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 )YT20.366851.5004102.2510152.6110202.9709253.1993503.9028754.31171004.60122005.29692505.52065006.214910006.908750008.5188100009.2121

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 BSta C120131684112892201221936329532011111353379420104123622125200941832114962008243322417720072213022118200642621511092005289420225102004381242331112003411224236122002321457387132001414202239142000411401201151999309268222161998133210236171997134325133181996136168134191995378225136201994199475378211993148218199221992192401148231991137412192241990119333241251989185207196Sumber : Data Curah Hujan dari ketiga stasiun

LOG PEARSON IIII.1. METODE LOG PEARSON IIIA. Stasiun ATabel 1.15NoTahunXi (mm)Log Xi(Log Xi - Log X)2(Log Xi - Log X)3Koefisien AsimetriPeriode Ulang14262.62940.06660.0172Cs251015202524182.62120.06240.01563.01.181.5461.9122.27834142.61700.06040.01482.81.211.5651.922.27544122.61490.05930.01442.61.2381.5811.9242.26754112.61380.05880.01432.41.2621.59333333331.92466666672.25664112.61380.05880.01432.21.2841.60266666671.92133333332.2473812.58090.04390.00922.01.3021.60766666671.91333333332.21983782.57750.04250.00881.81.3181.59966666671.88133333332.16393212.50650.01830.00251.61.3291.6071.8852.163103092.49000.01410.00171.41.3371.60066666671.86433333332.128112892.46090.00800.00071.21.341.5891.8382.087122432.38560.00020.0000031.01.341.57433333331.80866666672.043132212.34440.0007-0.0000200.81.3361.5551.7741.993142192.34040.0010-0.0000290.61.3281.53166666671.73533333331.939151992.29890.0053-0.00040.41.882.0072.1342.261161922.28330.0077-0.00070.21.3011.47333333331.64566666671.818171852.26720.0108-0.00110.000.8421.2821.43833333331.59466666671.751181682.22530.0213-0.0031-0.20.0330.851.2581.39866666671.53933333331.68191482.17030.0404-0.0081-0.41.2311.3561.4811.606201372.13670.0550-0.0129-0.61.21.30933333331.41866666671.528211362.13350.0565-0.0134-0.81.1661.261.3541.448221342.12710.0596-0.0146-1.01.1281.20733333331.28666666671.366231332.12390.0612-0.0152-1.21.0861.15133333331.21666666671.282241192.07550.0875-0.0259-1.41.0411.09333333331.14566666671.198251112.04530.1063-0.0346-1.60.9941.03466666671.07533333331.116Jumlah59.28341.0069-0.0167-1.80.9450.9751.0051.035n=25-2.00.8950.91633333330.93766666670.959Log X =59.2834=2.3713348304-2.20.8440.85866666670.87333333330.88825-2.40.7950.80433333330.81366666670.823-2.60.7470.75266666670.75833333330.764Sx =S (Log Xi - Log X)2Cs =n . S (Log Xi - Log X)3-2.80.7020.70533333330.70866666670.712(n - 1)(n - 1)(n - 2)(Sx)3-3.00.660.6620.6640.666=1.0069=25.-0.01672424.23.0.20482329130.0660.856=0.204823291=-0.08801.2311.356Berdasarkan nilai Cs =-0.0879618665maka diperoleh nilai K untuk setiap periode ulang (tabel 3)Log X = Log X + K . SxTabel 1.160.000.8421.2821.43833333331.59466666671.751T (tahun)KLog XSxLog Xi (mm)Xi (mm)-0.0880.0145137080.84551847471.2714445761.42088756311.57033055031.719773537420.0152.37130.204822.3743236.76-0.20.0330.851.2581.39866666671.53933333331.6850.8462.37130.204822.5445350.36101.2712.37130.204822.6318428.31151.4212.37130.204822.6624459.58201.5702.37130.204822.6930493.15B. Stasiun BTabel 1.17NoTahunXi (mm)Log Xi(Log Xi - Log X)2(Log Xi - Log X)314752.67670.03960.007924572.65990.03320.006034202.62320.02120.003144122.61490.01880.002654112.61380.01850.002564012.60310.01570.002074012.60310.01570.002083632.55990.00670.000693622.55870.00660.0005103532.54780.00490.0003113332.52240.00200.0001123252.51190.00120.00004133222.50790.00090.00003143212.50650.00080.00002153022.48000.000010.00000001162682.42810.0025-0.0001172422.38380.0088-0.0008182252.35220.0158-0.0020192242.35020.0163-0.0021202182.33850.0194-0.0027212152.33240.0211-0.0031222102.32220.0242-0.0038232072.31600.0262-0.0042242022.30540.0297-0.0051251682.22530.0637-0.0161Jumlah61.94410.4135-0.0123n=25Log X =61.9441=2.477763926725Sx =S (Log Xi - Log X)2Cs =n . S (Log Xi - Log X)3(n - 1)(n - 1)(n - 2)(Sx)3=0.4135=25.-0.01232424.23.0.13125308113=0.1313=-0.2473242259Berdasarkan nilai Cs =-0.2473242259maka diperoleh nilai K untuk setiap periode ulang (tabel 3)Log X = Log X + K . SxTabel 1.18T (tahun)KLog XSxLog Xi (mm)Xi (mm)-0.20.0330.851.2581.39866666671.53933333331.6820.0482.47780.131252.4840304.79-0.2470.0475137080.85219904671.2461.37990146851.51367778891.647454109450.8522.47780.131252.5896388.70-0.40.0660.8551.2311.3561.4811.606101.2462.47780.131252.6413437.85151.3802.47780.131252.6589455.91201.5142.47780.131252.6764474.72C. Stasiun CTabel 1.19NoTahunXi (mm)Log Xi(Log Xi - Log X)2(Log Xi - Log X)314172.62010.07590.020923872.58770.05910.014433792.57860.05470.012843782.57750.05420.012653312.51980.03070.005462952.46980.01570.002072892.46090.01350.001682412.38200.00140.000192392.37840.00110.00004102362.37290.00080.00002112362.37290.00080.00002122252.35220.00010.0000004132222.34640.0000030.000000005142122.32630.0003-0.000006152112.32430.0004-0.000008162012.30320.0017-0.00007171992.29890.0021-0.00010181962.29230.0027-0.00014191922.28330.0038-0.00023201492.17320.0294-0.0050211482.17030.0304-0.0053221362.13350.0446-0.0094231342.12710.0473-0.0103241332.12390.0488-0.0108251102.04140.0920-0.0279Jumlah58.61690.61150.0004n=25Log X =58.6169=2.344674443625Sx =S (Log Xi - Log X)2Cs =n . S (Log Xi - Log X)3(n - 1)(n - 1)(n - 2)(Sx)3=0.6115=25.0.00042424.23.0.15962134033=0.1596213403=0.0049Berdasarkan nilai Cs =0.0049255634maka diperoleh nilai K untuk setiap periode ulang (tabel 3)Log X = Log X + K . SxTabel 1.20T (tahun)KLog XSxLog Xi (mm)Xi (mm)0.2-0.0330.831.3011.47333333331.64566666671.8182-0.0182.34470.159622.3417219.650.005-0.0184862920.8352777121.2931.45794000671.62323639071.788532774750.8352.34470.159622.4780300.610.000.8421.2821.43833333331.59466666671.751101.2932.34470.159622.5510355.64151.4582.34470.159622.5774377.91201.6232.34470.159622.6038401.59

