TABEL DIM. SALURAN (2)Tabel Perhitungan Dimensi SaluranBNo.SaluranQ rencanaVmnCADimensi SaluranSKontrol Sw + hQ saluranhBwPRT( m3/dt )( m/dt )( m2 )( m )( m )(m)(m)(m)(m)( m )( m3/dt )1A0 - A10.2330.41.40.350.1400.580.420.820.242.250.261.990.11868450.11868450.660.232A0 - A30.2330.41.40.350.1400.580.420.820.242.250.261.990.11868450.11868450.660.233A1 - A22.1830.41.40.350.1575.461.272.520.456.890.796.070.02673210.02673211.722.184A2 - A33.3560.41.40.350.1728.391.583.120.528.540.987.530.02007050.02007052.103.365B1 - B20.2460.41.40.350.1400.620.430.850.242.310.272.040.11447780.11447780.670.256B0 - B20.9560.41.40.350.1422.390.841.670.354.560.524.020.04634970.04634971.190.967B3 - B00.2020.41.40.350.1400.510.390.770.232.100.241.850.13066980.13066980.620.208B3 - B40.2020.41.40.350.1400.510.390.770.232.100.241.850.13066980.13066980.620.209B1 - B40.7750.41.40.350.1401.940.761.500.334.100.473.620.05331530.05331531.080.7810C0 - C10.2330.41.40.350.1400.580.420.820.242.250.261.990.11868450.11868450.660.2311C1 - C31.5550.41.40.350.1493.891.072.120.405.810.675.130.03351870.03351871.471.5612C2 - C31.0550.41.40.350.1432.640.881.750.364.790.554.220.04341120.04341121.241.0613C0 - C20.2330.41.40.350.1400.580.420.820.242.250.261.990.11868450.11868450.660.2314D0 - D10.1820.41.40.350.1400.460.370.730.231.990.231.750.14004930.14004930.590.1815D0 - D20.2330.41.40.350.1400.580.420.820.242.250.261.990.11868450.11868450.660.2316D1 - D30.8550.41.40.350.1402.140.801.570.334.310.503.800.04995110.04995111.130.8517D2 - D33.6440.41.40.350.1769.111.643.250.548.901.027.850.01899770.01899772.183.6418E1 - E00.2330.41.40.350.1400.580.420.820.242.250.261.990.11868450.11868450.660.2319E1 - E20.2460.41.40.350.1400.620.430.850.242.310.272.040.11447780.11447780.670.2520E0 - E34.7780.41.40.350.19011.941.883.720.6010.191.178.990.01585970.01585972.484.7821E2 - E31.2710.41.40.350.1463.180.971.920.385.260.604.630.03834810.03834811.351.2722F0 - F11.0290.41.40.350.1432.570.871.730.354.730.544.170.04413510.04413511.231.0323F0 - F20.2330.41.40.350.1400.580.420.820.242.250.261.990.11868450.11868450.660.2324F3 - F11.8200.41.40.350.1534.551.162.300.426.290.725.550.03018660.03018661.581.8225F2 - F30.4800.41.40.350.1401.200.601.180.293.230.372.850.07341160.07341160.880.4826G0 - G15.2140.41.40.350.19513.041.963.890.6210.651.229.390.01496240.01496242.585.2127G1 - G36.2450.41.40.350.20815.612.154.260.6711.651.3410.270.01326630.01326632.826.2528G2 - G00.2190.41.40.350.1400.550.400.800.242.180.251.920.12390180.12390180.640.2229G2 - G30.2330.41.40.350.1400.580.420.820.242.250.261.990.11868450.11868450.660.2330H0 - H10.2020.41.40.350.1400.510.390.770.232.100.241.850.13066980.13066980.620.2031H0 - H20.2190.41.40.350.1400.550.400.800.242.180.251.920.12390180.12390180.640.2232H1 - H35.1400.41.40.350.19412.851.953.860.6210.571.229.320.01510520.01510522.575.1433H2 - H37.1610.41.40.350.22017.902.304.560.7112.481.4311.000.01210930.01210933.017.1634I0 - I10.2330.41.40.350.1400.580.420.820.242.250.261.990.11868450.11868450.660.2335I0 - I20.2460.41.40.350.1400.620.430.850.242.310.272.040.11447780.11447780.670.2536I1 - I37.2370.41.40.350.22018.092.314.580.7112.541.4411.060.01202530.01202533.037.2437I2 - I31.2700.41.40.350.1463.180.971.920.385.250.604.630.03835760.03835761.351.2738J0 - J11.0120.41.40.350.1432.530.861.710.354.690.544.130.04464800.04464801.221.0139J2 - J30.2330.41.40.350.1400.580.420.820.242.250.261.990.11868450.11868450.660.2340J2 - J00.2460.41.40.350.1400.620.430.850.242.310.272.040.11447780.11447780.670.2541J3 - J10.9550.41.40.350.1422.390.841.660.354.560.524.020.04637660.04637661.190.9642K0 - K10.2460.41.40.350.1400.620.430.850.242.310.272.040.11447780.11447780.670.2543K0 - K20.2330.41.40.350.1400.580.420.820.242.250.261.990.11868450.11868450.660.23b. Saluran Primer44K1 - K315.6370.41.40.350.32539.093.406.731.0518.442.1216.260.00719480.00719484.4515.64No.SaluranQ rencanaVDimensi SalurannmPRSww + hV saluranQ saluran44K2 - K31.2740.41.40.350.1463.190.971.920.385.260.614.640.03827940.03827941.351.27( m/dt )Ahb( m3/dt )( m/dt )( m2 )( m )( m )( m )( m )( m )( m )( m/dt )( m3/dt )1C0 - C20.000.450.000.000.000.000002.000.000.000.00000000.000.000.000.002J3 - J16.450.4514.320.000.000.000002.000.000.000.00000000.000.000.006.45Catatan : untuk saluran yang debit rencananya = 0 m3/dtk, digunakan dimensi saluran minimum

whT

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 )YT20.366551.4999102.2502202.9606253.1985503.90191004.60012005.29605006.214010006.919050008.5390100009.9210

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

DATA MAXBAB IPERHITUNGAN CURAH HUJAN RENCANATabel 1.1. Data Curah HujanNo.TahunCurah HujanSta ASta CSta ESta F2101197510521013519517519812401982250198426521976175175210170210199624019902451982250319772252102502102151977225199124019952404197816521521516017519912201978215199123551979215175240145195197921519942151983230619801251951802101851994205197521019942307198124018524090250198320019772101987225819821102502751701601976175199321019762109198320016017519080197816519962101979210101984908020020519519851651980195198921011198516519523517516019891651985195197820012198611516018024018519921601981185198019513198714518514021017519881501987185197719014198815017522016015019931501976175199619015198916515026519024519871451979175198617516199012024527025024019801251988175198817517199122024017517590199012019831601992165181992160901901802101986115198616019811601919931502102352202151995115198915019851602019942052152151601101982110199511019901502119951151102059521019751051992901993135221996240210160225198490198480197510523199719526010525024199824021510611025199921090185250262000220170120140272001210200175225282002200195215210292003225215170240302004180165205175312005156165210190322006125185220210Sumber : Data Curah Hujan dari keempat stasiun250

GUMBELI. METODE GUMBELA.StasiunATabel I.1.NoTahunXX2X=SX1197510511025n2197617530625=55613197722550625324197816527225=173.7813mm51979215462256198012515625Sx=(SX2-X.SX)0,57198124057600n-181982110121009198320040000Sx=(1029311-173.7813x5561)0,5101984908100311119851652722512198611513225Sx=45.049613198714521025141988150225001519891652722516199012014400171991220484001819921602560019199315022500n=32Yn=0.528320199420542025Sn=1.081121199511513225T=2TahunYt=0.366522199624057600T=5TahunYt=1.499923199719538025T=10TahunYt=2.250224199824057600T=15TahunYt=2.6054251999210441002620002204840027200121044100282002200400002920032255062530200418032400312005156243363220061251562532S55611029311XTr=X+K.Sx,dimana K=Yt-YnSnX2=174+(0.3665-0.5283)x45.0496=167.04mm1.0811X5=174+(1.4999-0.5283)x45.0496=214.27mm1.0811X10=174+(2.2502-0.5283)x45.0496=245.53mm1.0811X15=174+(2.6054-0.5283)x45.050=260.33mm1.0811B.StasiunCTabel I.1.NoTahunXX2X=SX1197521044100n2197617530625=59003197721044100324197821546225=184mm51979175306256198019538025Sx=(SX2-X.SX)0,57198118534225n-181982250625009198316025600Sx=(46225-184.3750x215)0,5101984806400311119851953802512198616025600Sx=14.57391319871853422514198817530625151989150225001619902456002517199124057600181992908100191993210441002019942154622521199511012100221996210441002319972606760024199821546225251999908100n=32Yn=0.528326200017028900Sn=1.081127200120040000T=2TahunYt=0.366528200219538025T=5TahunYt=1.499929200321546225T=10TahunYt=2.250230200416527225T=15TahunYt=2.6054312005165272253220061853422532S59001149400XTr=X+K.Sx,dimana K=Yt-YnSnX2=184+(0.3665-0.5283)x14.5739=182.19mm1.0811X5=184+(1.4999-0.5283)x14.5739=197.47mm1.0811X10=184+(2.2502-0.5283)x14.5739=207.59mm1.0811X15=184+(2.6054-0.5283)x14.574=212.38mm1.0811C.StasiunETabel I.1.NoTahunXX2X=SX1197513518225n2197621044100=63213197725062500324197821546225=198mm51979240576006198018032400Sx=(SX2-X.SX)0,57198124057600n-181982275756259198317530625Sx=(1310611-197.5313x6321)0,510198420040000311119852355522512198618032400Sx=44.727113198714019600141988220484001519892657022516199027072900171991175306251819921903610019199323555225n=32Yn=0.528320199421546225Sn=1.081121199520542025T=2TahunYt=0.366522199616025600T=5TahunYt=1.499923199710511025T=10TahunYt=2.250224199810611236T=15TahunYt=2.6054251999185342252620001201440027200117530625282002215462252920031702890030200420542025312005210441003220062204840032S63211310611XTr=X+K.Sx,dimana K=Yt-YnSnX2=198+(0.3665-0.5283)x44.7271=190.84mm1.0811X5=198+(1.4999-0.5283)x44.7271=237.73mm1.0811X10=198+(2.2502-0.5283)x44.7271=268.77mm1.0811X15=198+(2.6054-0.5283)x44.727=283.46mm1.0811C.StasiunFTabel I.1.NoTahunXX2X=SX1197519538025n2197617028900=60253197721044100324197816025600=188mm51979145210256198021044100Sx=(SX2-X.SX)0,571981908100n-181982170289009198319036100Sx=(1189925-188.2813x6025)0,510198420542025311119851753062512198624057600Sx=42.3238131987210441001419881602560015198919036100161990250625001719911753062518199218032400n=32Yn=0.528319199322048400Sn=1.081120199416025600T=2TahunYt=0.3665211995959025T=5TahunYt=1.499922199622550625T=10TahunYt=2.250223199725062500T=32TahunYt=2.605424199811012100251999250625002620001401960027200122550625282002210441002920032405760030200417530625312005190361003220062104410032S60251189925XTr=X+K.Sx,dimana K=Yt-YnSnX2=188+(0.3665-0.5283)x42.3238=181.95mm1.0811X5=188+(1.4999-0.5283)x42.3238=226.32mm1.0811X10=188+(2.2502-0.5283)x42.3238=255.69mm1.0811X15=188+(2.6054-0.5283)x42.324=269.60mm1.0811Hasil perhitungan Curah Hujan rata-rata (mm) Metode GUMBELNo.Periode UlangStasiunACEFRata-rata12167.04 mm182.19 mm190.84 mm181.95 mm180.50 mm25214.27 mm197.47 mm237.73 mm226.32 mm218.95 mm310245.53 mm207.59 mm268.77 mm255.69 mm244.40 mm415260.33 mm212.38 mm283.46 mm269.60 mm256.44 mm

HASPERI.2. Metode HasperA.Curah HujanSta ATabel 1.6.Hujan Max R (mm)Urutan Terbesar (m)Peride Ulang t=(n+1)/mStandar Variabel U2401332.13( Lampiran 4 )240216.51.50n=32Sn=1(R1-R+R2-R)2U1U2=1240-173.781+240-173.78122.131.50=37.6172RT=R+Sn.UTT=2TahunUT=-0.220T=5TahunUT=0.64( Lampiran 4 )T=10TahunUT=1.26T=15TahunUT=1.35R2=173.7813+37.6172x-0.22=165.5055mm-8.2757893192R5=173.7813+37.6172x0.64=197.8563mmR10=173.7813+37.6172x1.26=221.1790mmR15=173.7813+37.6172x1.35=224.5645mmB.Curah HujanSta CTabel 1.7.Hujan Max R (mm)Urutan Terbesar (m)Peride Ulang t=(n+1)/mStandar Variabel U2501332.13( Lampiran 4 )245216.51.50n=32Sn=1(R1-R+R2-R)2U1U2=1250-184.375+245-184.37522.131.5=35.6133RT=R+Sn.UTT=2TahunUT=-0.22( Lampiran 4 )T=5TahunUT=0.64T=10TahunUT=1.26T=15TahunUT=1.35R2=184.3750+35.6133x-0.22=176.5401mmR5=184.3750+35.6133x0.64=207.1675mmR10=184.3750+35.6133x1.26=229.2477mmR15=184.3750+35.6133x1.35=232.4529mmC.Curah HujanSta ETabel 1.8.Hujan Max R (mm)Urutan Terbesar (m)Peride Ulang t=(n+1)/mStandar Variabel U2651332.13( Lampiran 4 )250216.51.50n=32Sn=1(R1-R+R2-R)2U1U2=1265-197.531+250-197.53122.131.5=33.3273RT=R+Sn.UTT=2TahunUT=-0.22( Lampiran 4 )T=5TahunUT=0.64T=10TahunUT=1.26T=15TahunUT=1.35R2=197.5313+33.3273x-0.22=190.1992mmR5=197.5313+33.3273x0.64=218.8607mmR10=197.5313+33.3273x1.26=239.5237mmR15=197.5313+33.3273x1.35=242.5231mmD.Curah HujanSta FTabel 1.9.Hujan Max R (mm)Urutan Terbesar (m)Peride Ulang t=(n+1)/mStandar Variabel U2501332.13( Lampiran 4 )250216.51.50n=32Sn=1(R1-R+R2-R)2U1U2=1250-188.281+250-188.28122.131.5=35.0609RT=R+Sn.UTT=2TahunUT=-0.22( Lampiran 4 )T=5TahunUT=0.64T=10TahunUT=1.26T=15TahunUT=1.35R2=188.2813+33.3273x-0.22=180.9492mmR5=188.2813+33.3273x0.64=209.6107mmR10=188.2813+33.3273x1.26=230.2737mmR15=188.2813+33.3273x1.35=233.2731mm

