2612.6152.9493.2193753.670.3-0.050.8241.3091.6691.8492.2112.5442.8563.1068753.5250.2-0.0330.8421.2821.59466666671.7512.0542.3262.5762.768753.090.1-0.0170.8361.271.59733333331.76122.2522.4823.03253.95000.8421.2821.59466666671.7512.0542.3262.5762.768753.09-0.10.0170.851.2581.53933333331.681.9452.1782.3882.973753.95-0.20.0330.851.2581.53933333331.681.9452.1782.3882.546252.81-0.30.050.8531.2451.51033333331.6431.892.1042.2942.4368752.675-0.40.0660.8551.2311.4811.6061.8342.0292.212.333752.54-0.50.0830.8561.261.46466666671.5671.7771.9552.1082.21752.4-0.5430.0900.8561.2341.4451.5501.7521.9232.0682.1732.346-0.60.0990.8571.21.41866666671.5281.721.882.0162.1131252.275-0.70.1160.8571.1831.38633333331.4881.6631.8061.9262.012.15-0.7306530.1210.8571.1781.3761.4761.6461.7841.9101.9872.115-0.80.1320.8561.1661.3541.4481.6061.7331.8731.933752.035-0.90.1480.8541.1471.32033333331.4071.5491.661.7491.8093751.91-10.1640.8521.1281.28666666671.3661.4921.5881.6641.7151.8-1.20.1950.8441.0861.21666666671.2821.3791.4491.5011.54751.625-1.3383770.2160.8361.0551.1681.2241.3041.3581.3971.4411.514-1.40.2250.8321.0411.14566666671.1981.27011.3181.3511.393751.465-1.60.2540.8170.9941.07533333331.1161.1661.1971.2161.241.28-1.80.2820.7990.9451.0051.0351.0691.0871.0971.1093751.13-20.3070.7770.8950.93766666670.9590.980.991.9951.6218751-2.20.330.7520.8440.87333333330.8880.90.9050.9070.9081250.91-2.50.360.7110.7710.78566666670.7930.7980.7990.80.800750.802-30.3960.6360.660.6640.6660.6660.6670.6670.6673750.668

DATA MAXBAB IIIPERHITUNGAN CURAH HUJAN3.1. Data Curah HujanNo.TahunCurah HujanABCDEFSta ASta BSta C1199220016023520016023521993160175701601757031994185225265185225265419951751752001751752005199615021027015021027061997245150175245150175719982402351602402351608199990165190901651909200021013523521013523510200121580215215802151120021102402051102402051220032101901602101901601320042601901052601901051420052152401102152401101520069021526090215260162007170240235170240235172008200160175200160175182009195250190195250190192010215160210215160210202011165225200165225200212012165215186165215186Sumber : Data Curah Hujan dari ketigastasiun

GUMBEL3.2 PERHITUNGAN CURAH HUJAN3.2.1 METODE GUMBELA.StasiunATabel I.1.NoTahunXX2X=SX1199220040000n2199316025600=38653199418534225214199517530625=184.05mm51996150225006199724560025Sx=(SX2-X.SX)0,57199824057600n-1819999081009200021044100Sx=(754725-184.0476x3865)0,510200121546225201120021101210012200321044100Sx=46.5730132004260676001420052154622515200690810016200717028900172008200400001820091953802519201021546225202011165272252120121652722522000230002400025000260002700028000290003000031000320003300034000S3865754725n=21Yn=0.5396Sn=1.1255T=2TahunYt=0.3665T=5TahunYt=1.4999T=10TahunYt=2.2502T=15TahunYt=2.6054XTr=X+K.Sx,dimana K=Yt-YnSnX2=184+(0.3665-0.5396)x46.5730=176.88mm1.1255X5=184+(1.4999-0.5396)x46.5730=223.78mm1.1255X10=184+(2.2502-0.5396)x46.5730=254.83mm1.1255X15=184+(2.6054-0.5396)x46.573=269.53mm1.1255B.StasiunBTabel I.2.NoTahunXX2X=SX1199216025600n2199317530625=40353199422550625214199517530625=192.1mm51996210441006199715022500Sx=(SX2-X.SX)0,57199823555225n-181999165272259200013518225Sx=(812925-192.1429x4035)0,5102001806400201120022405760012200319036100Sx=43.375413200419036100142005240576001520062154622516200724057600172008160256001820092506250019201016025600202011225506252120122154622522000230002400025000260002700028000290003000031000320003300034000S4035812925n=21Yn=0.5396Sn=1.1255T=2TahunYt=0.3665T=5TahunYt=1.4999T=10TahunYt=2.2502T=15TahunYt=2.6054XTr=X+K.Sx,dimana K=Yt-YnSnX2=192+(0.3665-0.5396)x43.3754=185.47mm1.1255X5=192+(1.4999-0.5396)x43.3754=229.15mm1.1255X10=192+(2.2502-0.5396)x43.3754=258.07mm1.1255X15=192+(2.6054-0.5396)x43.375=271.76mm1.1255C.StasiunCTabel I.3.NoTahunXX2X=SX1199223555225n21993704900=40513199426570225214199520040000=192.90mm51996270729006199717530625Sx=(SX2-X.SX)0,57199816025600n-181999190361009200023555225Sx=(836021-192.9048x4051)0,510200121546225201120022054202512200316025600Sx=52.232113200410511025142005110121001520062606760016200723555225172008175306251820091903610019201021044100202011200400002120121863459622000230002400025000260002700028000290003000031000320003300034000S4051836021n=21Yn=0.5396Sn=1.1255T=2TahunYt=0.3665T=5TahunYt=1.4999T=10TahunYt=2.2502T=15TahunYt=2.6054XTr=X+K.Sx,dimana K=Yt-YnSnX2=193+(0.3665-0.5396)x52.2321=184.87mm1.1255X5=193+(1.4999-0.5396)x52.2321=237.47mm1.1255X10=193+(2.2502-0.5396)x52.2321=272.29mm1.1255X15=193+(2.6054-0.5396)x52.232=288.77mm1.1255Hasil perhitungan Curah Hujan rata-rata (mm) Metode GUMBELNo.Periode UlangStasiunABCRata-rata12176.88 mm185.47 mm184.87 mm136.81 mm25223.78 mm229.15 mm237.47 mm172.60 mm310254.83 mm258.07 mm272.29 mm196.30 mm415269.53 mm271.76 mm288.77 mm207.52 mm

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HASPER3.2.2 Metode HasperA.Curah HujanSta ATabel 1.6.Hujan Max R (mm)Urutan Terbesar (m)Peride Ulang t=(n+1)/mStandar Variabel U2601222.41( Lampiran 4 )02111.77n=21Sn=1(R1-R+R2-R)2U1U2=1260-184.048+0-184.04822.411.77=-36.2331RT=R+Sn.UT0T=2TahunUT=-0.22T=5TahunUT=0.64( Lampiran 4 )T=10TahunUT=1.26T=15TahunUT=1.63R2=184.0476+-36.2331x-0.22=192.0189mmR5=184.0476+-36.2331x0.64=160.8584mmR10=184.0476+-36.2331x1.26=138.3939mmR15=184.0476+-36.2331x1.63=124.9877mmB.Curah HujanSta BTabel 1.7.Hujan Max R (mm)Urutan Terbesar (m)Peride Ulang t=(n+1)/mStandar Variabel U2501222.41( Lampiran 4 )1752111.77n=21Sn=1(R1-R+R2-R)2U1U2=1250-192.143+175-192.14322.411.77=7.1609RT=R+Sn.UTT=2TahunUT=-0.22T=5TahunUT=0.64( Lampiran 4 )T=10TahunUT=1.26T=15TahunUT=1.63R2=192.1429+7.1609x-0.22=190.5674mmR5=192.1429+7.1609x0.64=196.7259mmR10=192.1429+7.1609x1.26=201.1656mmR15=192.1429+7.1609x1.63=203.8152mmC.Curah HujanSta CTabel 1.8.Hujan Max R (mm)Urutan Terbesar (m)Peride Ulang t=(n+1)/mStandar Variabel U2701222.41( Lampiran 4 )02111.77n=21Sn=1(R1-R+R2-R)2U1U2=1270-192.905+0-192.90522.411.77=-38.4980RT=R+Sn.UTT=2TahunUT=-0.22T=5TahunUT=0.64( Lampiran 4 )T=10TahunUT=1.26T=15TahunUT=1.63R2=192.9048+-38.4980x-0.22=201.3743mmR5=192.9048+-38.4980x0.64=168.2660mmR10=192.9048+-38.4980x1.26=144.3973mmR15=192.9048+-38.4980x1.63=130.1530mm