Civil2k:DIAMBIL DARI LAMPIRAN

GUMBELI. METODE GUMBELA.StasiunATabel I.1.NoTahunXX2X=SX1426181476n2418174724=65153414171396254412169744=260.6000mm54111689216411168921Sx=(SX2-X.SX)0,57381145161n-183781428849321103041Sx=(2021331-260.6000x6515)0,51030995481241.411289835212.81224359049Sx=116.10384.213221488415.61421947961715199396018.416192368649.8171853422511.218168282241914821904n=25Yn=0.53092013718769Sn=1.09152113618496T=2TahunYt=0.36682213417956T=5TahunYt=1.50042313317689T=10TahunYt=2.25102411914161T=15TahunYt=2.61102511112321T=20TahunYt=2.970925S65152021331XTr=X+K.Sx,dimana K=Yt-YnSnX2=260.6+(0.3668-0.5309)x116.1038=243.15mm1.0915X5=260.6+(1.5004-0.5309)x116.1038=363.74mm1.0915X10=260.6+(2.2510-0.5309)x116.1038=443.58mm1.0915X15=260.6+(2.6110-0.5309)x116.104=481.87mm1.0915X20=260.6+(2.9709-0.5309)x116.104=520.16mm1.0915B.StasiunBTabel I.1.1.2NoTahunXX2X=SX3.11475225625n6.22457208849=78379.13420176400254412169744=313.5mm54111689216401160801Sx=(SX2-X.SX)0,57401160801n-183631317699362131044Sx=(2653921-313.4800x7837)0,510353124609241133311088912325105625Sx=90.64081332210368414321103041153029120416268718241724258564n=25Yn=0.53091822550625Sn=1.09151922450176T=2TahunYt=0.36682021847524T=5TahunYt=1.50042121546225T=10TahunYt=2.25102221044100T=15TahunYt=2.61102320742849T=20TahunYt=2.97092420240804251682822425S78372653921XTr=X+K.Sx,dimana K=Yt-YnSnX2=313.5+(0.3668-0.5309)x90.6408=299.86mm1.0915X5=313.5+(1.5004-0.5309)x90.6408=394.00mm1.0915X10=313.5+(2.2510-0.5309)x90.6408=456.33mm1.0915X15=313.5+(2.6110-0.5309)x90.6408=486.22mm1.0915X20=313.5+(2.9709-0.5309)x90.6408=516.12mm1.0915C.StasiunCTabel I.1.NoTahunXX2X=SX1417173889n2387149769=58963379143641254378142884=235.8mm5331109561629587025Sx=(SX2-X.SX)0,5728983521n-1824158081923957121Sx=(1571886-235.8400x5896)0,510236556962411236556961222550625Sx=86.93231322249284142124494415211445211620140401171993960118196384161919236864n=25Yn=0.53092014922201Sn=1.09152114821904T=2TahunYt=0.36682213618496T=5TahunYt=1.50042313417956T=10TahunYt=2.25102413317689T=15TahunYt=2.61102511012100T=20TahunYt=2.970925S58961571886XTr=X+K.Sx,dimana K=Yt-YnSnX2=235.8+(0.3668-0.5309)x86.9323=222.77mm1.0915X5=235.8+(1.5004-0.5309)x86.9323=313.06mm1.0915X10=235.8+(2.2510-0.5309)x86.9323=372.85mm1.0915X15=235.8+(2.6110-0.5309)x86.932=401.52mm1.0915X20=235.8+(2.9709-0.5309)x86.932=430.19mm1.0915Hasil perhitungan Curah Hujan rata-rata (mm) Metode GUMBELNo.Periode UlangStasiunABCRata-Rata12243.15 mm299.86 mm222.77 mm255.26 mm25363.74 mm394.00 mm313.06 mm356.93 mm310443.58 mm456.33 mm372.85 mm424.25 mm415481.87 mm486.22 mm401.52 mm456.54 mm520520.16 mm516.12 mm430.19 mm488.82 mm

HASPERI.2. Metode HasperA.Curah HujanSta ATabel 1.6.Hujan Max R (mm)Urutan Terbesar (m)Peride Ulang t=(n+1)/mStandar Variabel U4261262.13( Lampiran 4 )4182131.50n=25Sn=1(R1-R+R2-R)2U1U2=1426-260.600+418-260.60022.131.50=91.2930RT=R+Sn.UTT=2TahunUT=-0.22T=5TahunUT=0.64( Lampiran 4 )T=10TahunUT=1.26T=15TahunUT=1.63T=20TahunUT=1.89R2=260.6000+91.2930x-0.22=240.5155mmR5=260.6000+91.2930x0.64=319.0275mmR10=260.6000+91.2930x1.26=375.6291mmR15=260.6000+91.2930x1.63=409.4075mmR20=260.6000+91.2930x1.89=433.1437mmB.Curah HujanSta BTabel 1.7.Hujan Max R (mm)Urutan Terbesar (m)Peride Ulang t=(n+1)/mStandar Variabel U4751262.13( Lampiran 4 )4572131.50n=25Sn=1(R1-R+R2-R)2U1U22.8=1475-313.480+457-313.4805.622.131.58.411.2=85.7555RT=R+Sn.UTT=2TahunUT=-0.22( Lampiran 4 )T=5TahunUT=0.64T=10TahunUT=1.26T=15TahunUT=1.63T=20TahunUT=1.89R2=313.4800+85.7555x-0.22=294.6138mm2.3R5=313.4800+85.7555x0.64=368.3635mm4.6R10=313.4800+85.7555x1.26=421.5319mm6.9R15=313.4800+85.7555x1.63=453.2615mm9.2R20=313.4800+85.7555x1.89=475.5579mm11.5C.Curah HujanSta CTabel 1.8.Hujan Max R (mm)Urutan Terbesar (m)Peride Ulang t=(n+1)/mStandar Variabel U4171262.13( Lampiran 4 )3872131.50n=25Sn=1(R1-R+R2-R)2U1U2=1417-235.840+387-235.84022.131.5=92.9125RT=R+Sn.UTT=2TahunUT=-0.22( Lampiran 4 )T=5TahunUT=0.64T=10TahunUT=1.26T=15TahunUT=1.63T=20TahunUT=1.89R2=235.8400+92.9125x-0.22=215.40mmR5=235.8400+92.9125x0.64=295.30mmR10=235.8400+92.9125x1.26=352.91mmR15=235.8400+92.9125x1.63=387.29mmR20=235.8400+92.9125x1.89=411.44mm