REKAPITULASITabel Rekapitulasi Perhitungan Curah Hujan RencanaCURAH HUJAN RATA-RATA KETIGA STASIUN DENGAN METODE GUMBELNOPERIODE ULANGCURAH HUJAN (mm)RATA-RATAMETODE GUMBELSTASIUNASTASIUNCSTASIUNESTASIUN F12167.039182.194190.837181.947180.02325214.268197.473237.728226.318216.490310245.533207.587268.769255.692240.630415260.334212.376283.465269.597252.058CURAH HUJAN RATA-RATA KETIGA STASIUN DENGAN METODE HASPERNOPERIODE ULANGCURAH HUJAN (mm)RATA-RATAMETODE HASPERSTASIUNASTASIUNCSTASIUNESTASIUN F12165.505176.540190.199180.949177.41525197.856207.167218.861209.611207.961310221.179229.248239.524230.274229.983415224.565232.453242.523233.273233.180CURAH HUJAN RATA-RATA KETIGA STASIUN DENGAN METODE IWAINOPERIODE ULANGCURAH HUJAN (mm)RATA-RATAMETODE IWAISTASIUNASTASIUNCSTASIUNESTASIUN F12168.324178.042192.526192.526179.63125211.806226.901236.748236.748225.152310233.788243.279239.524230.274238.864415252.951274.347277.945277.945268.414CURAH HUJAN RATA-RATA KETIGA STASIUN DENGAN METODE LOG PEARSON IIINOPERIODE ULANGCURAH HUJAN (mm)RATA-RATAMETODE GUMBELSTASIUNASTASIUNCSTASIUNESTASIUN F12171.843184.450185.977184.524180.75725212.864229.294240.850230.065227.669310235.923253.014280.913259.389256.617415244.697258.933300.357286.844267.996REKAPITULASI KESELURUHANNOPERIODE ULANGCURAH HUJAN (mm)DIAMBIL MAX.METODEGUMBELHASPERIWAILOG PERSON12180.023177.415179.631180.757180.02325216.490207.961225.152227.669225.152310240.630229.983238.864256.617240.630415252.058233.180268.414267.996268.414

IWAII.2. METODE IWAIA.StasiunATabel I.6NoTahunXi (mm)Log Xi(3) + bXo=Log (5)Xb=(6)2(1)(2)(3)(4)(5)(6)(7)119751052.0212123.18772.09064.3705219761752.2430193.18772.28605.2257319772252.3522243.18772.38595.6927419781652.2175183.18772.26295.1207519792152.3324233.18772.36775.6060619801252.0969143.18772.15594.6479719812402.3802258.18772.41195.8174819821102.0414128.18772.10784.4430919832002.3010218.18772.33885.4701101984901.9542108.18772.03424.13791119851652.2175183.18772.26295.12071219861152.0607133.18772.12454.51331319871452.1614163.18772.21274.89601419881502.1761168.18772.22584.95421519891652.2175183.18772.26295.12071619901202.0792138.18772.14054.58161719912202.3424238.18772.37695.64971819921602.2041178.18772.25095.06651919931502.1761168.18772.22584.95422019942052.3118223.18772.34875.51632119951152.0607133.18772.12454.51332219962402.3802258.18772.41195.81742319971952.2900213.18772.32885.42312419982402.3802258.18772.41195.81742519992102.3222228.18772.35835.56152620002202.3424238.18772.37695.64972720012102.3222228.18772.35835.56152820022002.3010218.18772.33885.47012920032252.3522243.18772.38595.69273020041802.2553198.18772.29715.27663120051562.1931174.18772.24105.02223220061252.0969143.18772.15594.6479n=32556171.1833S72.6626165.3588rata - rata2.27075.1675SLog Xi=71.1833Log X=71.1833=71.1833=2.2245n32X=167.6794X2=28116.3723Tabel I.7 Perhitungan bNoXaXtXa.XtXa+Xt(4)-X22LogX-(5)bi=(6)/(7)(1)(2)(3)(4)(5)(6)(7)(8)1.11020022000310-6116.3723-305.551020.01752.14516023200305-4916.3723-300.551016.3579S36.3754Sumber : hasil perhitunganDimana,b=S bi2=18.1877Tabel I.8. Perhitungan Curah HujanTx1/c . xXo + (3)x + b = 10( 4 )x = (5) - b(1)(2)(3)(4)(5)(6)20.00000.00002.2707186.5121168.32 mm50.59450.09102.3617229.9936211.81 mm151.06140.16252.4332271.1382252.95 mmDimana;0.51/c=(2n)x(Xb - Xo 2)n-10.5=(2.32)x(5.1675-(2.27072 )31=0.1531B.Stasiun CTabel I.9.NoTahunXi (mm)Log Xi(3) + bXo=Log (5)Xb=(6)2(1)(2)(3)(4)(5)(6)(7)119752102.3222213.11262.32865.4224219761752.2430178.11262.25075.0656319772102.3222213.11262.32865.4224419782152.3324218.11262.33875.4694519791752.2430178.11262.25075.0656619801952.2900198.11262.29695.2758719811852.2672188.11262.27445.1730819822502.3979253.11262.40335.7759919831602.2041163.11262.21254.8951101984801.903183.11261.91973.68511119851952.2900198.11262.29695.27581219861602.2041163.11262.21254.89511319871852.2672188.11262.27445.17301419881752.2430178.11262.25075.06561519891502.1761153.11262.18504.77431619902452.3892248.11262.39465.73431719912402.3802243.11262.38585.6921181992901.954293.11261.96903.87701919932102.3222213.11262.32865.42242019942152.3324218.11262.33875.46942119951102.0414113.11262.05354.21692219962102.3222213.11262.32865.42242319972602.4150263.11262.42015.85712419982152.3324218.11262.33875.4694251999901.954293.11261.96903.87702620001702.2304173.11262.23835.01012720012002.3010203.11262.30775.32562820021952.2900198.11262.29695.27582920032152.3324218.11262.33875.46943020041652.2175168.11262.22564.95333120051652.2175168.11262.22564.95333220061852.2672188.11262.27445.1730n=32590072.0054S72.2576163.6329rata - rata2.25805.1135SLog Xi=72.0054Log X=72.0054=72.0054=2.2502n32X=177.8971X2=31647.3636Tabel I.10 Perhitungan bNoXaXtXa.XtXa+Xt(4)-X22LogX-(5)bi=(6)/(7)(1)(2)(3)(4)(5)(6)(7)(8)1.8021016800290-14847.3636-285.499752.00482.2502105250046020852.6364-455.4997-45.7797S6.2251Sumber : hasil perhitunganDimana,b=S bi2=3.1126Tabel I.11. Perhitungan Curah HujanTx1/c . xXo + (3)x + b = 10( 4 )x = (5) - b(1)(2)(3)(4)(5)(6)20.00000.00002.2580181.1547178.0450.59450.10372.3618230.0139226.90151.06140.18522.4432277.4597274.35Dimana;0.51/c=(2n)x(Xb - Xo 2 )n-10.5=(2.32)x(5.1135-2.25802)31=0.1744C.Stasiun ETabel I.12.NoTahunXi (mm)Log Xi(3) + bXo=Log (5)Xb=(6)2(1)(2)(3)(4)(5)(6)(7)119751352.1303151.46172.18034.7537219762102.3222226.46172.35505.5460319772502.3979266.46172.42565.8837419782152.3324231.46172.36455.5908519792402.3802256.46172.40905.8034619801802.2553196.46172.29335.2591719812402.3802256.46172.40905.8034819822752.4393291.46172.46466.0742919831752.2430191.46172.28215.20791019842002.3010216.46172.33545.45401119852352.3711251.46172.40055.76231219861802.2553196.46172.29335.25911319871402.1461156.46172.19444.81541419882202.3424236.46172.37385.63471519892652.4232281.46172.44945.99971619902702.4314286.46172.45716.03721719911752.2430191.46172.28215.20791819921902.2788206.46172.31485.35851919932352.3711251.46172.40055.76232019942152.3324231.46172.36455.59082119952052.3118221.46172.34535.50042219961602.2041176.46172.24675.04742319971052.0212121.46172.08444.34492419981062.0253122.46172.08804.35972519991852.2672201.46172.30425.30932620001202.0792136.46172.13504.55832720011752.2430191.46172.28215.20792820022152.3324231.46172.36455.59082920031702.2304186.46172.27065.15563020042052.3118221.46172.34535.50043120052102.3222226.46172.35505.54603220062202.3424236.46172.37385.6347n=32632173.0679S74.2439172.5594rata - rata2.32015.3925SLog Xi=73.0679Log X=73.0679=73.0679=2.2834n32X=192.0308X2=36875.8318Tabel I.13 Perhitungan bNoXaXtXa.XtXa+Xt(4)-X22LogX-(5)bi=(6)/(7)(1)(2)(3)(4)(5)(6)(7)(8)1.27510528875380-8000.8318-375.433321.31092.27012032400390-4475.8318-385.433311.6125S32.9234Sumber : hasil perhitunganDimana,b=S bi2=16.4617Tabel I.14. Perhitungan Curah HujanTx1/c . xXo + (3)x + b = 10( 4 )x = (5) - b(1)(2)(3)(4)(5)(6)20.00000.00002.3201208.9875192.5350.59450.08342.4035253.2092236.75151.06140.14882.4689294.4062277.94Dimana;0.51/c=(2n)x(Xb - ( Xo )2 )n-10.5=(2.32)x(5.3925-(2.3201)231=0.1402D.Stasiun FTabel I.12.NoTahunXi (mm)Log Xi(3) + bXo=Log (5)Xb=(6)2(1)(2)(3)(4)(5)(6)(7)119751952.2900211.46172.32525.4067219761702.2304186.46172.27065.1556319772102.3222226.46172.35505.5460419781602.2041176.46172.24675.0474519791452.1614161.46172.20814.8756619802102.3222226.46172.35505.546071981901.9542106.46172.02724.1095819821702.2304186.46172.27065.1556919831902.2788206.46172.31485.35851019842052.3118221.46172.34535.50041119851752.2430191.46172.28215.20791219862402.3802256.46172.40905.80341319872102.3222226.46172.35505.54601419881602.2041176.46172.24675.04741519891902.2788206.46172.31485.35851619902502.3979266.46172.42565.88371719911752.2430191.46172.28215.20791819921802.2553196.46172.29335.25911919932202.3424236.46172.37385.63472019941602.2041176.46172.24675.0474211995951.9777111.46172.04714.19072219962252.3522241.46172.38285.67802319972502.3979266.46172.42565.88372419981102.0414126.46172.10204.41822519992502.3979266.46172.42565.88372620001402.1461156.46172.19444.81542720012252.3522241.46172.38285.67802820022102.3222226.46172.35505.54602920032402.3802256.46172.40905.80343020041752.2430191.46172.28215.20793120051902.2788206.46172.31485.35853220062102.3222226.46172.35505.5460n=32602572.3887S73.6238169.7069rata - rata2.30075.3033SLog Xi=72.3887Log X=72.3887=72.3887=2.2621n32X=182.8715X2=33441.9970Tabel I.13 Perhitungan bNoXaXtXa.XtXa+Xt(4)-X22LogX-(5)bi=(6)/(7)(1)(2)(3)(4)(5)(6)(7)(8)1.170250425004205624.1682-415.4333-13.53812.25014035000390-1875.8318-385.43334.8668S-8.6713Sumber : hasil perhitunganDimana,b=S bi2=-4.3356Tabel I.14. Perhitungan Curah HujanTx1/c . xXo + (3)x + b = 10( 4 )x = (5) - b(1)(2)(3)(4)(5)(6)20.00000.00002.3201208.9875192.5350.59450.08342.4035253.2092236.75151.06140.14882.4689294.4062277.94Dimana;0.51/c=(2n)x(Xb - ( Xo )2 )n-10.5=(2.32)x(5.3033-(2.3007)231=0.1431

ANGGOTA LEGISLATIF:ANGGOTA LEGISLATIF:

LogI.1. METODE LOG PEARSON IIIA. Stasiun ATabel 1.15NoTahunXi (mm)Log Xi(Log Xi - Log X)2(Log Xi - Log X)3Koefisien AsimetriPeriode Ulang119751052.02120.0413-0.0084Cs25101525219761752.24300.00030.00003.001.181.7292.278319772252.35220.01630.00212.801.211.74252.275419781652.21750.0000-0.00002.601.2381.75252.267519792152.33240.01170.00132.401.2621.7592.256619801252.09690.0163-0.00212.201.2841.7622.24719812402.38020.02430.00382.001.3021.76052.219819821102.04140.0335-0.00611.801.3181.74052.163919832002.30100.00590.00041.601.3291.7462.163101984901.95420.0730-0.01971.401.3371.73252.1281119851652.21750.0000-0.00001.201.341.71352.0871219861152.06070.0268-0.00441.001.341.69152.0431319871452.16140.0040-0.00030.801.3361.66451.9931419881502.17610.0023-0.00010.601.3281.63351.9391519891652.21750.0000-0.00000.401.882.07052.2611619901202.07920.0211-0.00310.201.3011.55951.8181719912202.34240.01390.00160.001.2821.51651.7511819921602.20410.0004-0.00001919931502.17610.0023-0.00012019942052.31180.00760.00072119951152.06070.0268-0.00442219962402.38020.02430.00382319971952.29000.00430.00032419982402.38020.02430.00382519992102.32220.00960.00092620002202.34240.01390.00162720012102.32220.00960.00092820022002.30100.00590.00042920032252.35220.01630.00213020041802.25530.00090.00003120051562.19310.0010-0.00003220061252.09690.0163-0.0021Jumlah71.18330.4543-0.0270n=32-2.000.8950.9270.959Log X =71.1833=2.2244796428-2.200.8440.8660.88832-2.400.7950.8090.823-2.600.7470.75550.764Sx =S (Log Xi - Log X)2Cs =n . S (Log Xi - Log X)3-2.800.7020.7070.712(n - 1)(n - 1)(n - 2)(Sx)3-3.000.660.6630.666=0.4543=32.-0.02703131.30.0.121054113630.0660.856=0.1210541136=-0.52402525011.2311.356Berdasarkan nilai Cs =-0.5240252501maka diperoleh nilai K untuk setiap periode ulang (tabel 3)Log X = Log X + K . SxTabel 1.16T (tahun)KLog XSxXi (mm)20.0882.22450.12105171.8450.8562.22450.12105212.86101.2252.22450.12105235.92151.3562.22450.12105244.70B. Stasiun CTabel 1.17NoTahunXi (mm)Log Xi(Log Xi - Log X)2(Log Xi - Log X)3119752102.32220.00960.0009219761752.24300.00030.0000319772102.32220.00960.0009419782152.33240.01170.0013519791752.24300.00030.0000619801952.29000.00430.0003719811852.26720.00180.0001819822502.39790.03010.0052919831602.20410.0004-0.0000101984801.90310.1033-0.03321119851952.29000.00430.00031219861602.20410.0004-0.00001319871852.26720.00180.00011419881752.24300.00030.00001519891502.17610.0023-0.00011619902452.38920.02710.00451719912402.38020.02430.0038181992901.95420.0730-0.01971919932102.32220.00960.00092019942152.33240.01170.00132119951102.04140.0335-0.00612219962102.32220.00960.00092319972602.41500.03630.00692419982152.33240.01170.0013251999901.95420.0730-0.01972620001702.23040.00000.00002720012002.30100.00590.00042820021952.29000.00430.00032920032152.33240.01170.00133020041652.21750.0000-0.00003120051652.21750.0000-0.00003220061852.26720.00180.0001Jumlah72.00540.5140-0.0482n=32Log X =72.0054=2.250168768432Sx =S (Log Xi - Log X)2Cs =n . S (Log Xi - Log X)3(n - 1)(n - 1)(n - 2)(Sx)3=0.5140=32.-0.04823131.30.0.12876693533=0.1287669353=-0.7775102319Berdasarkan nilai Cs =-0.7775102319maka diperoleh nilai K untuk setiap periode ulang (tabel 3)Log X = Log X + K . SxTabel 1.18T (tahun)KLog XSxXi (mm)20.1222.25020.12877184.4550.8562.25020.12877229.29101.1882.25020.12877253.01151.2662.25020.12877258.93C. Stasiun ETabel 1.19NoTahunXi (mm)Log Xi(Log Xi - Log X)2(Log Xi - Log X)3119751352.13030.0089-0.0008219762102.32220.00960.0009319772502.39790.03010.0052419782152.33240.01170.0013519792402.38020.02430.0038619801802.25530.00090.0000719812402.38020.02430.0038819822752.43930.04620.0099919831752.24300.00030.00001019842002.30100.00590.00041119852352.37110.02150.00311219861802.25530.00090.00001319871402.14610.0061-0.00051419882202.34240.01390.00161519892652.42320.03950.00791619902702.43140.04280.00891719911752.24300.00030.00001819921902.27880.00290.00021919932352.37110.02150.00312019942152.33240.01170.00132119952052.31180.00760.00072219961602.20410.0004-0.00002319971052.02120.0413-0.00842419981062.02530.0397-0.00792519991852.26720.00180.00012620001202.07920.0211-0.00312720011752.24300.00030.00002820022152.33240.01170.00132920031702.23040.00000.00003020042052.31180.00760.00073120052102.32220.00960.00093220062202.34240.01390.0016Jumlah73.06790.47830.0360n=32Log X =73.0679=2.283370912532Sx =S (Log Xi - Log X)2Cs =n . S (Log Xi - Log X)3(n - 1)(n - 1)(n - 2)(Sx)3=0.4783=32.0.03603131.30.0.12421178373=0.1242117837=0.6467555633Berdasarkan nilai Cs =0.6467555633maka diperoleh nilai K untuk setiap periode ulang (tabel 3)Log X = Log X + K . SxTabel 1.20T (tahun)KLog XSxXi (mm)2-0.1122.28340.12421185.9850.7922.28340.12421240.85101.3302.28340.12421280.91151.5642.28340.12421300.36D. Stasiun FTabel 1.21NoTahunXi (mm)Log Xi(Log Xi - Log X)2(Log Xi - Log X)3119751952.29000.00430.0003219761702.23040.00000.0000319772102.32220.00960.0009419781602.20410.0004-0.0000519791452.16140.0040-0.0003619802102.32220.00960.000971981901.95420.0730-0.0197819821702.23040.00000.0000919831902.27880.00290.00021019842052.31180.00760.00071119851752.24300.00030.00001219862402.38020.02430.00381319872102.32220.00960.00091419881602.20410.0004-0.00001519891902.27880.00290.00021619902502.39790.03010.00521719911752.24300.00030.00001819921802.25530.00090.00001919932202.34240.01390.00162019941602.20410.0004-0.0000211995951.97770.0609-0.01502219962252.35220.01630.00212319972502.39790.03010.00522419981102.04140.0335-0.00612519992502.39790.03010.00522620001402.14610.0061-0.00052720012252.35220.01630.00212820022102.32220.00960.00092920032402.38020.02430.00383020041752.24300.00030.00003120051902.27880.00290.00023220062102.32220.00960.0009Jumlah72.38870.4347-0.00650.00n=320.00Log X =72.3887=2.26214610170.0032Sx =S (Log Xi - Log X)2Cs =n . S (Log Xi - Log X)3(n - 1)(n - 1)(n - 2)(Sx)30.00=0.4347=32.-0.00650.003131.30.0.118412753830.00=0.1184127538=-0.1345809153Berdasarkan nilai Cs =-0.1345809153maka diperoleh nilai K untuk setiap periode ulang (tabel 3)0.00Log X = Log X + K . Sx0.00Tabel 1.160.00T (tahun)KLog XSxXi (mm)20.0332.26210.11841184.5250.8422.26210.11841230.06101.2822.26210.11841259.39151.6512.26210.11841286.84

Civil2k:DIAMBIL DARI LAMPIRAN

WEDUWEN1.4. Metode WeduwenA.StasiunSta AC.0RT=Mn.RmaxIIMpRT=MnRmaxIIMpRmax II=240mmRmax II=0mmn=32Mp=0.8570(Lampiran 5)n=15tahunMp=0.0000T=2tahunMn=0.4900T=5tahunMn=0.6020T=2tahunMn=0.0000T=10tahunMn=0.7050T=50tahunMn=0.0000R2=0.490240=137mm0.8570R2=0.000000=0.00mm0.8570R5=0.602240=168.59mm0.8570R5=0.000000=0.00mm0.8570R10=0.705240=197.43mm0.8570B.StasiunDRT=Mn.RmaxIIMpRmax II=240mmn=32Mp=0.8570(Lampiran 5)T=2tahunMn=0.4900T=5tahunMn=0.6020T=10tahunMn=0.7050R2=0.490240=137.2229mm0.8570R5=0.602240=168.5881mm0.8570R10=0.705240=197.4329mm0.8570C.StasiunFRT=Mn.RmaxIIMpRmax II=250mmn=32Mp=0.8570(Lampiran 5)T=2tahunMn=0.4900T=5tahunMn=0.6020T=10tahunMn=0.7050R2=0.490250=142.9405mm0.8570R5=0.602250=175.6126mm0.8570R10=0.705250=205.6593mm0.8570

METODE BENARIII.4 INTENSITAS CURAH HUJAN RENCANA1. Intensitas Curah Hujan Rencana Dengan Metode MononobeI=RX(24)2/324tDiketahui :R2=180.023mm181.94697R5=225.152mm226.31827R10=240.630mm255.69165R15=268.414mm269.59732Contoh : Untuk t = 5 menit= 5/60=0.083jamI2 =180.023x (24)2/3=327.124mm/jam240.083I5 =225.152x (24)2/3=409.128mm/jam240.083I10 =240.630x (24)2/3=437.254mm/jam240.083I15 =268.414x (24)2/3=487.741mm/jam240.083Perhitungan selanjutnya ditabelkan ;tIntensitas Curah Hujan (mm/jam)(menit)I 2I 5I10I155327.124409.128437.254487.74110206.075257.734275.453307.25715157.265196.688210.210234.48120129.819162.362173.524193.56025111.875139.920149.539166.8053099.071123.906132.424147.7143589.395111.805119.491133.2884081.781102.282109.313121.9354575.60594.558101.058112.7275070.47788.14494.203105.0815566.13882.71788.40498.6116062.41178.05683.42293.0546559.16874.00079.08788.2197056.31570.43375.27583.9667553.78467.26671.89180.1918051.51964.43468.86376.8148549.47861.88166.13573.7729047.62859.56863.66371.0132. Intensitas Curah Hujan Rencana Dengan Metode TalbotData curah hujan maksimum dari perhitungan sebelumnya :R2=180.023mmR10=240.630mmR5=225.152mmR15=268.414mmI =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=7.501mm24R5=9.381mmR10=10.026mmR15=11.184mmPresipitas/intensitas curah hujan jangka pendekRumus :i =R60tPeriode Koefisien Untuk Periode Ulang 2 TahunNo.Menitii x ti2ti2it( t )menit1590.012450.05840510.5218102.104201.27221045.006450.05820255.2602025.526142.32131530.004450.05813503.507900.234116.20542022.503450.05810127.630506.382100.63652518.002450.0588102.104324.08490.01263015.002450.0586751.753225.05882.16973512.859450.0585787.217165.34976.07484011.251450.0585063.815126.59571.16094510.001450.0584501.169100.02667.09110509.001450.0584051.05281.02163.64811558.183450.0583682.77566.96060.68612607.501450.0583375.87756.26558.10213656.924450.0583116.19447.94155.82314706.429450.0582893.60941.33753.79215756.001450.0582700.70136.00951.96816805.626450.0582531.90831.64950.31817855.295450.0582382.97228.03548.81618905.001450.0582250.58425.00647.440Jumlah314.6018101.052141588.64912889.5821437.533Intensitas Curah Hujan dengan Formula TALBOTa=59875303.89b=0.0133038.952133038.952a=450.058b=0.0Periode Koefisien Untuk Periode Ulang 5 TahunNo.Menitii x ti2 x ti2it( t )menit15112.576562.87963366.54412673.309251.72721056.288562.87931683.2723168.327177.99831537.525562.87921122.1811408.145145.33542028.144562.87915841.636792.082125.86452522.515562.87912673.309506.932112.57663018.763562.87910561.091352.036102.76773516.082562.8799052.363258.63995.14484014.072562.8797920.818198.02088.99994512.508562.8797040.727156.46183.909105011.258562.8796336.654126.73379.603115510.234562.8795760.595104.73875.89912609.381562.8795280.54588.00972.66713658.660562.8794874.35074.99069.81714708.041562.8794526.18264.66067.27715757.505562.8794224.43656.32664.99616807.036562.8793960.40949.50562.93217856.622562.8793727.44443.85261.05318906.254562.8793520.36439.11559.333Jumlah393.46510131.821221472.91920161.8801797.894Intensitas Curah Hujan dengan Formula TALBOTa=117134821.36b=0.00208099.49208099.49a=562.88b=0.00Periode Koefisien Untuk Periode Ulang 10 TahunNo.Menitii x ti2 x ti2it( t )menit15120.315601.57572378.46814475.694269.03221060.157601.57536189.2343618.923190.23531540.105601.57524126.1561608.410155.3263. Metode Ishiguro42030.079601.57518094.617904.731134.51652524.063601.57514475.694579.028120.315I =adimana :a =(it). (i2) - (it). (i)63020.052601.57512063.078402.103109.832t + bN. (i2) - (i). (i)73517.188601.57510339.781295.422101.68584015.039601.5759047.309226.18395.117b =(i). (it) - (N). (i2t)94513.368601.5758042.052178.71289.677N. (i2) - (i). (i)105012.031601.5757237.847144.75785.076115510.938601.5756579.861119.63481.116a=(it).(i2) - (it).(i)b=(i).(it) - (N).(it)126010.026601.5756031.539100.52677.663N.(i2) - (i).(i)N.(i2) - (i).(i)13659.255601.5755567.57485.65574.61614708.594601.5755169.89173.85671.9021. Periode Koef. Untuk Periode Ulang 2 Tahun2. Periode Koef. Untuk Periode Ulang 5 Tahun15758.021601.5754825.23164.33669.464a=18076953.973a =35541508.49616807.520601.5754523.65456.54667.258133038.952208099.48617857.077601.5754257.55750.08965.250a=135.877a =170.79118906.684601.5754021.02644.67863.412Jumlah420.51410828.348252970.56923029.2821921.492b=426373.196b =675045.334133038.952208099.486Intensitas Curah Hujan dengan Formula TALBOTb=3.205b =3.244a142991450.69b=0.003. Periode Koef. Untuk Periode Ulang 10 Tahun4. Periode Koef. Untuk Periode Ulang 15 Tahun237695.18237695.18a =43442576.831a =60411231.078a601.57b=0.00237695.181295754.634a =182.766a =204.261Periode Koefisien Untuk Periode Ulang 15 Tahunb =773427.310b =966799.407No.Menitii x ti2 x ti2it237695.181295754.634( t )menitb =3.254b =3.26915134.207671.03590057.64118011.528300.09621067.104671.03545028.8214502.882212.200Contoh Perhitungan untuk setiap periode ulang dengan t = 5 menit31544.736671.03530019.2142001.281173.26142033.552671.03522514.4101125.721150.048I=a52526.841671.03518011.528720.461134.207t + b63022.368671.03515009.607500.320122.51473519.172671.03512865.377367.582113.426I2 =135.877=47.436(mm/menit)84016.776671.03511257.205281.430106.1005+3.20594514.912671.03510006.405222.365100.032105013.421671.0359005.764180.11594.899I5 =170.791=59.484(mm/menit)115512.201671.0358187.058148.85690.4825+3.244126011.184671.0357504.803125.08086.630136510.324671.0356927.511106.57783.232I10 =182.766=63.616(mm/menit)14709.586671.0356432.68991.89680.2045+3.25415758.947671.0356003.84380.05177.48416808.388671.0355628.60370.35875.024I15 =204.261=71.033(mm/menit)17857.895671.0355297.50862.32472.7845+3.26918907.456671.0355003.20255.59170.733Jumlah469.06812078.633314761.19028654.4172143.356MenitIntensitas Curah Hujan ( mm/menit )( t )I2I5I10I15Intensitas Curah Hujan dengan Formula TALBOT547.43659.48463.61671.0331037.39246.93150.20256.075a198461762.62b=0.001531.84639.98642.77847.789295754.63295754.632028.20735.42537.90142.345a671.04b=0.002525.58532.13734.38438.4183023.58029.62231.69435.413Contoh Perhitungan untuk setiap periode ulang dengan t = 5 menit3521.98327.61729.55033.0194020.67225.97227.79031.053I2=450.058=90.012(mm/menit)4519.57024.58926.31129.4005+0.0005018.62823.40625.04527.9875517.81022.37923.94626.759I5=562.879=112.576(mm/menit)6017.09121.47622.98025.6805+0.0006516.45320.67422.12224.7217015.88119.95621.35423.863I10=601.575=120.315(mm/menit)7515.36519.30820.66123.0885+0.0008014.89618.71920.03122.3848514.46818.18119.45521.741I15=671.035=134.207(mm/menit)9014.07417.68718.92621.1505+0.000Perhitungan selanjutnya ditabelkan ;MenitIntensitas Curah Hujan ( mm/menit )( t )I2I5I10I15590.012112.576120.315134.2071045.00656.28860.15767.1041530.00437.52540.10544.7362022.50328.14430.07933.5522518.00222.51524.06326.8413015.00218.76320.05222.3683512.85916.08217.18819.1724011.25114.07215.03916.7764510.00112.50813.36814.912509.00111.25812.03113.421558.18310.23410.93812.201607.5019.38110.02611.184656.9248.6609.25510.324706.4298.0418.5949.586756.0017.5058.0218.947805.6267.0367.5208.388855.2956.6227.0777.895905.0016.2546.6847.456