&R&"Times New Roman,Bold Italic"&11DRAINASE PERKOTAAN

Log3.2.3 METODE LOG PEARSON IIIA. Stasiun ATabel 1.15NoTahunXi (mm)Log Xi(Log Xi - Log X)2(Log Xi - Log X)3Koefisien AsimetriPeriode Ulang119922002.30100.00270.0001Cs25101525219931602.20410.0020-0.00013.001.181.7292.278319941852.26720.00030.00002.801.211.74252.275419951752.24300.0000-0.00002.601.2381.75252.267519961502.17610.0053-0.00042.401.2621.7592.256619972452.38920.01970.00282.201.2841.7622.24719982402.38020.01730.00232.001.3021.76052.21981999901.95420.0867-0.02551.801.3181.74052.163920002102.32220.00540.00041.601.3291.7462.1631020012152.33240.00700.00061.401.3371.73252.1281120021102.04140.0430-0.00891.201.341.71352.0871220032102.32220.00540.00041.001.341.69152.0431320042602.41500.02760.00460.801.3361.66451.9931420052152.33240.00700.00060.601.3281.63351.939152006901.95420.0867-0.02550.401.882.07052.2611620071702.23040.0003-0.00000.201.3011.55951.8181720082002.30100.00270.00010.001.2821.51651.7511820091952.29000.00170.0001-2.000.8950.9270.9591920102152.33240.00700.0006-2.200.8440.8660.8882020111652.21750.0010-0.0000-2.400.7950.8090.8232120121652.21750.0010-0.0000-2.600.7470.75550.7640000.00000.00000.0000-2.800.7020.7070.7120000.00000.00000.0000-3.000.660.6630.6660000.00000.00000.00000000.00000.00000.00000000.00000.00000.00000000.00000.00000.00000000.00000.00000.00000000.00000.00000.00000000.00000.00000.00000000.00000.00000.00000000.00000.00000.00000000.00000.00000.00000000.00000.00000.0000Jumlah47.22390.3300-0.0480n=21Log X =47.2239=2.248757846621Sx =S (Log Xi - Log X)2Cs =n . S (Log Xi - Log X)3(n - 1)(n - 1)(n - 2)(Sx)3=0.3300=21.-0.04802020.19.0.12845350530.0660.856=0.128453505=-1.25163532291.2311.356Berdasarkan nilai Cs =-1.2516353229maka diperoleh nilai K untuk setiap periode ulang (tabel 3)Log X = Log X + K . SxTabel 1.16T (tahun)KLog XSxXi (mm)20.1212.24880.12845183.7850.8572.24880.12845228.480101.1782.24880.12845251.23151.2772.24880.12845258.711.2771055933B. Stasiun BTabel 1.17NoTahunXi (mm)Log Xi(Log Xi - Log X)2(Log Xi - Log X)3119921602.20410.0020-0.0001219931752.24300.0000-0.0000319942252.35220.01070.0011419951752.24300.0000-0.0000519962102.32220.00540.0004619971502.17610.0053-0.0004719982352.37110.01500.0018819991652.21750.0010-0.0000920001352.13030.0140-0.0017102001801.90310.1195-0.04131120022402.38020.01730.00231220031902.27880.00090.00001320041902.27880.00090.00001420052402.38020.01730.00231520062152.33240.00700.00061620072402.38020.01730.00231720081602.20410.0020-0.00011820092502.39790.02230.00331920101602.20410.0020-0.00012020112252.35220.01070.00112120122152.33240.00700.00060000.00000.00000.00000000.00000.00000.00000000.00000.00000.00000000.00000.00000.00000000.00000.00000.00000000.00000.00000.00000000.00000.00000.00000000.00000.00000.00000000.00000.00000.00000000.00000.00000.00000000.00000.00000.00000000.00000.00000.00000000.00000.00000.0000Jumlah47.68400.2775-0.0278n=21Log X =47.6840=2.27066881221Sx =S (Log Xi - Log X)2Cs =n . S (Log Xi - Log X)3(n - 1)(n - 1)(n - 2)(Sx)3=0.2775=21.-0.02782020.19.0.11778399793=0.1177839979=-0.9417437001Berdasarkan nilai Cs =-0.9417437001maka diperoleh nilai K untuk setiap periode ulang (tabel 3)Log X = Log X + K . SxTabel 1.18T (tahun)KLog XSxXi (mm)20.2162.27070.11778197.7550.8362.27070.11778233.961.1112040033101.0552.27070.11778248.27151.1112.27070.11778252.09C. Stasiun CTabel 1.19NoTahunXi (mm)Log Xi(Log Xi - Log X)2(Log Xi - Log X)3119922352.37110.01500.001821993701.84510.1629-0.0658319942652.42320.03040.0053419952002.30100.00270.0001519962702.43140.03330.0061619971752.24300.0000-0.0000719981602.20410.0020-0.0001819991902.27880.00090.0000920002352.37110.01500.00181020012152.33240.00700.00061120022052.31180.00400.00021220031602.20410.0020-0.00011320041052.02120.0518-0.01181420051102.04140.0430-0.00891520062602.41500.02760.00461620072352.37110.01500.00181720081752.24300.0000-0.00001820091902.27880.00090.00001920102102.32220.00540.00042020112002.30100.00270.00012120121862.26950.00040.000022000.00000.00000.000023000.00000.00000.000024000.00000.00000.000025000.00000.00000.000026000.00000.00000.000027000.00000.00000.000028000.00000.00000.000029000.00000.00000.000030000.00000.00000.000031000.00000.00000.000032000.00000.00000.000033000.00000.00000.000034000.00000.00000.0000Jumlah47.58030.4221-0.0636n=21Log X =47.5803=2.26572735321Sx =S (Log Xi - Log X)2Cs =n . S (Log Xi - Log X)3(n - 1)(n - 1)(n - 2)(Sx)3=0.4221=21.-0.06362020.19.0.14528245873=0.1452824587=-1.1459883341Berdasarkan nilai Cs =-1.1459883341maka diperoleh nilai K untuk setiap periode ulang (tabel 3)Log X = Log X + K . SxTabel 1.20T (tahun)KLog XSxXi (mm)20.0902.26570.14528190.0250.8562.26570.14528245.521.3395433333101.2342.26570.14528278.62151.3402.26570.14528288.63

Civil2k:DIAMBIL DARI LAMPIRAN

REKAPITULASI3.2.4 Tabel Rekapitulasi Perhitungan Curah Hujan RencanaCURAH HUJAN RATA-RATA KETIGA STASIUN DENGAN METODE GUMBELNOPERIODE ULANGCURAH HUJAN (mm)RATA-RATAMETODE GUMBELSTASIUNBSTASIUNCSTASIUND12176.88185.47184.87182.40925223.785229.152237.470230.136310254.832258.067272.290261.730415269.530271.756288.774276.687CURAH HUJAN RATA-RATA KETIGA STASIUN DENGAN METODE HASPERNOPERIODE ULANGCURAH HUJAN (mm)RATA-RATAMETODE HASPERSTASIUNBSTASIUNCSTASIUND12192.019190.567201.374194.65425160.858196.726168.266175.283310138.394201.166144.397161.319415124.988203.815130.153152.985CURAH HUJAN RATA-RATA KETIGA STASIUN DENGAN METODE LOG PEARSON IIINOPERIODE ULANGCURAH HUJAN (mm)RATA-RATALOG PEARSON IIISTASIUNBSTASIUNCSTASIUND12183.78197.75190.02190.51725228.477233.957245.521235.985310251.233248.274278.616259.374415258.706252.087288.629266.474REKAPITULASI KESELURUHANNOPERIODE ULANGCURAH HUJAN (mm)DIAMBIL MAX.METODEGUMBELHASPERLOG PEARSON III12182.409194.654190.517194.65425230.136175.283235.985235.985310261.730161.319259.374261.730415276.687152.985266.474276.687