REKAPITULASITabel Rekapitulasi Perhitungan Curah Hujan RencanaCURAH HUJAN RATA-RATA KETIGA STASIUN DENGAN METODE GUMBELNOPERIODE ULANGCURAH HUJAN (mm)RATA-RATAMETODE GUMBELSTASIUNASTASIUNBSTASIUNC12243.15299.86222.77255.2625363.74394.00313.06356.93310443.58456.33372.85424.25415481.87486.22401.52456.54520520.16516.12430.19488.82CURAH HUJAN RATA-RATA KETIGA STASIUN DENGAN METODE HASPERNOPERIODE ULANGCURAH HUJAN (mm)RATA-RATAMETODE HASPERSTASIUNASTASIUNBSTASIUNC12240.52294.61215.40250.1825319.03368.36295.30327.57310375.63421.53352.91383.36415409.41453.26387.29416.65520433.14475.56411.44440.05CURAH HUJAN RATA-RATA KETIGA STASIUN DENGAN METODE IWAINOPERIODE ULANGCURAH HUJAN (mm)RATA-RATAMETODE IWAISTASIUNASTASIUNBSTASIUNCSTASIUN F12232.130298.3520.0000.0000.00025349.191387.4270.0000.0000.000310233.788243.279352.9100.000276.659415485.670478.3780.0000.0000.000CURAH HUJAN RATA-RATA KETIGA STASIUN DENGAN METODE LOG PEARSON IIINOPERIODE ULANGCURAH HUJAN (mm)RATA-RATALOG PEARSON IIISTASIUNASTASIUNBSTASIUNC12236.76304.79219.65253.7325350.36388.70300.61346.56310428.31437.85355.64407.26415459.58455.91377.91431.14520493.15474.72401.59456.48REKAPITULASI KESELURUHANNOPERIODE ULANGCURAH HUJAN (mm)DIAMBIL MAXMETODEGUMBELHASPERLOG PEARSON12255.26250.18253.73255.2625356.93327.57346.56356.93310424.25383.36407.26424.25415456.54416.65431.14456.54520488.82440.05456.48488.82