iSHOGURO3.4 INTENSITAS CURAH HUJAN RENCANA3.4.1 Intensitas Curah Hujan Rencana Dengan Metode1. Metode MononobeI=RX(24)2/324tDiketahui :R2=260.961mmR10=279.999mmR5=268.100mmR15=291.898mmContoh : Untuk t = 5 menit= 5/60=0.083jamI2 =260.961x (24)2/3=474.198mm/jam240.083I5 =268.100x (24)2/3=487.171mm/jam240.083I10 =279.999x (24)2/3=508.792mm/jam240.083I15 =291.898x (24)2/3=530.414mm/jam240.083Perhitungan selanjutnya ditabelkan ;tIntensitas Curah Hujan (mm/jam)(menit)I 2I 5I10I155474.198487.171508.792530.41410298.726306.898320.519334.14015227.970234.207244.602254.99620188.185193.334201.914210.49525162.173166.610174.004181.39930143.612147.541154.089160.63835129.587133.132139.041144.94940118.549121.793127.198132.60345109.597112.595117.592122.58950102.163104.958109.616114.2745595.87398.496102.868107.2396090.47092.94597.070101.1956585.76988.11592.02695.9377081.63583.86887.59091.3127577.96580.09883.65387.2088074.68176.72580.13083.5358571.72373.68576.95680.2269069.04270.93074.07877.2272. Metode IshiguroDiketahui data curah hujan maksimum dari perhitungan sebelumnya :R2=180.023mmR10=240.630mmR5=225.152mmR15=268.414mmI =adimana :a =(it). (i2) - (it). (i)b =(i). (it) - (N). (i2t)t + bN. (i2) - (i). (i)N. (i2) - (i). (i)a=(it).(i2) - (it).(i)b=(i).(it) - (N).(it)N.(i2) - (i).(i)N.(i2) - (i).(i)Untuk menghitung intensitas curah hujan diperlukan data curah hujan jangka pendekRumus :R =RR2=7.501mmR10=10.026mm24R5=9.381mmR15=11.184mmPresipitas/intensitas curah hujan jangka pendekRumus :i =R60t1. Periode Koefisien Untuk Periode Ulang 2 TahunNo.Menitii x ti2ti2it( t )menit1590.012450.05840510.5218102.104201.27221045.006450.05820255.2602025.526142.32131530.004450.05813503.507900.234116.20542022.503450.05810127.630506.382100.63652518.002450.0588102.104324.08490.01263015.002450.0586751.753225.05882.16973512.859450.0585787.217165.34976.07484011.251450.0585063.815126.59571.16094510.001450.0584501.169100.02667.09110509.001450.0584051.05281.02163.64811558.183450.0583682.77566.96060.68612607.501450.0583375.87756.26558.10213656.924450.0583116.19447.94155.82314706.429450.0582893.60941.33753.79215756.001450.0582700.70136.00951.96816805.626450.0582531.90831.64950.31817855.295450.0582382.97228.03548.81618905.001450.0582250.58425.00647.440Jumlah314.6018101.052141588.64912889.5821437.533a=18076953.973b=426373.196133038.952133038.952a=135.877b=3.2052. Periode Koefisien Untuk Periode Ulang 5 TahunNo.Menitii x ti2 x ti2it( t )menit15112.576562.87963366.54412673.309251.72721056.288562.87931683.2723168.327177.99831537.525562.87921122.1811408.145145.33542028.144562.87915841.636792.082125.86452522.515562.87912673.309506.932112.57663018.763562.87910561.091352.036102.76773516.082562.8799052.363258.63995.14484014.072562.8797920.818198.02088.99994512.508562.8797040.727156.46183.909105011.258562.8796336.654126.73379.603115510.234562.8795760.595104.73875.89912609.381562.8795280.54588.00972.66713658.660562.8794874.35074.99069.81714708.041562.8794526.18264.66067.27715757.505562.8794224.43656.32664.99616807.036562.8793960.40949.50562.93217856.622562.8793727.44443.85261.05318906.254562.8793520.36439.11559.333Jumlah393.46510131.821221472.91920161.8801797.894a =35541508.496b =675045.334208099.486208099.486a =170.791b =3.2443. Periode Koef. Untuk Periode Ulang 10 TahunNo.Menitii x ti2 x ti2it( t )menit15120.315601.57572378.46814475.694269.03221060.157601.57536189.2343618.923190.23531540.105601.57524126.1561608.410155.32642030.079601.57518094.617904.731134.51652524.063601.57514475.694579.028120.31563020.052601.57512063.078402.103109.83273517.188601.57510339.781295.422101.68584015.039601.5759047.309226.18395.11794513.368601.5758042.052178.71289.677105012.031601.5757237.847144.75785.076115510.938601.5756579.861119.63481.116126010.026601.5756031.539100.52677.66313659.255601.5755567.57485.65574.61614708.594601.5755169.89173.85671.90215758.021601.5754825.23164.33669.46416807.520601.5754523.65456.54667.25817857.077601.5754257.55750.08965.25018906.684601.5754021.02644.67863.412Jumlah420.51410828.348252970.56923029.2821921.492a =43442576.831b =773427.310237695.181237695.181a =182.766b =3.2544. Periode Koefisien Untuk Periode Ulang 15 TahunNo.Menitii x ti2 x ti2it( t )menit15134.207671.03590057.64118011.528300.09621067.104671.03545028.8214502.882212.20031544.736671.03530019.2142001.281173.26142033.552671.03522514.4101125.721150.04852526.841671.03518011.528720.461134.20763022.368671.03515009.607500.320122.51473519.172671.03512865.377367.582113.42684016.776671.03511257.205281.430106.10094514.912671.03510006.405222.365100.032105013.421671.0359005.764180.11594.899115512.201671.0358187.058148.85690.482126011.184671.0357504.803125.08086.630136510.324671.0356927.511106.57783.23214709.586671.0356432.68991.89680.20415758.947671.0356003.84380.05177.48416808.388671.0355628.60370.35875.02417857.895671.0355297.50862.32472.78418907.456671.0355003.20255.59170.733Jumlah469.06812078.633314761.19028654.4172143.356a =60411231.078=204.261b =966799.407=3.269295754.634295754.634Contoh Perhitungan untuk setiap periode ulang dengan t = 5 menitI=at + bI2 =135.877= 47.436(mm/menit)I10 =182.766= 63.6165+3.2055+3.254I5 =170.791= 59.484(mm/menit)I15 =204.261= 71.0335+3.2445+3.269MenitIntensitas Curah Hujan ( mm/menit )( t )I2I5I10I15547.43659.48463.61671.0331037.39246.93150.20256.0751531.84639.98642.77847.7892028.20735.42537.90142.3452525.58532.13734.38438.4183023.58029.62231.69435.4133521.98327.61729.55033.0194020.67225.97227.79031.0534519.57024.58926.31129.4005018.62823.40625.04527.9875517.81022.37923.94626.7596017.09121.47622.98025.6806516.45320.67422.12224.7217015.88119.95621.35423.8637515.36519.30820.66123.0888014.89618.71920.03122.3848514.46818.18119.45521.7419014.07417.68718.92621.1502. Metode TalbotData curah hujan maksimum dari perhitungan sebelumnya :R2=260.961mmR10=R5=268.100mmR15=I =adimana :a =(it). (i2) - (i2t). (i)t + bN. (i2) - (i). (i)b =(i). (it) - (N). (i2t)N. (i2) - (i). (i)Intensitas Curah Hujan dengan Formula TALBOTContoh Perhitungan untuk setiap periode ulang dengan t = 5 menita =I2=450.058=90.012(mm/menit)5+0.000a =a =I5=562.879=112.576(mm/menit)5+0.000a =a =I10=601.575=120.315(mm/menit)5+0.000a =a =59875303.89b =0.000I15=671.035=134.207(mm/menit)133038.952133038.9525+0.000a =450.058b =0.000117134821.36b =0.000Perhitungan selanjutnya ditabelkan ;208099.486208099.486562.879b =0.000MenitIntensitas Curah Hujan ( mm/menit )142991450.69b =0.000( t )I2I5I10I15237695.181237695.181590.012112.576120.315134.207601.575b =0.0001045.00656.28860.15767.104198461762.62b =0.0001530.00437.52540.10544.736295754.634295754.6342022.50328.14430.07933.552671.035b =0.0002518.00222.51524.06326.8413015.00218.76320.05222.3683512.85916.08217.18819.1724011.25114.07215.03916.7764510.00112.50813.36814.912509.00111.25812.03113.421558.18310.23410.93812.201607.5019.38110.02611.184656.9248.6609.25510.324706.4298.0418.5949.586756.0017.5058.0218.947805.6267.0367.5208.388855.2956.6227.0777.895905.0016.2546.6847.456

(mm/jam)(mm/jam)

Graf. Int. mononobe437.253644028355409.1275765006327.12418753585487.7407347619275.45253512731010257.7342228628206.075324903110307.2574093088210.20962673841515196.6880238029157.264906303615234.4812883772173.52422362692020162.3623863315129.819319854720193.5600388622149.5386427772525139.9196629876111.874898452525166.8049849314132.42376680913030123.905690725899.070682930830147.7139555165119.49087577753535111.804699831489.395151282335133.2877800906109.31341100714040102.281894125181.78104688440121.9351836905101.058247946454594.557739271575.605081180345112.726845802494.2034419037505088.143864346170.476769757650105.080555871388.4039453498555582.717416785566.13797092945598.6114257783.4217456546606078.055693973662.4106194266093.053960959279.0868969643656573.999681717659.16757302666588.218592943175.2745348312707070.432547397456.31541642967083.96603991571.8906810965757567.266357940553.78384140717580.191472614268.8631337818808064.433555715751.51883122588076.814352327266.1354261964858561.881306216949.47814125128573.771692488763.6627069263909059.567643069347.6282166299071.0134629573

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

Graf. Int. Talbot90.0116890498112.5757910934120.3149768246134.207035208845.005844524956.287895546760.157488412367.103517604430.003896349937.525263697840.104992274944.735678402922.502922262428.143947773430.078744206233.551758802218.0023378122.515158218724.062995364926.841407041815.00194817518.762631848920.052496137422.367839201512.858812721416.082255870517.187853832119.172433601311.251461131214.071973886715.039372103116.775879401110.001298783312.508421232613.368330758314.9118928019.00116890511.257579109312.031497682513.42070352098.182880822710.234162826710.937725165912.20063956447.50097408759.381315924510.026248068711.18391960076.92397608088.6596762389.254998217310.3236180936.42940636078.04112793528.5939269169.58621680066.000779277.50505273968.0209984558.94713568065.62573056567.03598694337.51968605158.38793970065.29480523826.62210535847.07735157797.89453148295.00064939176.25421061636.68416537917.4559464005