INTENSITAS3.3 PERHITUNGAN INTENSITAS CURAH HUJAN1. Intensitas Curah Hujan Rencana Dengan Metode MononobeI=RX(24)2/324tDiketahui :181.94697R2=194.654mmR5=235.985mm226.31827R10=261.730mm255.69165R15=276.687mm269.59732Contoh : Untuk t = 5 menit= 5/60=0.083jamI2 =194.654x (24)2/3=353.709mm/jam240.083I5 =235.985x (24)2/3=428.813mm/jam240.083I10 =261.730x (24)2/3=475.595mm/jam240.083I15 =276.687x (24)2/3=502.773mm/jam240.083Perhitungan selanjutnya ditabelkan ;tIntensitas Curah Hujan (mm/jam)(menit)I 2I 5I10I155353.709428.813475.595502.77310222.823270.136299.606316.72715170.046206.152228.642241.70820140.370170.175188.740199.52625120.967146.652162.651171.94630107.122129.868144.035152.2673596.660117.184129.969137.3964088.427107.203118.899125.6934581.74999.108109.920116.2015076.20492.385102.464108.3195571.51386.69896.156101.6516067.48381.81190.73795.9226563.97677.56086.02290.9387060.89273.82281.87586.5547558.15570.50378.19482.6638055.70667.53474.90179.1828553.49964.85971.93576.0459051.49962.43469.24573.2022. Intensitas Curah Hujan Rencana Dengan Metode TalbotData curah hujan maksimum dari perhitungan sebelumnya :R2=194.654mmR10=261.730mmR5=235.985mmR15=276.687mmI =adimana :a =(it). (i2) - (i2t). (i)t + bN. (i2) - (i). (i)b =(i). (it) - (N). (i2t)N. (i2) - (i). (i)Untuk menghitung intensitas curah hujan diperlukan data curah hujan jangka pendekRumus :R =RR2=8.111mm24R5=9.833mmR10=10.905mmR15=11.529mmPresipitas/intensitas curah hujan jangka pendekRumus :i =R60tPeriode Koefisien Untuk Periode Ulang 2 TahunNo.Menitii x ti2ti2it( t )menit1597.327486.63447362.5109472.502217.62921048.663486.63423681.2552368.125153.88731532.442486.63415787.5031052.500125.64842024.332486.63411840.627592.031108.81552519.465486.6349472.502378.90097.32763016.221486.6347893.752263.12588.84773513.904486.6346766.073193.31682.25684012.166486.6345920.314148.00876.94494510.814486.6345262.501116.94472.54310509.733486.6344736.25194.72568.82011558.848486.6344305.68378.28565.61812608.111486.6343946.87665.78162.82413657.487486.6343643.27056.05060.36014706.952486.6343383.03648.32958.16415756.488486.6343157.50142.10056.19216806.083486.6342960.15737.00254.40717855.725486.6342786.03032.77752.78318905.407486.6342631.25129.23651.296Jumlah340.1688759.410165537.09015069.7391554.359Intensitas Curah Hujan dengan Formula TALBOTa=75691663.43b=0.0155541.289155541.289a=486.634b=0.0Periode Koefisien Untuk Periode Ulang 5 TahunNo.Menitii x ti2 x ti2it( t )menit15117.993589.96369611.22713922.245263.83921058.996589.96334805.6133480.561186.56331539.331589.96323203.7421546.916152.32842029.498589.96317402.807870.140131.92052523.599589.96313922.245556.890117.99363019.665589.96311601.871386.729107.71273516.856589.9639944.461284.12799.72284014.749589.9638701.403217.53593.28194513.110589.9637734.581171.88087.946105011.799589.9636961.123139.22283.433115510.727589.9636328.293115.06079.55112609.833589.9635800.93696.68276.16413659.076589.9635354.71082.38073.17614708.428589.9634972.23071.03270.51415757.866589.9634640.74861.87768.12316807.375589.9634350.70254.38465.96017856.941589.9634094.77848.17463.99018906.555589.9633867.29042.97062.188Jumlah412.39710619.331243298.76022148.8051884.402Intensitas Curah Hujan dengan Formula TALBOTa=134869864.23b=0.00228607.40228607.40a=589.96b=0.00Periode Koefisien Untuk Periode Ulang 10 TahunNo.Menitii x ti2 x ti2it( t )menit15130.865654.32585628.12617125.625292.62321065.432654.32542814.0634281.406206.91631543.622654.32528542.7091902.847168.9463. Metode Ishiguro42032.716654.32521407.0311070.352146.31152526.173654.32517125.625685.025130.865I =adimana :a =(it). (i2) - (it). (i)63021.811654.32514271.354475.712119.463t + bN. (i2) - (i). (i)73518.695654.32512232.589349.503110.60184016.358654.32510703.516267.588103.458b =(i). (it) - (N). (i2t)94514.541654.3259514.236211.42797.541N. (i2) - (i). (i)105013.086654.3258562.813171.25692.535115511.897654.3257784.375141.53488.229a=(it).(i2) - (it).(i)b=(i).(it) - (N).(it)126010.905654.3257135.677118.92884.473N.(i2) - (i).(i)N.(i2) - (i).(i)136510.067654.3256586.779101.33581.15914709.347654.3256116.29587.37678.2071. Periode Koef. Untuk Periode Ulang 2 Tahun2. Periode Koef. Untuk Periode Ulang 5 Tahun15758.724654.3255708.54276.11475.555a=22895041.310a =40960137.50516808.179654.3255351.75866.89773.156155541.289228607.39517857.698654.3255036.94959.25870.971a=147.196a =179.17218907.270654.3254757.11852.85768.972Jumlah457.38711777.842299279.55327245.0402089.980b=500764.131b =743202.175155541.289228607.395Intensitas Curah Hujan dengan Formula TALBOTb=3.219b =3.251a184001196.28b=0.003. Periode Koef. Untuk Periode Ulang 10 Tahun4. Periode Koef. Untuk Periode Ulang 15 Tahun281207.84281207.84a =55985667.987a =66203910.735a654.32b=0.00281207.841314266.554a =199.090a =210.662Periode Koefisien Untuk Periode Ulang 15 Tahunb =918310.215b =1028539.207No.Menitii x ti2 x ti2it281207.841314266.554( t )menitb =3.266b =3.27315138.343691.71795694.54319138.909309.34521069.172691.71747847.2724784.727218.740Contoh Perhitungan untuk setiap periode ulang dengan t = 5 menit31546.114691.71731898.1812126.545178.60142034.586691.71723923.6361196.182154.673I=a52527.669691.71719138.909765.556138.343t + b63023.057691.71715949.091531.636126.29073519.763691.71713670.649390.590116.922I2 =147.196=51.342(mm/menit)84017.293691.71711961.818299.045109.3705+3.21994515.371691.71710632.727236.283103.115105013.834691.7179569.454191.38997.824I5 =179.172=62.376(mm/menit)115512.577691.7178699.504158.17393.2715+3.251126011.529691.7177974.545132.90989.300136510.642691.7177361.119113.24885.797I10 =199.090=69.249(mm/menit)14709.882691.7176835.32597.64782.6765+3.26615759.223691.7176379.63685.06279.87316808.646691.7175980.90974.76177.336I15 =210.662=73.242(mm/menit)17858.138691.7175629.09166.22575.0275+3.27318907.686691.7175316.36459.07172.913Jumlah483.52512450.910334462.77230447.9592209.416MenitIntensitas Curah Hujan ( mm/menit )( t )I2I5I10I15Intensitas Curah Hujan dengan Formula TALBOT551.34262.37669.24973.2421040.48449.22154.66257.823a217383588.11b=0.001534.48541.94046.58449.281314266.55314266.552030.54737.15841.27643.668a691.72b=0.002527.70933.71037.44739.6193025.53931.07234.51836.521Contoh Perhitungan untuk setiap periode ulang dengan t = 5 menit3523.81028.97032.18434.0524022.39027.24430.26832.024I2=486.634=97.327(mm/menit)4521.19725.79428.65730.3205+0.0005020.17724.55327.27928.8625519.29123.47626.08227.596I5=589.963=117.993(mm/menit)6018.51322.52925.03026.4845+0.0006517.82121.68824.09625.4957017.20220.93523.25924.610I10=654.325=130.865(mm/menit)7516.64320.25522.50423.8115+0.0008016.13619.63721.81823.0858515.67219.07321.19122.422I15=691.717=138.343(mm/menit)9015.24618.55420.61521.8135+0.000Perhitungan selanjutnya ditabelkan ;MenitIntensitas Curah Hujan ( mm/menit )( t )I2I5I10I15597.327117.993130.865138.3431048.66358.99665.43269.1721532.44239.33143.62246.1142024.33229.49832.71634.5862519.46523.59926.17327.6693016.22119.66521.81123.0573513.90416.85618.69519.7634012.16614.74916.35817.2934510.81413.11014.54115.371509.73311.79913.08613.834558.84810.72711.89712.577608.1119.83310.90511.529657.4879.07610.06710.642706.9528.4289.3479.882756.4887.8668.7249.223806.0837.3758.1798.646855.7256.9417.6988.138905.4076.5557.2707.686

Graf. Int. mononobe475.59465192215428.81343823325502.7734445527353.7089887861299.60585658710270.135538653910316.72742306222.8227002543228.642060791715206.151999011315241.708261456170.0455456969188.739862692920170.174725737420199.5257736962140.3695052224162.65108303125146.652132998125171.9460993626120.9667725895144.035472641430129.867621516130152.266663271107.1219812322129.968548574535117.18437108435137.395857136496.6601363251118.898662980540107.203359558340125.693361138288.4272471965109.9196379774599.107543997445116.201212074981.749371738102.46376164955092.385054688150108.319255017176.204291561796.15573064145586.697504472755101.650739159371.512886265190.73666195626081.8114750246095.921987126267.482619530486.02170787386577.56030091376590.937587710963.976016514781.87505508677073.82152792377086.553966287260.892070220978.19448487057570.50299193377582.663062640658.154758596274.90146414688067.53388466358079.18185576555.705675063671.93457488848564.85882938568576.045417779453.499141842169.2450328429062.43384044289073.202176558251.4988771342