IWAII.2. METODE IWAIA.StasiunATabel I.6NoTahunXi (mm)Log Xi(3) + bXo=Log (5)Xb=(6)2(1)(2)(3)(4)(5)(6)(7)14262.6294402.07122.60436.782424182.6212394.07122.59566.737034142.6170390.07122.59116.714044122.6149388.07122.58896.702554112.6138387.07122.58786.696764112.6138387.07122.58786.696773812.5809357.07122.55286.516683782.5775354.07122.54916.497993212.5065297.07122.47296.1150103092.4900285.07122.45506.0268112892.4609265.07122.42345.8727122432.3856219.07122.34065.4783132212.3444197.07122.29465.2653142192.3404195.07122.29025.2450151992.2989175.07122.24325.0320161922.2833168.07122.22554.9528171852.2672161.07122.20704.8709181682.2253144.07122.15864.6595191482.1703124.07122.09374.3835201372.1367113.07122.05344.2163211362.1335112.07122.04954.2004221342.1271110.07122.04174.1684231332.1239109.07122.03774.1523241192.075595.07121.97803.9127251112.045387.07121.93993.7631n=25651559.2834S57.9621135.6586rata - rata2.31855.4263SLog Xi=59.2834Log X=59.2834=59.2834=2.3713n25X=235.1445X2=55292.9372Tabel I.7 Perhitungan bNoXaXtXa.XtXa+Xt(4)-X22LogX-(5)bi=(6)/(7)(1)(2)(3)(4)(5)(6)(7)(8)1.37832112133869966045.0628-694.2573-95.13052.22116837128389-18164.9372-384.257347.2728S-47.8577Sumber : hasil perhitunganDimana,b=S bi2=-23.9288Tabel I.8. Perhitungan Curah HujanTx1/c . xXo + (3)x + b = 10( 4 )x = (5) - b(1)(2)(3)(4)(5)(6)20.00000.00002.3185208.2009232.13 mm50.59450.19382.5122325.2620349.19 mm151.06140.34592.6644461.7413485.67 mmDimana;0.51/c=(2n)x(Xb - Xo 2)n-10.5=(2.25)x(5.4263-(2.31852 )24=0.3259B.Stasiun BTabel I.9.NoTahunXi (mm)Log Xi(3) + bXo=Log (5)Xb=(6)2(1)(2)(3)(4)(5)(6)(7)120134752.6767435.66702.63926.9651220124572.6599417.66702.62086.8688320114202.6232380.66702.58056.6592420104122.6149372.66702.57136.6117520094112.6138371.66702.57026.6057620084012.6031361.66702.55836.5449720074012.6031361.66702.55836.5449820063632.5599323.66702.51016.3006920053622.5587322.66702.50886.29381020043532.5478313.66702.49656.23241120033332.5224293.66702.46796.09031220023252.5119285.66702.45596.03121320013222.5079282.66702.45136.00871420003212.5065281.66702.44976.00121519993022.4800262.66702.41945.85351619982682.4281228.66702.35925.56581719972422.3838202.66702.30685.32121819962252.3522185.66702.26875.14721919952242.3502184.66702.26645.13652019942182.3385178.66702.25205.07172119932152.3324175.66702.24475.03862219922102.3222170.66702.23214.98252319912072.3160167.66702.22444.94822419902022.3054162.66702.21134.88982519891682.2253128.66702.10954.4499n=25783761.9441S60.3333146.1637rata - rata2.41335.8465SLog Xi=61.9441Log X=61.9441=61.9441=2.4778n25X=300.4443X2=90266.7598Tabel I.10 Perhitungan bNoXaXtXa.XtXa+Xt(4)-X22LogX-(5)bi=(6)/(7)(1)(2)(3)(4)(5)(6)(7)(8)1.35347516767582877408.2402-823.0445-94.05112.36322481312587-8954.7598-582.044515.3850S-78.6661Sumber : hasil perhitunganDimana,b=S bi2=-39.3330Tabel I.11. Perhitungan Curah HujanTx1/c . xXo + (3)x + b = 10( 4 )x = (5) - b(1)(2)(3)(4)(5)(6)20.00000.00002.4133259.0188298.3550.59450.12842.5417348.0935387.43151.06140.22922.6425439.0450478.38Dimana;0.51/c=(2n)x(Xb - Xo 2 )n-10.5=(2.25)x(5.8465-2.41332)24=0.2159C.Stasiun ETabel I.12.NoTahunXi (mm)Log Xi(3) + bXo=Log (5)Xb=(6)2(1)(2)(3)(4)(5)(6)(7)14172.62010.00000.00000.000023872.58770.00000.00000.000033792.57860.00000.00000.000043782.57750.00000.00000.000053312.51980.00000.00000.000062952.46980.00000.00000.000072892.46090.00000.00000.000082412.38200.00000.00000.000092392.37840.00000.00000.0000102362.37290.00000.00000.0000112362.37290.00000.00000.0000122252.35220.00000.00000.0000132222.34640.00000.00000.0000142122.32630.00000.00000.0000152112.32430.00000.00000.0000162012.30320.00000.00000.0000171992.29890.00000.00000.0000181962.29230.00000.00000.0000191922.28330.00000.00000.0000201492.17320.00000.00000.0000211482.17030.00000.00000.0000221362.13350.00000.00000.0000231342.12710.00000.00000.0000241332.12390.00000.00000.0000251102.04140.00000.00000.0000n=25589658.6169S0.00000.0000rata - rata0.00000.0000SLog Xi=58.6169Log X=58.6169=58.6169=2.3447n25X=221.1436X2=48904.5072Tabel I.13 Perhitungan bNoXaXtXa.XtXa+Xt(4)-X22LogX-(5)bi=(6)/(7)(1)(2)(3)(4)(5)(6)(7)(8)1.24113432294375-16610.5072-370.310744.85562.2010000.00000.00000.0000S0.0000Sumber : hasil perhitunganDimana,b=S bi2=0.0000Tabel I.14. Perhitungan Curah HujanTx1/c . xXo + (3)x + b = 10( 4 )x = (5) - b(1)(2)(3)(4)(5)(6)20.00000.00000.00000.00000.0050.59450.00000.00000.00000.00151.06140.00000.00000.00000.00Dimana;0.51/c=(2n)x(Xb - ( Xo )2 )n-10.5=(2.25)x(0.0000-(0.0000)224=0.0000

ANGGOTA LEGISLATIF:

WEDUWEN1.4. Metode WeduwenA.StasiunSta AC.0RT=Mn.RmaxIIMpRT=MnRmaxIIMpRmax II=418mmRmax II=0mmn=25Mp=0.8450(Lampiran 5)n=15tahunMp=0.0000T=2tahunMn=0.4900T=5tahunMn=0.6020T=2tahunMn=0.0000T=10tahunMn=0.7050T=50tahunMn=0.0000R2=0.490418=242mm0.8450R2=0.000000=0.00mm0.8450R5=0.602418=297.79mm0.8450R5=0.000000=0.00mm0.8450R10=0.705418=348.75mm0.8450B.StasiunDRT=Mn.RmaxIIMpRmax II=457mmn=25Mp=0.8450(Lampiran 5)T=2tahunMn=0.4900T=5tahunMn=0.6020T=10tahunMn=0.7050R2=0.490457=265.0059mm0.8450R5=0.602418=297.7941mm0.8450R10=0.705418=348.7456mm0.8450C.StasiunFRT=Mn.RmaxIIMpRmax II=0mmn=25Mp=0.8450(Lampiran 5)T=2tahunMn=0.4900T=5tahunMn=0.6020T=10tahunMn=0.7050R2=0.4900=0.0000mm0.8450R5=0.6020=0.0000mm0.8450R10=0.7050=0.0000mm0.8450

Metode MononobeIII.4 INTENSITAS CURAH HUJAN RENCANA1. Intensitas Curah Hujan Rencana Dengan Metode MononobeI=RX(24)2/324tDiketahui :R2=255.259mmR5=356.932mmR10=424.253mmR15=456.537mmR20=488.821mmContoh : Untuk t = 5 menit= 5/60=0.083jamI2 =255.259x (24)2/3=463.836mm/jam240.083I5 =356.932x (24)2/3=648.588mm/jam240.083I10 =424.253x (24)2/3=770.919mm/jam240.083I15 =456.537x (24)2/3=829.583mm/jam240.083I20 =488.821x (24)2/3=888.246mm/jam240.083Perhitungan selanjutnya ditabelkan ;tIntensitas Curah Hujan (mm/jam)(menit)I 2I 5I10I15I205463.836648.588770.919829.583888.24610292.198408.585485.648522.604559.56015222.989311.808370.619398.822427.02420184.073257.392305.939329.220352.50125158.630221.814263.650283.713303.77630140.474196.427233.475251.242269.00835126.755177.243210.673226.705242.73640115.959162.147192.730207.396222.06245107.202149.902178.175191.733205.2925099.930139.734166.089178.728191.3675593.778131.131155.864167.725179.5866088.493123.741147.080158.272169.4656583.895117.311139.438150.048160.6597079.851111.656132.716142.815152.9147576.261106.637126.750136.395146.0408073.050102.146121.412130.651139.8908570.15698.100116.603125.476134.3499067.53394.432112.243120.785129.326

Graf. Int. mononobe463.8359680938648.5875852706770.9187107584829.5825645012888.2464182439292.1983499499408.5845756915485.6483557212522.6042678204559.5601799196222.9890752255311.8083887211370.6190597777398.8216990621427.0243383465184.0734259232257.392153788305.93929311329.2200588959352.5008246818158.6296697288221.8138340252263.650490448283.7132462159303.7760019838140.4743148866196.4269762418233.4753774531251.2419269016269.0084763501126.7551838654177.2433452319210.6734915989226.7049080455242.7363244921115.9589920235162.1468963177192.7296776896207.3956411253222.061604561107.2019659757149.9018382171178.1750599041191.7334747005205.29188949799.9304300146139.7339593231166.0894013653178.7281455207191.366889676193.7783598482131.1314433302155.8643512885167.7250097213179.58566815488.4932731476123.7412410671147.0802713427158.2724961597169.464720976883.8948923994117.3112682517139.4375312322150.0481738646160.65881649779.8507621677111.6563108057132.7159833602142.8151428805152.914302400976.2611910015106.636968937126.74993552136.3951024818146.040269443673.0495874875102.1461439229121.4120889303130.6510669551139.890044979970.156052108598.1000775256116.6028875804125.4759044725134.348921364667.533006761594.4322406938112.2432542697120.7845203723129.325786475

T = 2 tahunT = 5 tahunT = 10 tahunT = 15 tahunT = 20 tahunWaktu Konsentrasi (menit)Intensitas (mm/jam)Grafik Intensitas Curah Hujan Metode Mononobe

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 D120131684112892201221936329532011111353379420104123622125200941832114962008243322417720074263022118200628921511092005381420225102004411242331112003321224236122002414457387132001411202239142000309401201151999133268222161998134210236171997136325133181996378168134191995199225136201994148475378211993192218199221992137401148230000