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

Graf.Int. Ishiguro47.436261626959.483919694563.616035489871.033240845237.392051380446.930759137950.202342226956.074870070331.845831133139.985865306442.777738426347.789187247328.206995000635.425071494937.90073712342.344594505625.584936790732.136815076434.383991604638.417711402823.580092969129.621642417331.693788598235.413328772721.983004370627.617476706829.550004982933.018930572720.671884092525.971834637827.789629501731.052608010519.57045654624.589167790626.310503725229.400337769318.628192792223.406155598125.044919929627.986537226117.8101163722.378953768723.945992408626.758861363717.091144623621.476112439122.980087523125.679756680816.452758720920.674406988422.122366693524.721487551115.880948441219.956264013921.354034439423.863064869615.364892439119.308107977320.66057060523.088272894414.896081891718.719263052220.030556136322.384358478614.467721596218.181202487719.454870403921.741134980814.074310346317.687022575618.926128675221.1503542287

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

Grafik11111111111111111111111

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

DENAHDENAH DAERAH PERENCANAANDiketahui :cdeQ1=0.8m3/det200200300Q2=1.3m3/detJALAN AJALAN Bba=400mf=100mmABCDb=800mg=1000m800c=200mh=100md=200mi=200me=300mj=200mk=100mLebar jalan + Trotoarl=100maJalanA=10.00mEFGIJalanB=10.00m100JalanC=10.00mJalanD=10.00mmJalanE=10.00m400X=15.00mH1000Gorong - gorong200Koefisien run off ( C ) :C1=0.80C4=0.70C2=0.80C5=0.60C3=0.70Cjalan=0.904.0cdef20020030010011.010.09.08.07.05.012.06.013.014.00bJALAN AJALAN BmII II I II V80055.075.067.022.5aVV IV I IV I I I30.1517.1mNo.Nama SaluranElevasi (m)Panjang Saluran (m)Kemiringan (%_)400AwalAkhir42.18751A0 - A10.00000.000000.0002A1 - A20.00000.000000.00046.75I X3A2 - A30.00000.000000.0002004A3 - A40.00000.000000.00060.35A4 - A50.000028.175800.0006A0 - B00.00000.000000.0007B0 - B10.00000.000000.0008B1 - B20.00000.000000.0009B2 - B30.00000.000000.00010B3 - B40.00000.000000.000SKETSA SALURAN11B4 - B50.00000.000000.00012A5 - B528.17580.000000.00013B0 - C00.00000.000000.00014C0 - C10.00000.000000.00015C1 - C20.00000.000000.00016C2 - C30.00000.000000.00017C3 - C40.00000.000000.00018C4 - C50.00000.000000.00019B5 - C50.00000.000000.00020C0 - D00.000028.814600.00021D0 -D128.81460.000000.00022D1 -D20.00000.000000.00023D2 - D30.00000.000000.00024D3 - D40.00000.000000.00025D4 - D50.00000.000000.00026C5 -D50.00000.000000.000

gA0JALAN CJALAN DJALAN EJALAN EJALAN EJALAN DJALAN DJALAN EJALAN EJALAN CJALAN EQ3 = 0.25 m3/detQ1 = 0.3 m3/detQ2 = 0.2 m3/detA2A1A4A3A5A6A7A8B0C0C1C2C3C4B1B2C5C6D1D2C7Q2 = 0.3 m3/detJALAN AiiSUNGAIA2A1A3A0

DATA TOPOGRAFI3.1.2. Data TopografiDengan mengacu pada denah, dapat dibuat tabel data topografi sebagai berikut :Perhitungan Luas ArealNoPetakLuas ArealElevasi ( m )Panjang lahan ( Lt )KemiringanPETAKP ( m )Lebar ( m )Luas ( Ha )( Ha )AwalAkhir( m )Lahan ( % )AtasBawahIII1I1614.81014.650824.621130.01940I800200-16100002II1615.55014.820824.621130.08853II800200-163III2416.35015.550854.400370.09363III800300-244IV4417.50016.2701280.624850.09605IV8001001000836.0044.009004505V1614.84014.590824.621130.03032V800200-165506VI615.55014.950360.555130.16641VI300200-67VII316.52015.850316.227770.21187VII100300-38VIII14.017.48016.675223.606800.36001VIII1001000200104.0014.00-80014509IX616.65016.200360.555130.12481IX200300-627010X217.54015.890223.606800.73790X200100-211XI214.61014.350223.606800.11628XI100200-2145145.01035.8088626769Keterangan :-800I=Segi Empat1280.6248474866Lebar jalanA =10.00mCjalan =0.90II=Segi TigaB =10.00mC =10.00m212.132034356D =10.00mE =10.00mX=15.00m16000.163.1.3. Data SaluranDengan mengacu pada denah, dapat dibuat tabel data saluran sebagai berikut :a. Saluran TersierNoSaluranElevasi ( m )PanjangKemiringanTersierAwalAkhirSaluran ( m )Saluran ( % )1A0 - A114.7314.508000.032A2 - A014.5014.452000.033A2 - A314.5014.358000.024B3 - B215.5015.458000.010.70710678125C3 - C216.3516.258000.016D2 - D116.9416.501000.447E1 - E214.6014.452000.088E2 - E314.8514.45500.80-0.0729E4 - E314.7514.501000.250.1410F3 - F215.8715.2010000.0711G3 - G215.5515.3010000.0312H2 - H116.9415.7510000.1213I0 - I317.4516.493000.3214I2 - I317.4617.152000.16b. Saluran SekunderNoSaluranElevasi ( m )PanjangKemiringanSekunderAwalAkhirSaluran ( m )Saluran ( % )1B1 - B214.3514.1210000.022C1 - C215.4515.55100-0.103F1 - F216.6714.9510000.174G1 - G215.2215.85100-0.63c. Saluran PrimerNoSaluranElevasi ( m )PanjangKemiringanPrimerAwalAkhirSaluran ( m )Saluran ( % )1H0 - H117.6517.541500.072J0 - J114.4514.32750.173.1. DATA DASAR3.1.1. Data Curah HujanData curah hujan yang digunakan :1. StasiunA2. StasiunC3. StasiunENoTahunCurah Hujan (mm)Stasiun AStasiun CStasiun D1197510521013521976175175210319772252102504197816521521551979215175240619801251951807198111018524081982200250275919839016017510198416580200111985115195235121986145160180131987150185140141988165175220151989120150265161990220245270171991160240175181992150901901919932052102352019941152152152119952401102052219961952101602320060185220

Redy:jgn lgsg diisi cess !!!

DATA dasarBAB IIIPERHITUNGAN DAN PERENCANAAN423.1 DATA DASAR3.1.1 Data Topografi152Rumus 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=mxnDengan mengacu pada denah, dapat dibuat tabel data topografi sebagai berikut :Perhitungan Luas ArealNoPetakLuas ArealElevasi ( m )Panjang lahan ( Lt )KemiringanPETAKP ( m )Lebar ( m )Luas ( Ha )( Ha )AwalAkhir( m )Lahan ( % )AtasBawahIII1I2415.50013.800721.110.23575I600400-24100002II3616.00015.500848.530.05893II600600-363III2416.00014.000721.110.27735III600400-244IV1814.60012.000721.110.36056IV600200400126.00018.002001005V4016.40013.8001077.030.24140V1000400-403006VI4816.40015.4001000.000.10000VI800600-487VII1615.40012.900565.690.44194VII400400-168VIII1614.00012.000565.690.35355VIII40040010001612.016.006005009IX2415.20011.500721.110.51310IX600400-2410X4017.00012.9001077.030.38068X1000400-4011XI8015.50012.0001280.620.27330XI1000800-80270366366.0001035.8088626769NoSaluranElevasi ( m )PanjangKemiringanAwalAkhirSaluran ( m )Saluran ( % )1A0 - A116.40015.8006000.102A0 - A316.40014.6004000.453A1 - A215.80013.8004000.504A2 - A314.60013.8006000.130.70710678125B1 - B216.40015.4006000.176B0 - B216.00015.4006000.107B3 - B017.00016.0003000.338B3 - B417.00015.8003000.4009B1 - B416.40015.8006000.1010C0 - C116.00014.6004000.350.4511C1 - C314.60014.0006000.1012C2 - C315.40014.0004000.3513C0 - C216.00015.4006000.1014D0 - D114.60014.0002000.3015D0 - D214.60014.0006000.1016D1 - D314.00012.0006320.3217D2 - D314.00012.0004000.5018E1 - E016.40014.6004000.4519E1 - E216.40015.10010000.1320E0 - E314.60013.80010000.0821E2 - E315.10013.8004000.3322F0 - F116.40015.4006000.1723F0 - F216.40016.1008000.0424F3 - F115.50015.4008000.0125F2 - F316.10015.4006000.1226G0 - G115.40014.0004000.3527G1 - G314.00012.9004000.2828G2 - G015.40014.9004000.1329G2 - G315.40012.9004000.6330H0 - H114.00012.0004000.5031H0 - H214.00012.9004000.2832H1 - H312.10012.0004470.0233H2 - H312.90012.0006000.1534I0 - I114.95013.5004000.3635I0 - I214.95013.00010000.2036I1 - I313.50011.50010000.2037I2 - I313.00011.5004000.3838J0 - J114.90012.9004000.5039J2 - J317.00015.5004000.3840J2 - J017.00014.90010000.2141J3 - J115.50012.90010000.2642K0 - K115.50012.90010000.2643K0 - K215.50013.5008000.2544K1 - K312.90012.0008000.1145K2 - K313.50012.00010000.153.1.1 Data Curah HujanNoTahunCurah Hujan (mm)Stasiun AStasiun CStasiun E1200116519523522002115160180320031451851404200415017522052005165150265620061202452707200722024017582008160901909200915021023510201020521521511201111511020512199624021016013199719526010514199824021526015199921090185162000220170120172001210200175182002200195215192003225215170202004180165205212005156165210