TAHUN 10TAHUN 5TAHUN 15TAHUN 2Waktu Konsentrasi (menit)Intensitas (mm/jam)Grafik Intensitas Curah Hujan Metode Mononobe

Graf. Int. Talbot97.326779021117.9925646995130.8649117175138.343444715848.663389510558.996282349865.432455858869.171722357932.442259673739.330854899843.621637239246.114481571924.331694755229.498141174932.716227929434.585861178919.465355804223.598512939926.172982343527.668688943216.221129836819.665427449921.810818619623.05724078613.903825574416.856080671418.694987388219.763349245112.165847377614.749070587416.358113964717.292930589510.814086557913.110284966614.540545746415.37149385739.732677902111.7992564713.086491171813.83434447168.847889001910.726596790911.896810156112.57667679238.11056491849.83271372510.905409309811.5286203937.48667530939.076351130710.066531670610.64180343976.95191278728.42804033579.34749369419.88167462266.48845193477.866170988.72432744789.22289631446.08292368887.37453529378.17905698238.64646529475.72510464836.94073917.69793598348.13784968925.40704327896.55514248337.27027287327.6857469287

2 TAHUN5 TAHUN10 TAHUN15 TAHUNWaktu Konsentrasi (menit)Intensitas (mm/jam)Grafik Intesitas Curah Hujan Metode Talbot

Graf.Int. Ishiguro51.342051195862.376053140669.248830528273.241727882740.484458367649.220592525154.662074848857.823424548134.484790370141.939941734246.583547275549.281355222930.547056515137.157829021241.275503533843.667762138627.709017805333.709649286137.447289816839.618760499925.538726399831.071969999234.518491402736.520830749223.809664444628.970083429332.184385200534.051811881222.390093224827.244137576530.267608705432.02416838321.19748887925.793957562228.656993004430.320344179920.177175412824.553152173327.278849984228.862411904419.291301411323.475748380726.082148006527.596401033218.512719970722.528767859425.030276594726.48359092817.821386644521.687856351724.096197082525.495383367517.202136031420.934585102323.259448098724.610136095316.643253880220.254717419422.504221819223.811128508616.135528828919.637057279221.818086048323.085210234115.6716043119.072662265621.191110601922.421877224715.245524429218.554291993320.615255030921.8126242188

Waktu (menit)Intensitas (mm/jam)Grafik Intesitas Curah Hujan Metode Ishiguro

DENAH_Q2726252423222120ibcdA0A1A2A3A4A5A6A7hIBIICIIIDC1C1C228IVjB0B1B2B3B4B5C3C0C1C2C3D0D1gVC10.571428571429E0E1F0F1VImAC2VIIkG0G1G2G3C3fVIIIIXH0H1H2H3C1C1F300.6666666667I0I1I2I3lXXIQ3J0J1J2J3J4C2J5J6C3J7EQ1Q2eaDiketahui :Q1=0.3m3/detikC1=0.7Q2=0.4m3/detikC2=0.6Q3=0.5m3/detikC3=0.3a=600mf=900mk=800mb=1200mg=600ml=300mc=400mh=600mm=1200md=1000mi=200me=200mj=1000mLebar Jalan + Trotoar :Jalan A=10mCjalan=0.8Jalan B=10mJalan C=10mJalan D=10mJalan E=10mJalan F=10m

DATA dasarBAB IVPERHITUNGAN DAN PERENCANAAN424.1 DATA DASAR4.1.1 Data Curah HujanNoTahunCurah Hujan (mm)Sta ASta BSta C119922001602352199316017570319941852252654199517517520051996150210270619972451501757199824023516081999901651909200021013523510200121580215112002110240205122003210190160132004260190105142005215240110152006902152601620071702402351720082001601751820091952501901920102151602102020111652252002120121652151862200002300002400002500002600002700002800002900003000003100003200003300003400004.1.2 Data TopografiRumus perhitungan Elevasi, Panjang Lahan Terjauh, dan kemiringan lahannmPerhitungan Elevasi Awal dan AkhirR=XP=Jarak areal ke garis berikutnya (m)PrR=Jarak antar kontur (m)r=Interval antar kontur yang membatasi titikSehingga tinggi elevasi = Kontur -XPerhitungan panjang lahan terjauhLt2=m2+n2StE awal - E akhirx100%LtMencari Luas lahanA=mxnPerhitungan Luas ArealPETAKPanjangLebarLuas(m)(m)(Ha)I60059035.4II60060036III60040024IV10001000100V600120072VI120040048VII800100080VIII90059053.1IX90060054X30040012XI300100030Dengan mengacu pada denah, dapat dibuat tabel data topografi sebagai berikut :NoPetakLuas ArealElevasi ( m )Panjang lahan ( Lt )Kemiringan( Ha )AwalAkhir( m )Lahan ( % )1I35.4026.3324.82841.490.179442II36.0025.3723848.530.279313III24.0023.4121.55721.110.257944IV100.0023.2820.371414.210.205775V72.0027.28241341.640.244486VI48.0026.38231264.910.267217VII80.0025.6231280.620.203038VIII53.1028.7226.771076.150.181209IX54.0028.0225.931081.670.1932210X12.002726.27500.000.14600100011XI30.0026.5625.441044.030.10728Jumlah544.503.1.3 Data SaluranNoSaluranElevasi ( m )PanjangKemiringanAwalAkhirSaluran ( m )Saluran ( % )1A0 - A125.5524.825900.122A2 - A324.5223.006000.253A4 - A522.0021.554000.114A6 - A721.4320.3710000.115B1 - A125.5624.826000.126B3 - A323.6823.006000.117B5 - A522.3521.556000.138D1 - A722.5020.3710000.219C0 - C126.5824.0012000.1110C2 - C323.6723.004000.1711F1 - C125.5724.006000.2612H1 - C326.0623.0012000.2613E0 - E123.8523.0010000.0914H3 - E125.1023.008000.2615G0 - G127.5226.775900.1316G2 - G326.5625.936000.1117J1 - G128.2126.779000.1618J3 - G327.3025.939000.1519I0 - I126.5826.274000.0820I2 - I326.2025.4410000.0821J5 - I126.7826.273000.1722J7 - I326.0025.443000.1923J0 - J128.6528.215900.0724J2 - J328.0327.306000.1225J4 - J527.0026.784000.0526J6 - J726.7026.0010000.07