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 =456.537mm24( tc/60 )Qs=0,00278 . C. I. AI =415.88mm/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=0.00278x0.800.67415.87580.4m3/detLs =1000mQs=0.247m3/detLt =1281mSt =0.2600Debit TotalCr =0.75( Limpasan dari lahan )Sehingga debit total yang melewati saluran adalah :QtotalQlahan+Qjalanto =0.0197xLt0.00+0.246946439( St )0.50.247m3/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 =456.537mm24( tc/60 )I =235.69mm/menitMaka, debit rencana untuk saluran akibat adanya limpasan dari jalan :Qs=0,00278 . C. Cs. I. A=0.00278x0.400.73235.692924m3/detQs=4.563m3/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 =456.537mm24( tc/60 )I =503.38mm/menitMaka, debit rencana untuk saluran akibat adanya limpasan dari jalan :Qs=0,00278 . C. Cs. I. A=0.00278x0.800.67503.38450.3m3/detQs=0.224m3/detDebit TotalSehingga debit total yang melewati saluran adalah :QtotalQlahan+Qjalan4.56+0.2244.787m3/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+0.2470.552m3/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 =456.537mm24( tc/60 )I =197.35mm/menitMaka, debit rencana untuk saluran akibat adanya limpasan dari jalan :Qs=0,00278 . C. Cs. I. A=0.00278x0.500.72197.349324m3/detQs=4.747m3/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 =456.537mm24( tc/60 )I =415.88mm/menitMaka, debit rencana untuk saluran akibat adanya limpasan dari jalan :Qs=0,00278 . C. Cs. I. A=0.00278x0.800.67415.87581.015625m3/detQs=0.627m3/detDebit TotalSehingga debit total yang melewati saluran adalah :QtotalQlahan+Qjalan+QF2 - F3QF0 - F24.75+0.627+0.552+0.2476.1736m3/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+0.2690.2694.7876.17360.30521.88315.336m3/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+0.26915.33617.255m3/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+0.3050.26917.2550.268918.952m3/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+0.3342.5951.7710.359418.952510.390638.7366m3/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