110109108PRLt

DEBIT (Q)3.4. PERHITUNGAN DEBIT RENCANADebit Rencana dihitung dengan menggunakan Rumus RasionalRumus Rasional ( Metode Rasional ) :Qs=0,00278 . Cs.C. I. AMetode Rasional dipakai apabila Luas Lahan < 80 HaLuas Lahan =366HaKeterangan :0.00278 =Faktor konversi dari mm3/jam menjadi m3/det. ( 0.001 m/3600 det ) x 10000 m2A=Luas areal (Ha)Ls=Panjang Saluran (m)Lt=Panjang aliran terjauh diatas lahan (m)St=Kemiringan Lahan (%)to=Waktu yang diperlukan untuk mengalir dari permukaan lahan ke saluran terdekat ( menit )td=Waktu pengaliran dalam saluran ( menit )tc=Waktu pengumpulan air / waktu konsentrasi ( menit )I=Intensitas curah hujan (mm/jam)C=Koefisien pengaliran / run offCs=Faktor Koefisien KonsentrasiV=Kecepatan aliran pada saluranTabel kecepatan rata - rata ( v ) pada saluranKemiringan rata-rata SaluranKecepatan rata-rata( % )( m/det )< 10.41 sampai 20.62 sampai 40.9Catatan :*Untuk Lt > 300, maka digunakan rumus :to=0.0197Lt( St )0.5Jika nilai Lt < 300 meter, maka nilai to dapat dilihat pada grafikContoh Perhitungan Debit Rencana Untuk Hujan Rencana 15 tahun3.4.1. Saluran F0 - F2Limpasan dari lahanDirencanakan tidak menerima limpasan dari lahan (berdasarkan kondisi topografi)Limpasan dari JalanDiketahui data-data sebagai berikut :A =0.4HaLs =800mLt =5.00mSt =2.00%(Kemiringan Jalan menurut standar Bina Marga)to =0.0197xLtC =0.80( Koefisien RunOff jalan )( St )0.5Perhitungan :to =0.0197Lt0.77to =0.0197x5.0000( St )0.51.4142to =0.0521menit=0.01975.000.772.00000.5td =Lsv =0.4m/det( Lihat Tabel )=0.0520926656menitvtd =LsDiasumsikan v =0.95m/std =800=2000.0=33.3333menit60v0.4td =800=14.0350877193menit57tc =to+tdtc =to+tdtc =0.0521+14.035tc =0.0521+33.3333menittc =14.0872menittc =33.3854menitCs =2 tc=28.1744I =RTx24Untuk T = 5 tahunRT =0.000mm2 tc+td28.1744+14.035124( tc/60 )I =0.000mm/menitCs =0.6675Maka, debit rencana untuk saluran dengan hujan rencana 5 tahunI =RTx24Untuk T = 15 tahunRT =268.414mm24( tc/60 )Qs=0,00278 . C. I. AI =244.51mm/menit=0.00278x0.80x0.000.4Qs=0.0000m3/detMaka, debit rencana untuk saluran akibat adanya limpasan dari jalan :SaluranK0 - K1Diketahui data-data sebagai berikut :Qs=0,00278 . C. Cs. I. AA =80Ha=0.00278x0.800.67244.50800.4m3/detLs =1000mQs=0.145m3/detLt =1281mSt =0.2600Debit TotalCr =0.75( Limpasan dari lahan )Sehingga debit total yang melewati saluran adalah :QtotalQlahan+Qjalanto =0.0197xLt0.00+0.1451884873( St )0.50.145m3/det3.4.2. Saluran F0 - F10.5099Limpasan dari lahanto =0.0000menitDiketahui data-data lahan sebagai berikut :A =24HaLs =600mLt =1000mSt =0.1667%C =0.40Perhitungan :to =0.0197Lt0.77( St )0.5=0.01971000.000.770.16670.5=8.0177859464menittd =LsDiasumsikan v =0.4m/s60 vtd =600=25menit24tc =to+tdtc =8.0178+25.000tc =33.0178menitCs =2 tc=66.03562 tc+td66.0356+25.0000Cs =0.7254I =RTx24Untuk T = 15 tahunRT =268.414mm24( tc/60 )I =138.57mm/menitMaka, debit rencana untuk saluran akibat adanya limpasan dari jalan :Qs=0,00278 . C. Cs. I. A=0.00278x0.400.73138.572124m3/detQs=2.683m3/detLimpasan dari Jalantd =Lsv =0.4m/det( Lihat Tabel )Diketahui data-data sebagai berikut :vA =0.3HaLs =600mtd =1000=2500.0=41.6667menitLt =5.00m0.4St =2.0000%C =0.80( Koefisien RunOff jalan )tc =to+tdtc =0.0197+41.6667menitPerhitungan :tc =41.6864menitto =0.0197Lt0.77( St )0.5I =RTx24Untuk T = 10 tahunRT =0.000mm24( tc/60 )=0.01975.000.77I =0.00mm/menit2.00000.5=0.0520926656menitMaka, debit rencana untuk saluran dengan hujan rencana 10 tahuntd =LsDiasumsikan v =0.95m/sQs=0,00278 . C. I. A60v=0.00278x0.75x0.0080td =600=10.5263157895menitQs=0m3/det57tc =to+tdtc =0.0521+10.526tc =10.5784menitCs =2 tc=21.15682 tc+td21.1568+10.5263Cs =0.6678I =RTx24Untuk T = 15 tahunRT =268.414mm24( tc/60 )I =295.96mm/menitMaka, debit rencana untuk saluran akibat adanya limpasan dari jalan :Qs=0,00278 . C. Cs. I. A=0.00278x0.800.67295.95740.3m3/detQs=0.132m3/detDebit TotalSehingga debit total yang melewati saluran adalah :QtotalQlahan+Qjalan2.68+0.1322.814m3/det3.4.3. Saluran F2 - F3Limpasan dari lahanDirencanakan tidak menerima limpasan dari lahan (berdasarkan kondisi topografi)Limpasan dari JalanDiketahui data-data sebagai berikut :A =0.765625HaLs =600mLt =12.50mSt =2.00%(Kemiringan Jalan menurut standar Bina Marga)C =0.80( Koefisien RunOff jalan )Perhitungan :to =0.0197Lt0.77( St )0.5=0.019712.500.772.00000.5=0.1054849224menittd =LsDiasumsikan v =0.95m/s60vtd =600=10.5263157895menit57tc =to+tdtc =0.1055+10.526tc =10.6318menitCs =2 tc=21.26362 tc+td21.2636+10.5263Cs =0.6689I =RTx24Untuk T = 10 tahunRT =243.859mm24( tc/60 )I =267.981mm/menitMaka, debit rencana untuk saluran akibat adanya limpasan dari jalan :Qs=0,00278 . C. Cs. I. A=0.00278x0.800.67267.98140.765625m3/detQs=0.305m3/detDebit TotalSehingga debit total yang melewati saluran adalah :QtotalQlahan+Qjalan+QF0 - F20.00+0.3052129155+0.1450.450m3/det3.4.4. Saluran F3 - F1Limpasan dari lahanDiketahui data-data lahan sebagai berikut :A =24HaLs =800mLt =1000.000mSt =0.1000%C =0.50Perhitungan :to =0.0197Lt0.77( St )0.5=0.01971000.000.770.10000.5=9.7603687589menittd =LsDiasumsikan v =0.4m/s60 vtd =800=33.3333333333menit24tc =to+tdtc =9.7604+33.333tc =43.0937menitCs =2 tc=86.18742 tc+td86.1874+33.3333Cs =0.7211I =RTx24Untuk T = 10 tahunRT =268.414mm24( tc/60 )I =116.03mm/menitMaka, debit rencana untuk saluran akibat adanya limpasan dari jalan :Qs=0,00278 . C. Cs. I. A=0.00278x0.500.72116.028624m3/detQs=2.791m3/detLimpasan dari JalanDiketahui data-data sebagai berikut :A =1.015625HaLs =800mLt =5.00mSt =2.0000%C =0.80( Koefisien RunOff jalan )Perhitungan :to =0.0197Lt0.77( St )0.5=0.01975.000.772.00000.5=0.0520926656menittd =LsDiasumsikan v =0.95m/s60vtd =800=14.0350877193menit57tc =to+tdtc =0.0521+14.035tc =14.0872menitCs =2 tc=28.17442 tc+td28.1744+14.0351Cs =0.6675I =RTx24Untuk T = 10 tahunRT =268.414mm24( tc/60 )I =244.51mm/menitMaka, debit rencana untuk saluran akibat adanya limpasan dari jalan :Qs=0,00278 . C. Cs. I. A=0.00278x0.800.67244.50801.015625m3/detQs=0.369m3/detDebit TotalSehingga debit total yang melewati saluran adalah :QtotalQlahan+Qjalan+QF2 - F3QF0 - F22.79+0.369+0.450+0.1453.7554m3/det3.4.5. Saluran G2 - G3Limpasan dari lahanDirencanakan tidak menerima limpasan dari lahan (berdasarkan kondisi topografi)Limpasan dari JalanDiketahui data-data sebagai berikut :A =0.515625HaLs =400mLt =12.50mSt =2.00%(Kemiringan Jalan menurut standar Bina Marga)C =0.80( Koefisien RunOff jalan )Perhitungan :to =0.0197Lt0.77( St )0.5=0.019712.500.772.00000.5=0.1054849224menittd =LsDiasumsikan v =0.95m/s60vtd =400=7.0175438596menit57tc =to+tdtc =0.1055+7.018tc =7.1230menitCs =2 tc=14.24612 tc+td14.2461+7.0175Cs =0.6700I =RTx24Untuk T = 10 tahunRT =243.859mm24( tc/60 )I =350.00mm/menitMaka, debit rencana untuk saluran akibat adanya limpasan dari jalan :Qs=0,00278 . C. Cs. I. A=0.00278x0.800.67349.99920.515625m3/detQs=0.269m3/detDebit TotalSehingga debit total yang melewati saluran adalah :QtotalQlahan+Qjalan0.00+0.26890180350.269m3/det3.4.6. Saluran G2 - G0Limpasan dari lahanDirencanakan tidak menerima limpasan dari lahan (berdasarkan kondisi topografi)Limpasan dari JalanDiketahui data-data sebagai berikut :A =0.515625HaLs =400mLt =12.50mSt =2.00%(Kemiringan Jalan menurut standar Bina Marga)C =0.80( Koefisien RunOff jalan )Perhitungan :to =0.0197Lt0.77( St )0.5=0.019712.500.772.00000.5=0.1054849224menittd =LsDiasumsikan v =0.95m/s60vtd =400=7.0175438596menit57tc =to+tdtc =0.1055+7.018tc =7.1230menitCs =2 tc=14.24612 tc+td14.2461+7.0175Cs =0.6700I =RTx24Untuk T = 10 tahunRT =243.859mm24( tc/60 )I =350.00mm/menitMaka, debit rencana untuk saluran akibat adanya limpasan dari jalan :Qs=0,00278 . C. Cs. I. A=0.00278x0.800.67349.99920.515625m3/detQs=0.269m3/detDebit TotalSehingga debit total yang melewati saluran adalah :QtotalQlahan+Qjalan0.00+0.26890180350.269m3/det3.4.7. Saluran G0 - G1Limpasan dari lahanDiketahui data-data lahan sebagai berikut :A =8HaLs =400mLt =565.69mSt =0.4419%C =0.60Perhitungan :to =0.0197Lt0.77( St )0.5=0.0197565.690.770.44190.5=3.5520856999menittd =LsDiasumsikan v =0.4m/s60 vtd =400=16.6666666667menit24tc =to+tdtc =3.5521+16.667tc =20.2188menitCs =2 tc=40.43752 tc+td40.4375+16.6667Cs =0.7081I =RTx24Untuk T = 10 tahunRT =243.859mm24( tc/60 )I =174.58mm/menitMaka, debit rencana untuk saluran akibat adanya limpasan dari jalan :Qs=0,00278 . C. Cs. I. A=0.00278x0.600.71174.58468m3/detQs=1.650m3/detLimpasan dari JalanDiketahui data-data sebagai berikut :A =0.515625HaLs =400mLt =12.50mSt =2.0000%C =0.80( Koefisien RunOff jalan )Perhitungan :to =0.0197Lt0.77( St )0.5=0.019712.500.772.00000.5=0.1054849224menittd =LsDiasumsikan v =0.95m/s60vtd =400=7.0175438596menit57tc =to+tdtc =0.1055+7.018tc =7.1230menitCs =2 tc=14.24612 tc+td14.2461+7.0175Cs =0.6700I =RTx24Untuk T = 10 tahunRT =243.859mm24( tc/60 )I =350.00mm/menitMaka, debit rencana untuk saluran akibat adanya limpasan dari jalan :Qs=0,00278 . C. Cs. I. A=0.00278x0.800.67349.99920.515625m3/detQs=0.269m3/detDebit TotalSehingga debit total yang melewati saluran adalah :QtotalQlahan+Qjalan+QG2 - G0QF3 - F1QF0 - F1QB1 - B2QB0 - B21.65+0.2690.2692.8143.75540.30521.88310.945m3/det3.4.8. Saluran G1 - G3Limpasan dari lahanDiketahui data-data lahan sebagai berikut :A =8HaLs =400mLt =565.69mSt =0.4419%C =0.60Perhitungan :to =0.0197Lt0.77( St )0.5=0.0197565.690.770.44190.5=3.5520856999menittd =LsDiasumsikan v =0.4m/s60 vtd =400=16.6666666667menit24tc =to+tdtc =3.5521+16.667tc =20.2188menitCs =2 tc=40.43752 tc+td40.4375+16.6667Cs =0.7081I =RTx24Untuk T = 10 tahunRT =243.859mm24( tc/60 )I =174.58mm/menitMaka, debit rencana untuk saluran akibat adanya limpasan dari jalan :Qs=0,00278 . C. Cs. I. A=0.00278x0.600.71174.58468m3/detQs=1.650m3/detLimpasan dari JalanDiketahui data-data sebagai berikut :A =0.515625HaLs =400mLt =12.50mSt =2.0000%C =0.80( Koefisien RunOff jalan )Perhitungan :to =0.0197Lt0.77( St )0.5=0.019712.500.772.00000.5=0.1054849224menittd =LsDiasumsikan v =0.95m/s60vtd =400=7.0175438596menit57tc =to+tdtc =0.1055+7.018tc =7.1230menitCs =2 tc=14.24612 tc+td14.2461+7.0175Cs =0.6700I =RTx24Untuk T = 10 tahunRT =243.859mm24( tc/60 )I =350.00mm/menitMaka, debit rencana untuk saluran akibat adanya limpasan dari jalan :Qs=0,00278 . C. Cs. I. A=0.00278x0.800.67349.99920.515625m3/detQs=0.269m3/detDebit TotalSehingga debit total yang melewati saluran adalah :QtotalQlahan+Qjalan+QG0 - G11.65+0.26910.94512.864m3/det3.4.9. Saluran H0 - H2Limpasan dari lahanDirencanakan tidak menerima limpasan dari lahan (berdasarkan kondisi topografi)Limpasan dari JalanDiketahui data-data sebagai berikut :A =0.515625HaLs =400mLt =12.50mSt =2.00%(Kemiringan Jalan menurut standar Bina Marga)C =0.80( Koefisien RunOff jalan )Perhitungan :to =0.0197Lt0.77( St )0.5=0.019712.500.772.00000.5=0.1054849224menittd =LsDiasumsikan v =0.95m/s60vtd =400=7.0175438596menit57tc =to+tdtc =0.1055+7.018tc =7.1230menitCs =2 tc=14.24612 tc+td14.2461+7.0175Cs =0.6700I =RTx24Untuk T = 10 tahunRT =243.859mm24( tc/60 )I =349.999mm/menitMaka, debit rencana untuk saluran akibat adanya limpasan dari jalan :Qs=0,00278 . C. Cs. I. A=0.00278x0.800.67349.99920.515625m3/detQs=0.2689m3/detDebit TotalSehingga debit total yang melewati saluran adalah :QtotalQlahan+Qjalan+0.00+0.26890180350.2689m3/det3.4.10. Saluran H0 - H1Limpasan dari lahanDirencanakan tidak menerima limpasan dari lahan (berdasarkan kondisi topografi)Limpasan dari JalanDiketahui data-data sebagai berikut :A =0.515625HaLs =400mLt =12.50mSt =2.00%(Kemiringan Jalan menurut standar Bina Marga)C =0.80( Koefisien RunOff jalan )Perhitungan :to =0.0197Lt0.77( St )0.5=0.019712.500.772.00000.5=0.1054849224menittd =LsDiasumsikan v =0.95m/s60vtd =400=7.0175438596menit57tc =to+tdtc =0.1055+7.018tc =7.1230menitCs =2 tc=14.24612 tc+td14.2461+7.0175Cs =0.6700I =RTx24Untuk T = 10 tahunRT =243.859mm24( tc/60 )I =349.999mm/menitMaka, debit rencana untuk saluran akibat adanya limpasan dari jalan :Qs=0,00278 . C. Cs. I. A=0.00278x0.800.67349.99920.515625m3/detQs=0.2689m3/detDebit TotalSehingga debit total yang melewati saluran adalah :QtotalQlahan+Qjalan+0.00+0.26890180350.2689m3/det3.4.11. Saluran H1 - H3Limpasan dari lahanDiketahui data-data lahan sebagai berikut :A =8.00HaLs =447mLt =565.69mSt =0.3536%C =0.40Perhitungan :to =0.0197Lt0.77( St )0.5=0.0197565.690.770.35360.5=3.8707381269menittd =LsDiasumsikan v =0.4m/s60 vtd =447=18.625menit24tc =to+tdtc =3.8707+18.625tc =22.4957menitCs =2 tc=44.99152 tc+td44.9915+18.6250Cs =0.7072I =RTx24Untuk T = 10 tahunRT =243.859mm24( tc/60 )I =162.60mm/menitMaka, debit rencana untuk saluran akibat adanya limpasan dari jalan :Qs=0,00278 . C. Cs. I. A=0.00278x0.400.71162.59558m3/detQs=1.023m3/detLimpasan dari JalanDiketahui data-data sebagai berikut :A =0.574375HaLs =447mLt =12.50mSt =2.0000%C =0.80( Koefisien RunOff jalan )Perhitungan :to =0.0197Lt0.77( St )0.5=0.019712.500.772.00000.5=0.1054849224menittd =LsDiasumsikan v =0.95m/s60vtd =447=7.8421052632menit57tc =to+tdtc =0.1055+7.842tc =7.9476menitCs =2 tc=15.89522 tc+td15.8952+7.8421Cs =0.6696I =RTx24Untuk T = 10 tahunRT =243.859mm24( tc/60 )I =325.35mm/menitMaka, debit rencana untuk saluran akibat adanya limpasan dari jalan :Qs=0,00278 . C. Cs. I. A=0.00278x0.800.67325.35170.574375m3/detQs=0.2783m3/detDebit TotalSehingga debit total yang melewati saluran adalah :QtotalQlahan+Qjalan+QD2 - D3QD1 - D3QH0 - H11.02+0.2786.9071.9130.268910.391m3/det3.4.12. Saluran H2 - H3Limpasan dari lahanDiketahui data-data lahan sebagai berikut :A =8.00HaLs =600mLt =565.69mSt =0.3536%C =0.40Perhitungan :to =0.0197Lt0.77( St )0.5=0.0197565.690.770.35360.5=3.8707381269menittd =LsDiasumsikan v =0.4m/s60 vtd =600=25menit24tc =to+tdtc =3.8707+25.000tc =28.8707menitCs =2 tc=57.74152 tc+td57.7415+25.0000Cs =0.6979I =RTx24Untuk T = 10 tahunRT =243.859mm24( tc/60 )I =137.68mm/menitMaka, debit rencana untuk saluran akibat adanya limpasan dari jalan :Qs=0,00278 . C. Cs. I. A=0.00278x0.400.70137.67968m3/detQs=0.855m3/detLimpasan dari JalanDiketahui data-data sebagai berikut :A =0.765625HaLs =600mLt =12.50mSt =2.0000%C =0.80( Koefisien RunOff jalan )Perhitungan :to =0.0197Lt0.77( St )0.5=0.019712.500.772.00000.5=0.1054849224menittd =LsDiasumsikan v =0.95m/s60vtd =600=10.5263157895menit57tc =to+tdtc =0.1055+10.526tc =10.6318menitCs =2 tc=21.26362 tc+td21.2636+10.5263Cs =0.6689I =RTx24Untuk T = 10 tahunRT =243.859mm24( tc/60 )I =267.98mm/menitMaka, debit rencana untuk saluran akibat adanya limpasan dari jalan :Qs=0,00278 . C. Cs. I. A=0.00278x0.800.67267.98170.765625m3/detQs=0.3052m3/detDebit TotalSehingga debit total yang melewati saluran adalah :QtotalQlahan+Qjalan+QG2 - G3QG1 - G3QH0 - H20.85+0.3050.26912.8640.268914.562m3/det3.4.13. Saluran K0 - K1Limpasan dari lahanDirencanakan tidak menerima limpasan dari lahan (berdasarkan kondisi topografi)Limpasan dari JalanDiketahui data-data sebagai berikut :A =1.265625HaLs =1000mLt =12.50mSt =2.00%(Kemiringan Jalan menurut standar Bina Marga)C =0.80( Koefisien RunOff jalan )Perhitungan :to =0.0197Lt0.77( St )0.5=0.019712.500.772.00000.5=0.1054849224menittd =LsDiasumsikan v =0.95m/s60vtd =1000=17.5438596491menit57tc =to+tdtc =0.1055+17.544tc =17.6493menitCs =2 tc=35.29872 tc+td35.2987+17.5439Cs =0.6680I =RTx24Untuk T = 10 tahunRT =243.859mm24( tc/60 )I =191.142mm/menitMaka, debit rencana untuk saluran akibat adanya limpasan dari jalan :Qs=0,00278 . C. Cs. I. A=0.00278x0.800.67191.14221.265625m3/detQs=0.3594m3/detDebit TotalSehingga debit total yang melewati saluran adalah :QtotalQlahan+Qjalan+0.00+0.3593942910.3594m3/det3.4.14. Saluran K0 - K2Limpasan dari lahanDirencanakan tidak menerima limpasan dari lahan (berdasarkan kondisi topografi)Limpasan dari JalanDiketahui data-data sebagai berikut :A =1.015625HaLs =800mLt =12.50mSt =2.00%(Kemiringan Jalan menurut standar Bina Marga)C =0.80( Koefisien RunOff jalan )Perhitungan :to =0.0197Lt0.77( St )0.5=0.019712.500.772.00000.5=0.1054849224menittd =LsDiasumsikan v =0.95m/s60vtd =800=14.0350877193menit57tc =to+tdtc =0.1055+14.035tc =14.1406menitCs =2 tc=28.28112 tc+td28.2811+14.0351Cs =0.6683I =RTx24Untuk T = 10 tahunRT =243.859mm24( tc/60 )I =221.580mm/menitMaka, debit rencana untuk saluran akibat adanya limpasan dari jalan :Qs=0,00278 . C. Cs. I. A=0.00278x0.800.67221.58031.015625m3/detQs=0.3345m3/detDebit TotalSehingga debit total yang melewati saluran adalah :QtotalQlahan+Qjalan+0.00+0.33449481880.3345m3/det3.4.15. Saluran K1 - K3Limpasan dari lahanDiketahui data-data lahan sebagai berikut :A =40.00HaLs =800mLt =1077.03mSt =0.2733%C =0.50Perhitungan :to =0.0197Lt0.77( St )0.5=0.01971077.030.770.27330.5=7.0173606253menittd =LsDiasumsikan v =0.4m/s60 vtd =800=33.3333333333menit24tc =to+tdtc =7.0174+33.333tc =40.3507menitCs =2 tc=80.70142 tc+td80.7014+33.3333Cs =0.7077I =RTx24Untuk T = 10 tahunRT =243.859mm24( tc/60 )I =110.14mm/menitMaka, debit rencana untuk saluran akibat adanya limpasan dari jalan :Qs=0,00278 . C. Cs. I. A=0.00278x0.500.71110.138840m3/detQs=4.334m3/detLimpasan dari JalanDiketahui data-data sebagai berikut :A =1.015625HaLs =800mLt =12.50mSt =2.00%C =0.80( Koefisien RunOff jalan )Perhitungan :to =0.0197Lt0.77( St )0.5=0.019712.500.772.00000.5=0.1054849224menittd =LsDiasumsikan v =0.95m/s60vtd =800=14.0350877193menit57tc =to+tdtc =0.1055+14.035tc =14.1406menitCs =2 tc=28.28112 tc+td28.2811+14.0351Cs =0.6683I =RTx24Untuk T = 10 tahunRT =243.859mm24( tc/60 )I =221.58mm/menitMaka, debit rencana untuk saluran akibat adanya limpasan dari jalan :Qs=0,00278 . C. Cs. I. A=0.00278x0.800.67221.58031.015625m3/detQs=0.3345m3/detDebit TotalSehingga debit total yang melewati saluran adalah :QtotalQlahan+Qjalan+QJ0 - J1QJ3 - J1QK0 - K1QH2 - H3QH1 - H34.334+0.3342.5951.7710.359414.561810.390634.3459m3/det3.4.16. Saluran K2 - K3Limpasan dari lahanDiketahui data-data lahan sebagai berikut :A =40.00HaLs =1000mLt =1077.03mSt =0.2733%C =0.50Perhitungan :to =0.0197Lt0.77( St )0.5=0.01971077.030.770.27330.5=7.0173606253menittd =LsDiasumsikan v =0.4m/s60 vtd =1000=41.6666666667menit24tc =to+tdtc =7.0174+41.667tc =48.6840menitCs =2 tc=97.36812 tc+td97.3681+41.6667Cs =0.7003I =RTx24Untuk T = 10 tahunRT =243.859mm24( tc/60 )I =97.18mm/menitMaka, debit rencana untuk saluran akibat adanya limpasan dari jalan :Qs=0,00278 . C. Cs. I. A=0.00278x0.500.7097.181440m3/detQs=3.784m3/detLimpasan dari JalanDiketahui data-data sebagai berikut :A =1.265625HaLs =1000mLt =12.50mSt =2.00%C =0.80( Koefisien RunOff jalan )Perhitungan :to =0.0197Lt0.77( St )0.5=0.019712.500.772.00000.5=0.1054849224menittd =LsDiasumsikan v =0.95m/s60vtd =1000=17.5438596491menit57tc =to+tdtc =0.1055+17.544tc =17.6493menitCs =2 tc=35.29872 tc+td35.2987+17.5439Cs =0.6680I =RTx24Untuk T = 10 tahunRT =243.859mm24( tc/60 )I =191.14mm/menitMaka, debit rencana untuk saluran akibat adanya limpasan dari jalan :Qs=0,00278 . C. Cs. I. A=0.00278x0.800.67191.14221.265625m3/detQs=0.3594m3/detDebit TotalSehingga debit total yang melewati saluran adalah :QtotalQlahan+Qjalan+QK0 - K23.784+0.3590.3344.4779m3/det