110109108PRLt

Perh. Debit4.2 PERHITUNGAN DEBIT RENCANA4.2.1 Rumus Perhitungan DebitQs=0,00278 . Cs. Cr. I.ACs=2 tctc=to+td2 tc + tdtd=LsvCr=Cjalan . Ajalan + Clahan . AlahanAjalan + Alahanto=0.0197LtStket. :A=Luas areal (Ha)Tabel kecepatan rata - rata ( v ) pada saluranLs=Panjang Saluran (m)Lt=Panjang lahan terjauh (m)Kemiringan rata-rata SaluranKecepatan rata-rataSt=Kemiringan lahan (%)( % )( m/det )to=Waktu untuk mengalir dari permukaan lahan ke saluran terdekat (menit)< 10.4td=Waktu pengaliran dalam saluran (menit)1 sampai 20.6tc=Waktu pengumpulan air (menit)2 sampai 40.9Cs=Koefisien penampunganCr=Koefisien pengaliran rata-rataI=Intensitas curah hujan (mm/jam)v=Kecepata rencana (m/dtk)(diasumsikan, v =0.4m/dtk)4.2.2 Contoh Perhitungan DebitSaluran J0 - J1Q3=0.5m3/dtkdiketahui data-data sbb :AL =53.10Ha=531000m2AJ=0.59Ha=5900m2Ls =590mLt =1076.15mSt =0.0018Cj =0.8CL=0.7to =0.0197xLt0.77Stto =0.0197x1076.15050.770.0426to =48.3745menittd =Lsv =0.4m/detvtd =590=24.5833menit0.460tc =to+tdtc =48.3745+24.5833tc =72.9578menitCs =2 tc=145.91562 tc+td145.9156+24.5833=0.8558Cr =Cjalan . Ajalan + Clahan . AlahanAjalan + Alahan=0.80.59+0.753.100.59+53.10=0.701Periode ulang 2 tahun untuk Saluran TersierPeriode ulang 5 tahun untuk Saluran SekunderPeriode ulang 10 tahun untuk Saluran PrimerPenentuan Intensitas dengan Metode Mononobe Untuk periode ulang T = 2 tahundimana :tc=72.9578menit=4377.4684107183dtkR2 Thn=0.1947m.....Tabel curah hujan maximumI2=0.1947(24)2/3=0.00025m/dtk244377.5Qs =0.00278xCsxCrxIxAQs =0.00278x0.856x0.701x0.00025x531000Qs =0.2234m3/dtkQkomulatif =Q2+Q (J0-J1)=0.5+0.2234=0.7234m3/dtkSaluran J1 - G1diketahui data-data sbb :AL =53.10Ha=531000m2AJ=0.9Ha=9000m2Ls =900mLt =1076.15mSt =0.0018Cj =0.8CL=0.7to =0.0197xLt0.77Stto =0.0197x1076.15050.770.0426to =48.3745menittd =Lsv =0.4m/detvtd =900=37.5000menit0.460tc =to+tdtc =48.3745+37.5000tc =85.8745menitCs =2 tc=171.74892 tc+td171.7489+37.5000=0.8208Cr =Cjalan . Ajalan + Clahan . AlahanAjalan + Alahan=0.80.90+0.753.100.90+53.10=0.702Periode ulang 2 tahun untuk Saluran TersierPeriode ulang 5 tahun untuk Saluran SekunderPeriode ulang 10 tahun untuk Saluran PrimerPenentuan Intensitas dengan Metode Mononobe Untuk periode ulang T = 5 tahundimana :tc=85.8745menit=5152.4684107183dtkR5 Thn=0.2360m.....Tabel curah hujan maximumI5=0.2360(24)2/3=0.00027m/dtk245152.5Qs =0.00278xCsxCrxIxAQs =0.00278x0.821x0.702x0.00027x531000Qs =0.2332m3/dtkQkomulatif =Q (J0-J1)+Q (J1-G1)=0.7234+0.2332=0.9565m3/dtkSaluran A4 - A5diketahui data-data sbb :AL =24.00Ha=240000m2AJ=0.4Ha=4000m2Ls =400mLt =721.11mSt =0.0026Cj =0.8CL=0.6to =0.0197xLt0.77Stto =0.0197x721.11030.770.0508to =31.0238menittd =Lsv =0.4m/detvtd =400=16.6667menit0.460tc =to+tdtc =31.0238+16.6667tc =47.6905menitCs =2 tc=95.38102 tc+td95.3810+16.6667=0.8513Cr =Cjalan . Ajalan + Clahan . AlahanAjalan + Alahan=0.80.40+0.624.000.40+24.00=0.603Periode ulang 2 tahun untuk Saluran TersierPeriode ulang 5 tahun untuk Saluran SekunderPeriode ulang 10 tahun untuk Saluran PrimerPenentuan Intensitas dengan Metode Mononobe Untuk periode ulang T = 10 tahundimana :tc=47.6905menit=2861.4309213779dtkR10 Thn=0.2617m.....Tabel curah hujan maximumI2=0.2617(24)2/3=0.00045m/dtk242861.4Qs =0.00278xCsxCrxIxAQs =0.00278x0.851x0.603x0.00045x240000Qs =0.1543m3/dtkSaluran B2 - B3diketahui data-data sbb :AL =1.71Ha=17100m2AJ=0.19Ha=1900m2Ls =190mLt =210.24mSt =0.0153Cj =0.9CL=0.5to =0.0197xLt0.77Stto =0.0197x210.23800.770.1238to =6.0486menittd =Lsv =0.4m/detvtd =190=7.9167menit0.460tc =to+tdtc =6.0486+7.9167tc =13.9652menitCs =2 tc=27.93052 tc+td27.9305+7.9167=0.7792Cr =Cjalan . Ajalan + Clahan . AlahanAjalan + Alahan=0.90.19+0.51.710.19+1.71=0.540Periode ulang 2 tahun untuk Saluran TersierPeriode ulang 5 tahun untuk Saluran SekunderPeriode ulang 10 tahun untuk Saluran PrimerPenentuan Intensitas dengan Metode Mononobe Untuk periode ulang T = 5 tahundimana :tc=13.9652menit=837.9138621473dtkR5 Thn=0.3391m.....Tabel curah hujan maximumI5=0.3391(24)2/3=0.00132m/dtk24837.9Qs =0.00278xCsxCrxIxAQs =0.00278x0.779x0.540x0.00132x17100Qs =0.0265m3/dtkQkomulatif =Q (A1-B1)+Q (B0-B1)+Q (B2-B3)=0.1543+0.9565+0.0265=1.1372m3/dtkSaluran A3 - B3diketahui data-data sbb :AL =1.71Ha=17100m2AJ=0.09Ha=900m2Ls =90mLt =210.24mSt =0.0153Cj =0.9CL=0.5to =0.0197xLt0.77Stto =0.0197x210.23800.770.1238to =6.0486menittd =Lsv =0.4m/detvtd =90=3.7500menit0.460tc =to+tdtc =6.0486+3.7500tc =9.7986menitCs =2 tc=19.59712 tc+td19.5971+3.7500=0.8394Cr =Cjalan . Ajalan + Clahan . AlahanAjalan + Alahan=0.90.09+0.51.710.09+1.71=0.520Periode ulang 2 tahun untuk Saluran TersierPeriode ulang 5 tahun untuk Saluran SekunderPeriode ulang 10 tahun untuk Saluran PrimerPenentuan Intensitas dengan Metode Mononobe Untuk periode ulang T = 2 tahundimana :tc=9.7986menit=587.9138621473dtkR2 Thn=0.2495m.....Tabel curah hujan maximumI2=0.2495(24)2/3=0.00123m/dtk24587.9Qs =0.00278xCsxCrxIxAQs =0.00278x0.839x0.520x0.00123x17100Qs =0.0256m3/dtkQkomulatif =Q1+Q (A3-B3)=2.5+0.0256=2.5256m3/dtkSaluran C0 - D0diketahui data-data sbb :AL =5.51Ha=55100m2AJ=0.19Ha=1900m2Ls =190mLt =346.70mSt =0.0029Cj =0.9CL=0.55to =0.0197xLt0.77Stto =0.0197x346.69870.770.0536to =16.9237menittd =Lsv =0.4m/detvtd =190=7.9167menit0.460tc =to+tdtc =16.9237+7.9167tc =24.8404menitCs =2 tc=49.68082 tc+td49.6808+7.9167=0.8626Cr =Cjalan . Ajalan + Clahan . AlahanAjalan + Alahan=0.90.19+0.555.510.19+5.51=0.562Periode ulang 2 tahun untuk Saluran TersierPeriode ulang 5 tahun untuk Saluran SekunderPeriode ulang 10 tahun untuk Saluran PrimerPenentuan Intensitas dengan Metode Mononobe Untuk periode ulang T = 2 tahundimana :tc=24.8404menit=1490.4237507227dtkR2 Thn=0.2495m.....Tabel curah hujan maximumI2=0.2495(24)2/3=0.00066m/dtk241490.4Qs =0.00278xCsxCrxIxAQs =0.00278x0.863x0.562x0.00066x55100Qs =0.0492m3/dtkSaluran D0 - D1diketahui data-data sbb :AL =5.51Ha=55100m2AJ=0.29Ha=2900m2Ls =290mLt =346.70mSt =0.0029Cj =0.9CL=0.55to =0.0197xLt0.77Stto =0.0197x346.69870.770.0536to =16.9237menittd =Lsv =0.4m/detvtd =290=12.0833menit0.460tc =to+tdtc =16.9237+12.0833tc =29.0071menitCs =2 tc=58.01412 tc+td58.0141+12.0833=0.8276Cr =Cjalan . Ajalan + Clahan . AlahanAjalan + Alahan=0.90.29+0.555.510.29+5.51=0.568Periode ulang 2 tahun untuk Saluran TersierPeriode ulang 5 tahun untuk Saluran SekunderPeriode ulang 10 tahun untuk Saluran PrimerPenentuan Intensitas dengan Metode Mononobe Untuk periode ulang T = 5 tahundimana :tc=29.0071menit=1740.4237507227dtkR5 Thn=0.3391m.....Tabel curah hujan maximumI5=0.3391(24)2/3=0.00081m/dtk241740.4Qs =0.00278xCsxCrxIxAQs =0.00278x0.828x0.568x0.00081x55100Qs =0.0585m3/dtkQkomulatif =Q (C0-D0)+Q (D0-D1)+Q3=0.0492+0.0585+0.5=0.6077m3/dtkSaluran C1 - D1diketahui data-data sbb :AL =5.51Ha=55100m2AJ=0.19Ha=1900m2Ls =190mLt =346.70mSt =0.0029Cj =0.9CL=0.55to =0.0197xLt0.77Stto =0.0197x346.69870.770.0536to =16.9237menittd =Lsv =0.4m/detvtd =190=7.9167menit0.460tc =to+tdtc =16.9237+7.9167tc =24.8404menitCs =2 tc=49.68082 tc+td49.6808+7.9167=0.8626Cr =Cjalan . Ajalan + Clahan . AlahanAjalan + Alahan=0.90.19+0.555.510.19+5.51=0.562Periode ulang 2 tahun untuk Saluran TersierPeriode ulang 5 tahun untuk Saluran SekunderPeriode ulang 10 tahun untuk Saluran PrimerPenentuan Intensitas dengan Metode Mononobe Untuk periode ulang T = 2 tahundimana :tc=24.8404menit=1490.4237507227dtkR2 Thn=0.2495m.....Tabel curah hujan maximumI2=0.2495(24)2/3=0.00066m/dtk241490.4Qs =0.00278xCsxCrxIxAQs =0.00278x0.863x0.562x0.00066x55100Qs =0.0492m3/dtkSaluran D2 - D3diketahui data-data sbb :AL =3.61Ha=36100m2AJ=0.19Ha=1900m2Ls =190mLt =268.70mSt =0.0136Cj =0.9CL=0.6to =0.0197xLt0.77Stto =0.0197x268.70060.770.1167to =7.6449menittd =Lsv =0.4m/detvtd =190=7.9167menit0.460tc =to+tdtc =7.6449+7.9167tc =15.5616menitCs =2 tc=31.12322 tc+td31.1232+7.9167=0.7972Cr =Cjalan . Ajalan + Clahan . AlahanAjalan + Alahan=0.90.19+0.63.610.19+3.61=0.615Periode ulang 2 tahun untuk Saluran TersierPeriode ulang 5 tahun untuk Saluran SekunderPeriode ulang 10 tahun untuk Saluran PrimerPenentuan Intensitas dengan Metode Mononobe Untuk periode ulang T = 5 tahundimana :tc=15.5616menit=933.6945825641dtkR5 Thn=0.3391m.....Tabel curah hujan maximumI5=0.3391(24)2/3=0.00123m/dtk24933.7Qs =0.00278xCsxCrxIxAQs =0.00278x0.797x0.615x0.00123x36100Qs =0.0606m3/dtkQkomulatif =Q (C1-D1)+Q (D0-D1)+Q (D2-D3)=0.0492+0.6077+0.0606=0.7174m3/dtkSaluran C3 - D3diketahui data-data sbb :AL =3.61Ha=36100m2AJ=0.19Ha=1900m2Ls =190mLt =268.70mSt =0.0136Cj =0.9CL=0.6to =0.0197xLt0.77Stto =0.0197x268.70060.770.1167to =7.6449menittd =Lsv =0.4m/detvtd =190=7.9167menit0.460tc =to+tdtc =7.6449+7.9167tc =15.5616menitCs =2 tc=31.12322 tc+td31.1232+7.9167=0.7972Cr =Cjalan . Ajalan + Clahan . AlahanAjalan + Alahan=0.90.19+0.63.610.19+3.61=0.615Periode ulang 2 tahun untuk Saluran TersierPeriode ulang 5 tahun untuk Saluran SekunderPeriode ulang 10 tahun untuk Saluran PrimerPenentuan Intensitas dengan Metode Mononobe Untuk periode ulang T =10 tahundimana :tc=15.5616menit=933.6945825641dtkR10 Thn=0.3912m.....Tabel curah hujan maximumI10=0.3912(24)2/3=0.00142m/dtk24933.7Qs =0.00278xCsxCrxIxAQs =0.00278x0.797x0.615x0.00142x36100Qs =0.0699m3/dtkQkomulatif =Q (A3-B3)+Q (B2-B3)+Q (C3-D3)=2.5256+1.1372+0.0699=3.7327m3/dtk

Tabel Q4.2.3 TABEL PERHITUNGAN DEBIT (Q) CURAH HUJAN UNTUK PERIODE ULANG 2 TAHUN, 5 TAHUN, DAN 10 TAHUNTabel 4.2.3.1. Debit Rencana Untuk Periode Ulang 2 Tahun (Saluran Tersier)NoNama saluranAliran PermukaanAliran dalam salurantcCsCrCurah HujanLuas (A)Q Rencana (m3/det)Q Kumulatif (m3/det)LtSttoLsVtdTI(m)menit(m)m/dtkmenitmenitThnm/dtkm21A0 - A1841.4870.001840.1785900.4024.58364.7610.8400.70220.000273540000.15850.15852A1 - B1841.4870.001840.1786000.4025.00065.1780.8390.70220.000273540000.15750.15753C0 - C11341.640.002444767751.08312000.4050.000101.0830.8020.70220.000207200000.22850.22854C2 - C31264.910.002672124647.1754000.4016.66763.8420.8850.60220.000284800000.19580.19585E0 - E11280.620.002030258952.93910000.4041.66794.6050.8200.30620.000218000000.11830.11836G0 - G11076.150.001812014148.3745900.4024.58372.9580.8560.70120.000255310000.22340.22347I0 - I1500.000.0014629.1344000.4016.66745.8000.8460.60620.000341200000.05890.05898I2 - I31044.030.10727654399.82010000.4041.66751.4870.7120.31620.000323000000.05970.05979J0 - J11076.150.001812014148.3745900.4024.58372.9580.8560.70120.000255310000.22340.723410J2 - J31081.6650.001947.3796000.4025.00072.3790.8530.70120.000255400000.22750.227511J4 - J5500.0000.001529.1344000.4016.66745.8000.8460.60620.000341200000.05890.058912J6 - J71044.0310.001157.82710000.4041.66799.4940.8270.31620.000213000000.04470.0447Tabel 4.2.3.2 Debit Rencana Untuk Periode Ulang 5 Tahun (Saluran Sekunder)NoNama saluranAliran PermukaanAliran dalam salurantcCsCrCurah HujanLuas (A)Q Rencana (m3/det)Q Kumulatif (m3/det)LtSttoLsVtdTI(m)menit(m)m/dtkmenitmenitThnm/dtkm21A2 - A3848.5280.002834.1036000.4025.00059.1030.8250.70250.000353600000.20390.51992B3 - A3848.530.002834.1036000.4025.00059.1030.8250.70250.000353600000.20393.01233B5 - A5721.110.002631.0246000.4025.00056.0240.8180.60550.000362400000.12030.99594D1 - A71414.210.002156.84810000.4041.66798.5140.8250.30550.0002510000000.17510.62655F1 - C11341.640.002451.0836000.4025.00076.0830.8590.70150.000307200000.35822.57996H1 - C31264.910.002747.17512000.4050.00097.1750.7950.60550.000254800000.16210.67997H3 - E11280.620.002052.9398000.4033.33386.2720.8380.30550.000278000000.15540.33308J1 - G11076.150.001848.3749000.4037.50085.8740.8210.70250.000275310000.23320.95659G2 - G31081.670.001947.3796000.4025.00072.3790.8530.70150.000315400000.27581.455710J3 - G31081.6650.001947.3799000.4037.50084.8790.8190.70250.000285400000.23840.766011J5 - I1500.0000.001529.1343000.4012.50041.6340.8690.60550.000441200000.07800.458912J7 - I31044.0310.001157.8273000.4012.50070.3270.9180.30550.000313000000.07320.1179Tabel 4.2.3.3 Debit Rencana Untuk Periode Ulang 10 Tahun (Saluran Primer)NoNama saluranAliran PermukaanAliran dalam salurantcCsCrCurah HujanLuas (A)Q Rencana (m3/det)Q Kumulatif (m3/det)LtSttoLsVtdTI(m)menit(m)m/dtkmenitmenitThnm/dtkm21A4 - A5721.110.002579355931.0244000.416.66747.6910.8510.603100.000452400000.15433.68642A6 - A71414.2140.002156.84810000.4041.66798.5140.8250.305100.0002810000000.19424.8766Q total=Q (A6-A7)+Q (D1-A7)=4.8766+0.6265=5.5030m3/dtkQtotal dipakai untuk perencanaan Outfall (Saluran Pembuang)