XXX0.77XXX0.770.772/3xXXX0.770.772/3x0.770.770.770.772/3xxxmenit===xXXX0.770.772/3xxxmenit===xXXX0.770.772/3xxxmenit()())(XXX0.770.772/3xxxmenit===xXXX0.770.772/3xxxmenit())(XXX0.770.772/3xxxmenit===x()+XXX0.770.772/3xxxmenit===x()XXX0.770.772/3xxxmenit===x()XXX0.770.772/3xxxmenit==xXXX0.770.772/3xxxmenit())(=x+++++++++XXX0.770.772/3xxxmenit==xXXX0.770.772/3xxxmenit())(=x+XXX0.770.772/3xxxmenit===x()XXX0.770.772/3xxxmenit===x()XXX0.770.772/3xxxmenit==xXXX0.770.772/3xxxmenit())(=x+++++XXX0.770.772/3xxxmenit==xXXX0.770.772/3xxxmenit())(=x+++++XXX0.770.772/3xxxmenit===x()XXX0.770.772/3xxxmenit===x()XXX0.770.772/3xxxmenit==xXXX0.770.772/3xxxmenit())(=x+++++++++XXX0.770.772/3xxxmenit==xXXX0.770.772/3xxxmenit())(=x+

TABEL DEBITTabel perhitungan debit akibat limpasan dari lahan untuk hujan rencana 15 tahun :Tabel Perhitungan Debit RencanatcParam. Curah HujanCLuas (A)QsNoSaluranICsLuas DaerahCQinQsQ totCsTIVtdNoNamaAliran PermukaanAliran Dalam SalurantcParameter Curah HujanCLuas (A)QTersierYang( menit )( tahun )( mm/jam )(Ha)( m3/dt )( m/dt )( menit )SaluranLtSttoLsVtdCsTI( mm/jam )Dilayani ( Ha )( m3/dt )( m3/dt )( m3/dt )0.00000.0000100.000(Ha)0.00000.0000( m )( % )menit( m )( m/dt )( menit )( menit )( tahun )( mm/jam )(Ha)( m3/dt )1A0 - A10.0000.0024.000.700.000.00000.00000.00000.0000100.000(Ha)0.00000.00001234567891011121314151A0 - A1100002A0 - A30.0000.0024.000.700.500.00000.50000.00000.0000100.0000.00(Ha)0.00000.00.00002A0 - A3100003A1 - A2164.4270.0024.000.700.007.67947.67940.00000.0000100.0000.00(Ha)0.00000.00.00003A1 - A2721.110.2365.45434000.416.666722.12090.726415164.4270.4012.001.5937243.8587172924100004A2 - A3132.8650.0024.000.700.006.20536.20530.00000.0000100.0000.700.000.00000.00.00004A2 - A3721.110.2365.45436000.425.000030.45430.709015132.8650.4012.001.2570243.8587172924100005B1 - B20.0000.0036.000.700.000.00000.00000.00000.0000100.0000.700.000.00000.00.00005B1 - B2243.8587172924100006B0 - B2119.8590.0036.000.700.008.39688.39680.00000.0000100.0000.700.000.00000.00.00006B0 - B2848.530.05910.54326000.425.000035.54320.739815119.8590.5018.002.2186243.8587172924100007B3 - B00.0000.0036.000.700.000.00000.00000.00000.0000100.0000.700.000.00000.00.00007B3 - B0243.8587172924100008B3 - B40.0000.0036.000.700.000.00000.00000.00000.0000100.0000.708.000.00000.00.00008B3 - B4243.8587172924100009B1 - B4143.2270.008.000.700.002.22982.22980.00000.0000100.0000.00009B1 - B4848.530.05910.54324000.416.666727.20990.765515143.2270.5018.002.7433243.85871729241000010C0 - C10.0000.008.000.700.000.00000.00000.00000.0000100.0000.000.000.00000.00.000010C0 - C1243.85871729241000011C1 - C3166.0870.008.000.700.502.58563.08560.00000.0000100.0000.700.000.00000.00.000011C1 - C3721.110.2775.12344000.416.666721.79010.723415166.0870.4512.001.8036243.85871729241000012C2 - C3133.8350.008.000.700.002.08362.08360.00000.0000100.0000.000012C2 - C3721.110.2775.12346000.425.000030.12340.706715133.8350.4512.001.4199243.85871729241000013C0 - C20.0000.006.500.900.000.00000.00000.00000.0000100.0000.000013C0 - C2243.85871729241000014D0 - D10.0000.006.500.900.000.00000.00000.00000.0000100.0000.000014D0 - D1243.85871729241000015D0 - D20.0000.006.500.900.000.00000.00000.00000.0000100.0000.000.000.00000.40.000015D0 - D2243.85871729241000016D1 - D3131.4010.006.500.900.002.13702.13700.00000.0000100.0000.806.000.00000.40.000016D1 - D3721.110.3614.63126320.426.333330.96450.701615131.4010.609.001.3841243.85871729241000017D2 - D3168.6360.006.000.800.002.25032.25030.00000.0000100.0000.000017D2 - D3721.110.3614.63124000.416.666721.29790.718815168.6360.609.001.8196243.85871729241000018E1 - E00.0000.006.000.800.000.00000.00000.00000.0000100.0000.000018E1 - E0243.85871729241000019E1 - E20.0000.006.000.800.000.00000.00000.00000.0000100.0000.000.000.00000.40.000019E1 - E2243.85871729241000020E0 - E396.7270.006.000.800.001.29071.29070.00000.0000100.0000.804.500.00000.40.000020E0 - E31077.030.2417.360810000.441.666749.02750.70181596.7270.4520.001.6984243.85871729241000021E2 - E3155.6090.004.500.800.001.55731.55730.00000.0000100.0000.000021E2 - E31077.030.2417.36084000.416.666724.02750.742515155.6090.4520.002.8908243.85871729241000022F0 - F193.0030.004.500.800.000.93080.93080.00000.0000100.0000.000022F0 - F11077.030.10010.334310000.441.666752.00100.71401593.0030.4020.001.4768243.85871729241000023F0 - F20.0000.004.500.800.000.00000.00000.00000.0000100.0000.000.000.00000.40.000023F0 - F2243.85871729241000024F3 - F1105.4140.004.500.800.001.05501.05500.00000.0000100.0000.8010.000.00000.40.0000Lanjutan halaman sebelumnya243.8587172924123456789101112131415243.858717292424F3 - F11000.000.1009.76048000.433.333343.09370.721115105.4140.4024.002.0287243.85871729241000025F2 - F30.0000.0010.000.800.000.00000.00000.00000.0000100.0000.8010.000.00000.40.000025F2 - F3243.85871729241000026G0 - G1174.5840.0010.000.800.003.88283.88280.00000.0000100.0000.8010.000.00000.40.000026G0 - G1565.690.4423.55214000.416.666720.21880.708115174.5840.508.001.3748243.85871729241000027G1 - G3174.5840.0010.000.800.003.88283.88280.00000.0000100.0000.000027G1 - G3565.690.4423.55214000.416.666720.21880.708115174.5840.508.001.3748243.85871729241000028G2 - G00.0000.0010.000.800.000.00000.00000.00000.0000100.0000.000028G2 - G0243.85871729241000029G2 - G30.0000.005.630.900.000.00000.00000.00000.0000100.0000.000029G2 - G3243.85871729241000030H0 - H10.0000.005.630.900.000.00000.00000.00000.0000100.0000.000030H0 - H1243.85871729241000031H0 - H20.0000.005.630.900.000.00000.00000.00000.0000100.0000.000.000.00000.40.000031H0 - H2243.85871729241000032H1 - H3162.5950.005.630.900.002.28832.28830.00000.0000100.0000.809.000.00000.40.000032H1 - H3565.690.3543.87074470.418.625022.49570.707215162.5950.458.001.1508243.85871729241000033H2 - H3137.6790.009.000.800.002.75582.75580.00000.0000100.0000.000033H2 - H3565.690.3543.87076000.425.000028.87070.697915137.6790.458.000.9616243.85871729241000034I0 - I10.0000.009.000.800.000.00000.00000.00000.0000100.0000.000034I0 - I1243.85871729241000035I0 - I20.0000.009.000.800.000.00000.00000.00000.0000100.0000.000.000.00000.40.000035I0 - I2243.85871729241000036I1 - I3101.3530.009.000.800.002.02872.02870.00000.0000100.0000.808.000.00000.40.000036I1 - I3721.110.5134.043010000.441.666745.70960.686915101.3530.6012.001.3935243.85871729241000037I2 - I3171.8150.008.000.800.003.05693.05690.00000.0000100.0000.808.000.00000.60.000037I2 - I3721.110.5134.04304000.416.666720.70960.713115171.8150.6012.002.4523243.85871729241000038J0 - J1160.9410.008.000.800.002.86352.86350.00000.0000100.0000.000038J0 - J11077.030.3816.17694000.416.666722.84350.732715160.9410.4520.002.9504243.85871729241000039J2 - J30.0000.008.000.800.000.00000.00000.00000.0000100.0000.000039J2 - J3243.85871729241000040J2 - J00.0000.008.000.800.000.00000.00000.00000.0000100.0000.750.000.00000.40.000040J2 - J0243.85871729241000041J3 - J198.3160.006.000.750.001.22991.22990.00000.0000100.0000.000041J3 - J11077.030.3816.176910000.441.666747.84350.69661598.3160.4520.001.7137243.85871729241000042K0 - K10.0000.006.000.750.000.00000.00000.00000.0000100.0000.000042K0 - K1243.85871729241000043K0 - K20.0000.006.000.750.000.00000.00000.00000.0000100.0000.750.000.00000.00.000043K0 - K2243.85871729241000044K1 - K3110.1390.006.000.750.001.37781.37780.00000.0000100.0000.750.000.00000.00.000044K1 - K31077.030.2737.01748000.433.333340.35070.707715110.1390.4040.003.4670243.85871729241000045K2 - K31077.030.2737.017410000.441.666748.68400.70031597.1810.4040.003.0272243.858717292410000243.858717292410000Tabel Perhitungan Debit akibat limpasan dari Jalan untuk hujan rencana 15 tahun :243.858717292410000NoSaluranAliran PermukaanAliran Dalam Salurantcparameter curah hujan243.858717292410000PrimerLtSttoLsVtdTINoNamaAliran PermukaanAliran Dalam SalurantcParameter Curah HujanCLuas (A)Qs243.858717292410000( m )( % )menit( m )( m/dt )( menit )( menit )( tahun )( mm/jam )SaluranLtSttoLsVtdCsTI243.8587172924100001C0 - C20.0000.000.000000.40.00000.0000100.000( m )( % )menit( m )( m/dt )( menit )( menit )( tahun )( mm/menit )(Ha)( m3/dt )243.8587172924100002J3 - J11077.0330.386.176910000.441.666747.84351098.316123456789101112131415243.8587172924100001A0 - A15.002.000.05216000.9510.526310.57840.667815295.9570.800.3000.1319Panjang Lahan =10m243.858717292410000Tabel Perhitungan Debit Rencana2A0 - A35.002.000.05214000.957.01757.06960.668315387.1790.800.2000.1151243.858717292410000NoSaluranICsLuas DaerahCQinQsQ tot3A1 - A25.002.000.05214000.957.01757.06960.668315387.1790.800.2000.1151243.858717292410000PrimerYang4A2 - A35.002.000.05216000.9510.526310.57840.667815295.9570.800.3000.1319243.858717292410000( mm/jam )Dilayani ( Ha )( m3/dt )( m3/dt )( m3/dt )5B1 - B25.002.000.05216000.9510.526310.57840.667815295.9570.800.3000.1319243.8587172924100001C0 - C20.0000.006.500.900.000.00000.00006B0 - B25.002.000.05216000.9510.526310.57840.667815295.9570.800.3000.1319243.8587172924100002J3 - J198.3160.006.000.750.001.22993.31357B3 - B05.002.000.05213000.955.26325.31530.668915468.2680.800.1500.1045243.8587172924100008B3 - B45.002.000.05213000.955.26325.31530.668915468.2680.800.1500.1045243.8587172924100009B1 - B45.002.000.05216000.9510.526310.57840.667815295.9570.800.3000.1319243.858717292410000Tabel perhitungan debit untuk hujan rencana 15 tahun :10C0 - C15.002.000.05214000.957.01757.06960.668315387.1790.800.2000.1151243.85871729241000011C1 - C35.002.000.05216000.9510.526310.57840.667815295.9570.800.3000.1319243.858717292410000Tabel Perhitungan Koefisien Limpasan12C2 - C35.002.000.05214000.957.01757.06960.668315387.1790.800.2000.1151243.858717292410000NoNama saluranAliran PermukaanAliran Dalam Salurantcparameter curah hujan13C0 - C25.002.000.05216000.9510.526310.57840.667815295.9570.800.3000.1319243.858717292410000LtSttoLsVtdTI14D0 - D15.002.000.05212000.953.50883.56090.669915611.6090.800.1000.0911243.858717292410000( m )( % )menit( m )( m/dt )( menit )( menit )( tahun )( mm/jam )15D0 - D25.002.000.05216000.9510.526310.57840.667815295.9570.800.3000.1319243.8587172924100001A0 - A100.000.000000.60.00000.0000150.00016D1 - D35.002.000.05216320.9511.087711.13980.667715285.9280.800.3160.1342243.8587172924100002A0 - A300.000.000000.60.00000.0000150.00017D2 - D35.002.000.05214000.957.01757.06960.668315387.1790.800.2000.1151243.8587172924100003A1 - A27210.245.45434000.416.666722.1209150.00018E1 - E05.002.000.05214000.957.01757.06960.668315387.1790.800.2000.1151243.8587172924100004A2 - A37210.245.45436000.616.666722.1209150.00019E1 - E25.002.000.052110000.9517.543917.59600.667315210.8140.800.5000.1564243.8587172924100005B1 - B200.000.000000.40.00000.0000150.00020E0 - E35.002.000.052110000.9517.543917.59600.667315210.8140.800.5000.1564243.8587172924100006B1 - B48490.0610.54324000.416.666727.2099150.00021E2 - E35.002.000.05214000.957.01757.06960.668315387.1790.800.2000.1151243.8587172924100007C0 - C100.000.000000.60.00000.0000150.00022F0 - F15.002.000.05216000.9510.526310.57840.667815295.9570.800.3000.1319243.8587172924100008C1 - C37210.285.12344000.416.666721.7901150.00023F0 - F25.002.000.05218000.9514.035114.08720.667515244.5080.800.4000.1452243.8587172924100009C2 - C37210.285.12346000.616.666721.7901150.000Lanjutan halaman sebelumnya243.8587172924123456789101112131415243.858717292424F3 - F15.002.000.05218000.9514.035114.08720.667515244.5080.800.4000.1452243.85871729241000012000.000.000000.40.00000.0000150.00025F2 - F35.002.000.05216000.9510.526310.57840.667815295.9570.800.3000.1319243.85871729241000026G0 - G15.002.000.05214000.957.01757.06960.668315387.1790.800.2000.1151243.858717292410000Tabel Perhitungan Debit Rencana27G1 - G35.002.000.05214000.957.01757.06960.668315387.1790.800.2000.1151243.858717292410000NoNama SaluranICsLuas DaerahCQinQsQ tot28G2 - G05.002.000.05214000.957.01757.06960.668315387.1790.800.2000.1151243.858717292410000Yang29G2 - G35.002.000.05214000.957.01757.06960.668315387.1790.800.2000.1151243.858717292410000( mm/jam )Dilayani ( Ha )( m3/dt )( m3/dt )( m3/dt )30H0 - H15.002.000.05214000.957.01757.06960.668315387.1790.800.2000.1151243.8587172924100001A0 - A10.0000.0024.000.700.000.00000.000031H0 - H25.002.000.05214000.957.01757.06960.668315387.1790.800.2000.1151243.8587172924100002A0 - A30.0000.0024.000.700.000.00000.000032H1 - H35.002.000.05214470.957.84217.89420.668115359.7250.800.2240.1195243.8587172924100003A1 - A20.0000.0024.000.700.000.00000.000033H2 - H35.002.000.05216000.9510.526310.57840.667815295.9570.800.3000.1319243.8587172924100004A2 - A30.0000.0024.000.700.000.00000.000034I0 - I15.002.000.05214000.957.01757.06960.668315387.1790.800.2000.1151243.8587172924100005B1 - B20.0000.0036.000.700.000.00000.000035I0 - I25.002.000.052110000.9517.543917.59600.667315210.8140.800.5000.1564243.8587172924100006B1 - B40.0000.0036.000.700.000.00000.000036I1 - I35.002.000.052110000.9517.543917.59600.667315210.8140.800.5000.1564243.8587172924100007C0 - C10.0000.0036.000.700.000.00000.000037I2 - I35.002.000.05214000.957.01757.06960.668315387.1790.800.2000.1151243.8587172924100008C1 - C30.0000.0036.000.700.000.00000.000038J0 - J15.002.000.05214000.957.01757.06960.668315387.1790.800.2000.1151243.8587172924100009C2 - C30.0000.008.000.700.000.00000.000039J2 - J35.002.000.05214000.957.01757.06960.668315387.1790.800.2000.1151243.8587172924100001000.0000.000.000.000.000.00000.000040J2 - J05.002.000.052110000.9517.543917.59600.667315210.8140.800.5000.1564243.8587172924100001200.0000.000.000.000.000.00000.000041J3 - J15.002.000.052110000.9517.543917.59600.667315210.8140.800.5000.1564243.8587172924100000.000042K0 - K15.002.000.052110000.9517.543917.59600.667315210.8140.800.5000.1564243.85871729241000043K0 - K25.002.000.05218000.9514.035114.08720.667515244.5080.800.4000.1452243.85871729241000044K1 - K35.002.000.05218000.9514.035114.08720.667515244.5080.800.4000.1452243.858717292445K2 - K35.002.000.052110000.9517.543917.59600.667315210.8140.800.5000.1564243.8587172924Tabel Debit Rencana Total untuk Hujan Rencana 10 tahun :NoNamaDebitDebi TotalTabel perhitungan debit untuk hujan rencana 5 tahun :SaluranLahanJalanSaluran Sebelumnya( m3/s )( m3/s )( m3/s )( m3/s )Tabel Perhitungan Koefisien Limpasan1A0 - A10.0000NoNama saluranAliran PermukaanAliran Dalam Salurantcparameter curah hujan2A0 - A30.0000LtSttoLsVtdTI3A1 - A21.001.000.01970( m )( % )menit( m )( m/dt )( menit )( menit )( tahun )( mm/jam )4A2 - A31.002.000.015101A0 - A100.000.000000.00.00000.000050.0005B1 - B20.003.000.000002000.000.0