Perh. Dimensi Saluran4.3 Perhitungan Dimensi SaluranDimensi saluran bentuk trapesiumDimana:-Kecepatan rencana (v)=0.4m/dtk-Koefisien kekasaran Manning (n)=0.0178-Kemiringan talud rencana (m : n)=1:2Tw1h2hmbPenampang Ekonomisb =1.5hLuas penampang trapesium (A)A=Q, dimana :A=(b + m.h).hvKeliling basah (p)p=Jari-jari Hidrolik ( R )R=AP=(b + m.h).hDengan menggunakan rumus Manning, maka v (kecepatan) :v=1/n . R2/3 . S1/2Dimana:v=Q;R=AApket:Q=debit (m3/dtk)A=Luas (m2)p=keliling basah (m)R=jari-jari hidrolisS=kemiringan saluranQ=1.A2/3.S1/2Anpn . Q . P2/3=A5/3 . S1/2A5/3=n . Q................................................... ( 1 )p2/3=S1/2Untuk trapesium dimana b = 1.5 h, didapat:A=(b + m.h).h, misal m = 1=( 1.5h + 1 . h ) .h=2.5h2p==1.5h + 2h.1 + 12=1.5 h + 2h . 2=4.328hDari persamaan 1, didapat :A5/3=n . Qp2/3=S1/2( 2.5.h2 )5 1/3=n . Q; n=0.0178(4.328.h)2S1/297.65625h10=0.0178Q318.731584h2S1/25.2134539183h8=0.0000056Q3S1/2h8=0.00000108Q3S1/2h=0.17958Q3/8.............................. ( 2 )S1/2

Tabel DimensiTabel Perhitungan Dimensi Saluran TersierNo.saluranQ maksvDimensi SalurannmPRSwV saluranQ saluranAhbm3/dtm/dtm2mmmm/dtkm3/dtk1A0 - A10.158450.400.249300.315790.473680.017811.366720.182410.001240.37894627910.63559191530.158452A1 - B10.15752102750.400.248500.315280.472910.017811.364520.182110.00123333330.37881904710.63389333350.157523C0 - C10.22846459530.400.339000.368240.552360.017811.593750.212710.00113333330.39206018550.67393067550.228464C2 - C30.19575107010.400.260760.322960.484440.017811.397780.186550.0016750.38074080860.75068539220.195755E0 - E10.11834399560.400.230570.303690.455540.017811.314370.175420.000850.37592251820.51326899250.118346G0 - G10.22336163860.400.319270.357360.536040.017811.546650.206420.00127118640.38933997010.6996115820.223367I0 - I10.05887551280.400.141400.237820.356730.017811.029280.137370.0007750.35945498330.41638798420.058888I2 - I30.05971635490.400.143960.239970.359950.017811.038570.138610.000760.35999143530.41481532640.059729J0 - J10.72336163860.400.941380.613640.920460.017812.655830.354460.000750.4534095850.76840554840.7233610J2 - J30.22753371290.400.329090.362820.544230.017811.570280.209580.001220.3907045970.69139648370.2275311J4 - J50.05887551280.400.160800.253610.380420.017811.097640.146500.000550.36340365970.36613905690.0588812J6 - J70.0447050720.400.119490.218620.327930.017810.946200.126280.000700.35465560850.37413413950.04471Tabel Perhitungan Dimensi Saluran SekunderNo.saluranQ maksvDimensi SalurannmPRSwV saluranQ saluranAhbm3/dtm/dtm2mmmm/dtkm3/dtk1A2 - A30.519890.400.464540.431060.646590.017811.865640.249000.002530.40776569771.11915016170.519892B3 - A33.012270.402.345630.968631.452950.017814.192250.559520.00113333330.54215852811.28420347173.012273B5 - A50.995930.400.962260.620410.930610.017812.685120.358370.00133333330.45510177441.03498893990.995934D1 - A70.626470.400.570170.477570.716350.017812.066900.275860.002130.41939126861.09873597030.626475F1 - C12.579890.401.525870.781251.171870.017813.381240.451280.00261666670.49531219061.69076116762.579896H1 - C30.679880.400.566690.476110.714160.017812.060590.275010.002550.41902643731.19974111610.679887H3 - E10.333000.400.328200.362320.543490.017811.568140.209290.0026250.39058106951.01463875450.333008J1 - G10.956510.400.871860.590550.885820.017812.555880.341120.00160.44763639441.09709467680.956519G2 - G31.455720.401.399060.748081.122120.017813.237690.432120.001050.48702006551.04049967541.4557210J3 - G30.765980.400.751980.548440.822670.017812.373670.316800.00152222220.43711121691.01861370540.7659811J5 - I10.458880.400.491280.443300.664940.017811.918580.256060.001700.4108238480.93404637780.4588812J7 - I30.117880.400.171160.261660.392490.017811.132460.151140.001870.36541494130.68871549340.11788Tabel Perhitungan Dimensi Saluran PrimerNo.saluranQ maksvDimensi SalurannmPRSwV saluranQ saluranAhbm3/dtm/dtm2mmmm/dtkm3/dtk1A4 - A53.686400.402.736801.046291.569430.017814.528340.604370.001130.56157235531.34697433093.686402A6 - A74.876560.403.451991.175071.762610.017815.085710.678760.001060.59376809641.41268233644.87656

Grafik11111111111111111111111

Periode Ulang 5 TahunPeriode Ulang 10 TahunWaktu (menit)Intensitas Curah Hujan ( mm / jam )Grafik Intensitas Curah Hujan

Inlet4.4 Perhitungan Inlet pada TrotoarDefinisi Inlet :Lubang-lubang di sisi jalan yang berfungsi untuk menampung dan menyalurkanlimpasan air hujan yang berada di sepanjang jalan menuju ke dalam saluran.Diketahui data-data sebagai berikut: Jalur Trotoar yang direncanakanA6 - A7 Panjang Saluran=1000m Lebar jalan=8m lebar trotoar=1m jalan + trotoar=10m Jarak antara Sreet Inlet ( D )D=280xS50 mwdimana:w=lebar jalan (m)s=kemiringan jalan (%) = 2%D=jarak antara sreet inlet (m) Kapasitas untuk inlet tegakQ=0,36 x g x d3/2Ldimana :Q=kapasitas inlet (m3/det)L=lebar bahan inlet (m)g=kecepatan grafitasim/det2d=kedalaman air (m)* Perencanaan inlet pada jalur trotoarA6 - A7Dik:w=8mS=0.02=2%g=9.8m/det2d=0.046( D . I ) 0.5( 1 / S ) 0.2Jarak antara Sreet Inlet ( D )D=280xS50 mw280x250849.5050( Oke !!! )Selanjutnya jumlah inlet tegak yang dibuat di sepanjang jalan AN=Ltot=1000=21D49.50Luas 1 inletA =1/2 x w x DA =0.5 x8x49A =0.02Kapasitas inlet tegak (Curb Inlet)Data-data :A=0.02Hast=200.0 %Lt=4.001 mC=0.84Untuk kemiringan2%Ls=1000x=0.08Panjang terjauh=4.00079992Perhitungan:to=0.0197(Lt)0.77(st)0.5=0.0197(4.00079992)0.77=0.0439menit(2.000)0.5td=LsUntuk kemiringan 0-1% = 0.4vUntuk kemiringan 1-2% = 0.6Untuk kemiringan 2-4% = 0.9=1000=2500.00detik=41.67menit0.4tc=to+td=0.0438755667+41.667=41.71menitCs=2 . tc=2x41.711=0.672 . tc + td(2x41.711)+41.67Gunakan Curah Hujan Maksimum antara periode ulang 2, 5, 10 dan 15 tahunI15=Rx242/324tc / 60=276.6869x242/3=122.23mm/jam2441.711/60Tinggi Genangan Aird=0.046( D . I ) 0.5( 1 / S ) 0.2=0.046(49.122.23) 0.5( 1 /2) 0.2=3.1148531412mmdimana tinggi genangan maksimum yang diijinkan untuk jalur jalan yang lurus = 6.5 mm( modul perencanaan drainase permukaan, teknik sipil unhas, hal.2-12 )Q=0.36g. d3/2. Ldimana :Q=kapasitas inlet tegak ( m3/det )g=percepatan gravitasi ( m/det2 )=9.81m/det2L=Lebar bukaan curb ( m )diambil l =20cm=0.2md=kedalaman air dalam curb (m)diambil d =10cm=0.1mQ=0.36x9.81x0.0316227766x0.2=0.0223357996m3/det=22.3357995693lt/detSketsa Inlet :0d=0.10 mL00.20 m

Gorong-gorong4.5Perhitungan Dimensi Gorong-gorong dan Kehilangan EnergiPerhitungan Gorong-gorongA1 - A2Data-data sbb:Bangunan pelintas gorong-gorong bentuk Segi empatQsaluran=0.316m3/sv1=kecepatan di hulu saluran=0.40m/sv2=kecepatan didalam gorong-gorong=1.5m/sv3=kecepatan di hilir saluran=0.4m/sg=perc. Gravitasi=9.81m/s2n=Koefisien kekasaran Manning=0.018Luas penampang Gorong-gorongA=Qv2=0.316=0.2106496487m21.5Tinggi permukaan air gorong-gorong (h) dapat dihitung :A=b x h(Asumsi h = b)0.2106496487=hxhh=0.46mJadi, Lebar gorong-gorongb=0.46mKeliling BasahP=b+2h=0.458965847+2.0.46=1.3768975409mJari - jari HidrolisR=AP=0.2106496487=0.1529886157m1.377Kemiringan Dasar SaluranS=v2 x n2R2/3=1.50.01782=0.0087=87.13 %0.286Kehilangan Energi :1.Akibat pemasukanhc=0.50(v2 - v1)22 . g=0.50(1.5-0.40)2=0.0308m2x9.812.Akibat gesekanNilai koefisien kekasaran Strickler (k) untuk beton 70hf=Cf . v22Cf=1R1/6=10.1531/6=0.010 m2 . gk70=0.0104474864x 1.52=0.0012m2x9.813.Akibat pengeluaranho=0.11(v2 - v3) 22 . g=0.11(1.5-0.40) 2=0.0068m2x9.814.Htotal=hc + hf + ho=0.0308+0.0012+0.0068=0.0388mSketsa Penampang Gorong-GorongA1 - A20.46 m=hb=0.46mPerhitungan Gorong-gorongA1 - B0Data-data sbb:Bangunan pelintas gorong-gorong bentuk Segi empatQsaluran=4.810m3/sv1=kecepatan di hulu saluran=0.40m/sv2=kecepatan didalam gorong-gorong=1.5m/sv3=kecepatan di hilir saluran=0.40m/sg=perc. Gravitasi=9.81m/s2n=Koefisien kekasaran Manning=0.025Luas penampang Gorong-gorongA=Qv2=4.810=3.2065108155m21.5Tinggi permukaan air gorong-gorong (h) dapat dihitung :A=b x h(Asumsi h = b)3.2065108155=hxhh=1.79mJadi, Lebar gorong-gorongb=1.79mKeliling BasahP=b+2h=1.7906732855+2.1.79=5.3720198566mJari - jari HidrolisR=AP=3.2065108155=0.5968910952m5.372Kemiringan Dasar SaluranS=v2 x n2R2/3=1.50.0252=0.0028=27.98 %0.709Kehilangan Energi :1.Akibat pemasukanhc=0.50(v2 - v1) 22 . g=0.50(1.5-0.40) 2=0.0308m2x9.812.Akibat gesekanNilai koefisien kekasaran Strickler (k) untuk beton 70hf=Cf . v22Cf=1R1/6=10.5971/6=0.013 m2 . gk70=0.013108444x 1.52=0.0015m2x9.813.Akibat pengeluaranho=0.11(v2 - v3) 22 . g=0.11(1.5-0.40) 2=0.0068m2x9.814.Htotal=hc + hf + ho=0.0308+0.0015+0.0068=0.0391mSketsa Penampang Gorong-GorongA1 - B01.79 m=hb=1.79mPerhitungan Gorong-gorongB1 - C0Data-data sbb:Bangunan pelintas gorong-gorong bentuk Segi empatQsaluran=6.980m3/sv1=kecepatan di hulu saluran=0.40m/sv2=kecepatan didalam gorong-gorong=1.5m/sv3=kecepatan di hilir saluran=0.40m/sg=perc. Gravitasi=9.81m/s2n=Koefisien kekasaran Manning=0.025Luas penampang Gorong-gorongA=Qv2=6.980=4.6530320397m21.5Tinggi permukaan air gorong-gorong (h) dapat dihitung :A=b x h(Asumsi h = b)4.6530320397=hxhh=2.16mJadi, Lebar gorong-gorongb=2.16mKeliling BasahP=b+2h=2.1570887881+2.2.16=6.4712663643mJari - jari HidrolisR=AP=4.6530320397=0.719029596m6.471Kemiringan Dasar SaluranS=v2 x n2R2/3=1.50.0252=0.0022=21.83 %0.803Kehilangan Energi :1.Akibat pemasukanhc=0.50(v2 - v1) 22 . g=0.50(1.5-0.40) 2=0.0308m2x9.812.Akibat gesekanNilai koefisien kekasaran Strickler (k) untuk beton 70hf=Cf . v22Cf=1R1/6=10.7191/6=0.014 m2 . gk70=0.0135215482x 1.52=0.0016m2x9.813.Akibat pengeluaranho=0.11(v2 - v3) 22 . g=0.11(1.5-0.40) 2=0.0068m2x9.814.Htotal=hc + hf + ho=0.0308+0.0016+0.0068=0.0392mSketsa Penampang Gorong-GorongB1 - C02.16 m=hb=2.16mPerhitungan Gorong-gorongC1 - Y3Data-data sbb:Bangunan pelintas gorong-gorong bentuk Segi empatQsaluran=4.019m3/sv1=kecepatan di hulu saluran=0.40m/sv2=kecepatan didalam gorong-gorong=1.5m/sv3=kecepatan di hilir saluran=0.40m/sg=perc. Gravitasi=9.81m/s2n=Koefisien kekasaran Manning=0.025Luas penampang Gorong-gorongA=Qv2=4.019=2.6791410583m21.5Tinggi permukaan air gorong-gorong (h) dapat dihitung :A=b x h(Asumsi h = b)2.6791410583=hxhh=1.64mJadi, Lebar gorong-gorongb=1.64mKeliling BasahP=b+2h=1.6368081923+2.1.64=4.9104245769mJari - jari HidrolisR=AP=2.6791410583=0.5456027308m4.910Kemiringan Dasar SaluranS=v2 x n2R2/3=1.50.0252=0.0032=31.54 %0.668Kehilangan Energi :1.Akibat pemasukanhc=0.50(v2 - v1) 22 . g=0.50(1.5-0.40) 2=0.0308m2x9.812.Akibat gesekanNilai koefisien kekasaran Strickler (k) untuk beton 70hf=Cf . v22Cf=1R1/6=10.5461/6=0.013 m2 . gk70=0.0129136214x 1.52=0.0015m2x9.813.Akibat pengeluaranho=0.11(v2 - v3) 22 . g=0.11(1.5-0.40) 2=0.0068m2x9.814.Htotal=hc + hf + ho=0.0308+0.0015+0.0068=0.0391mSketsa Penampang Gorong-GorongC1 - Y31.64 m=hb=1.64m

Tabel gorongTabel Perhitungan Dimensi Gorong-gorong (Segiempat)SKETSA PENAMPANG GORONG-GORONGh ( m )b ( m )NoNama Gorong-GorongQ1Kecepatan AliranDimensiKoefisienPRSV1V2V3AhbManningm3/detm/dtm/dtm/dtm2mm( n )mm%1A1 - A20.320.401.50.400.210.460.460.01781.380.150.8712A3 - A43.530.401.50.402.351.531.530.01784.600.510.1743A5 - A64.680.401.50.403.121.771.770.01785.300.590.1444C1 - B32.810.401.50.401.871.371.370.01784.100.460.2035C3 - B50.880.401.50.400.580.760.760.01782.290.250.4426E1 - D10.450.401.50.400.300.550.550.01781.650.180.6877G1 - G21.180.401.50.400.790.890.890.01782.660.300.3628G3 - F12.220.401.50.401.481.221.220.01783.650.410.2379I1 - H10.520.401.50.400.350.590.590.01781.760.200.62710I3 - H30.180.401.50.400.120.340.340.01781.030.111.279NoNama Gorong-GorongKehilangan EnergihchfhoS Hmmmm1A1 - A20.03080.00120.00680.03882A3 - A40.03080.00150.00680.03913A5 - A60.03080.00150.00680.03914C1 - B30.03080.00140.00680.03915C3 - B50.03080.00130.00680.03896E1 - D10.03080.00120.00680.03897G1 - G20.03080.00130.00680.03908G3 - F10.03080.00140.00680.03909I1 - H10.03080.00120.00680.038910I3 - H30.03080.00110.00680.0388

Outfall4.6Perhitungan Outfall ke sungaiOutfall ke sungai yang digunakan adalah bentuk trapesiumDiketahui data sbb:Debit rencana (Q)=5.50m3/dtkKecepatan air dalam outfall=0.40m/dtkLuas penampang basah (A)A=Q=5.5030295479v0.40=13.7575738698m2Mencari lebar saluran dan kedalaman airA=2.5h2; diasumsikan b=1.5h13.7575738698=2.5h2h=2.3458536928mb=3.5187805392mJari-jari hidrolis ( R )R=A=2.5h2p4.328h=13.7575710.15285R=1.35504mTinggi jagaanfb=1.5 . Q .h0.560=1.5.5.5030295479.2.34585369280.560=0.56810mKehilangan tingkat energi (z)Q= . A . 2g .z; dimana :=koefisien debit =0.8z=kehilangan tinggi energi (m)z=Qg=percepatan gravitasi (m/s2) . A . 2g=5.503030.8.13.7575738698.19.62z=0.02548mSketsa penampang0.56810 m2.34585 m3.51878 m

MBD0000BB18.unknown

MBD0000BB15.unknown

MBD0000BB17.unknown