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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 - B20.003.000.000002000.000.000000.00.00000.000050.0006B0 - B20.004.000.000003000.000.000000.00.00000.000050.0007B3 - B00.005.000.000004A0 - A300.000.000000.00.00000.000050.0008B3 - B40.006.000.000005000.000.000000.00.00000.000050.0009B1 - B40.007.000.000006A1 - A27210.245.45434000.416.666722.12095163.26910C0 - C18.000.00007000.000.000000.00.00000.000050.00011C1 - C30.009.000.000008A2 - A37210.245.45436000.425.000030.45435131.92912C2 - C30.0010.000.000009B1 - B200.000.000000.00.00000.000050.00013C0 - C211.000.000010B1 - B48490.0610.54324000.416.666727.20995142.21814D0 - D112.000.000011C0 - C100.000.000000.00.00000.000050.00015D0 - D213.000.000012C1 - C37210.285.12344000.416.666721.79015164.91716D1 - D30.0014.000.0000013C2 - C37210.285.12346000.425.000030.12345132.89317D2 - D30.0015.000.0000014000.000.000000.00.00000.000050.00018E1 - E016.000.000015000.000.000000.00.00000.000050.00019E1 - E217.000.000016000.000.000000.00.00000.000050.00020E0 - E30.000.000.0000017000.000.000000.00.00000.000050.00021E2 - E30.000.000.0000018000.000.000000.00.00000.000050.00022F0 - F10.000.000019000.000.000000.00.00000.000050.00023F0 - F20.000.000024F3 - F10.000.000.00000Tabel Perhitungan Debit Rencana25F2 - F30.000.000.00000NoNama SaluranICsLuas DaerahCQinQsQ tot26G0 - G10.000.000.00000Yang27G1 - G30.000.000.00000( mm/jam )Dilayani ( Ha )( m3/dt )( m3/dt )( m3/dt )28G2 - G00.000.00001A0 - A10.0000.0000.70.000.000.0029G2 - G30.000.0000200.0000.0060.00.000.000.0030H0 - H10.000.0000300.0000.0060.00.000.000.0031H0 - H20.000.00004A0 - A30.0000.00150.70.500.000.0032H1 - H30.000.000.00000500.0000.006.750.00.000.000.0033H2 - H30.000.000.000006A1 - A2163.2690.006.750.70.000.000.0034I0 - I10.000.0000700.0000.003.2250.00.000.000.0035I0 - I20.000.00008A2 - A3131.9290.003.2550.70.000.000.0036I1 - I30.000.000.000009B1 - B20.0000.0000.70.000.000.0037I2 - I30.000.000.0000010B1 - B4142.2180.00100.70.000.000.0038J0 - J10.000.000.0000011C0 - C10.0000.00100.70.000.000.0039J2 - J30.000.000012C1 - C3164.9170.00100.70.000.000.0040J2 - J00.000.000013C2 - C3132.8930.00100.70.000.000.0041J3 - J10.000.000.000001400.0000.005.6250.00.000.000.0042K0 - K10.000.00001500.0000.005.6250.00.000.000.0043K0 - K20.000.00001600.0000.003.40.00.000.000.0044K1 - K30.000.000.000001700.0000.003.40.00.000.000.0045K2 - K30.000.000.000001800.0000.007.8750.00.000.000.001900.0000.007.8750.00.000.000.000.00Tabel perhitungan debit untuk hujan rencana 10 tahun :Tabel Perhitungan Koefisien LimpasanNoNama saluranAliran PermukaanAliran Dalam Salurantcparameter curah hujanLtSttoLsVtdTI( m )( % )menit( m )( m/dt )( menit )( menit )( tahun )( mm/jam )1A0 - A10.000.000.000000.00.00000.0000100.000200.000.000.000000.00.00000.0000100.000300.000.000.000000.00.00000.0000100.0004A0 - A30.000.000.000000.00.00000.0000100.000500.000.000.000000.00.00000.0000100.0006A1 - A2721.110.245.45434000.416.666722.120910189.978700.000.000.000000.00.00000.0000100.0008A2 - A3721.110.245.45436000.425.000030.454310153.5119B1 - B20.000.000.000000.00.00000.0000100.00010B1 - B4848.530.0610.54324000.416.666727.209910165.48411C0 - C10.000.000.000000.00.00000.0000100.00012C1 - C3721.110.285.12344000.416.666721.790110191.89613C2 - C3721.110.285.12346000.425.000030.123410154.6331400.000.000.000000.00.00000.0000100.0001500.000.000.000000.00.00000.0000100.0001600.000.000.000000.00.00000.0000100.0001700.000.000.000000.00.00000.0000100.0001800.000.000.000000.00.00000.0000100.0001900.000.000.000000.00.00000.0000100.000Tabel Perhitungan Debit RencanaNoNama SaluranICsLuas DaerahCQinQsQ totYang( mm/jam )Dilayani ( Ha )( m3/dt )( m3/dt )( m3/dt )1A0 - A10.0000.0000.700.000.000.00200.0000.0060.000.000.000.00300.0000.0060.000.000.000.004A0 - A30.0000.00150.700.500.000.00500.0000.006.750.000.000.000.006A1 - A2189.9780.006.750.700.000.000.00700.0000.003.2250.000.000.000.008A2 - A3153.5110.003.2550.700.000.000.009B1 - B20.0000.0000.700.000.000.0010B1 - B4165.4840.00100.700.000.000.0011C0 - C10.0000.00100.700.000.000.0012C1 - C3191.8960.00100.700.000.000.0013C2 - C3154.6330.00100.700.000.000.001400.0000.005.6250.000.000.000.001500.0000.005.6250.000.000.000.001600.0000.003.40.000.000.000.001700.0000.003.40.000.000.000.001800.0000.007.8750.000.000.000.001900.0000.007.8750.000.000.000.000.00Tabel perhitungan debit untuk hujan rencana 15 tahun :Tabel Perhitungan Koefisien LimpasanNoNama saluranAliran PermukaanAliran Dalam Salurantcparameter curah hujanLtSttoLsVtdTI( m )( % )menit( m )( m/dt )( menit )( menit )( tahun )( mm/jam )1A0 - A10.000.00000.000000.40.00000.0000150.000200.000.00000.000000.40.00000.0000150.000300.000.00000.000000.40.00000.0000150.0004A0 - A30.000.00000.000000.40.00000.0000150.000500.000.00000.000000.40.00000.0000150.0006A1 - A2721.110.23575.45434000.416.666722.120915202.624700.000.00000.000000.40.00000.0000150.0008A2 - A3721.110.23575.45436000.425.000030.454315163.7309B1 - B20.000.00000.000000.40.00000.0000150.00010B1 - B4848.530.058910.54324000.416.666727.209915176.49911C0 - C10.000.00000.000000.40.00000.0000150.00012C1 - C3721.110.27745.12344000.416.666721.790115204.67013C2 - C3721.110.27745.12346000.425.000030.123415164.9271400.000.00000.000000.40.00000.0000150.0001500.000.00000.000000.40.00000.0000150.0001600.000.00000.000000.40.00000.0000150.0001700.000.00000.000000.40.00000.0000150.0001800.000.00000.000000.40.00000.0000150.0001900.000.00000.000000.40.00000.0000150.000Tabel Perhitungan Debit RencanaNoNama SaluranICsLuas DaerahCQinQsQ totYang( mm/jam )Dilayani ( ha )( m3/dt )( m3/dt )( m3/dt )1A0 - A10.0000.0000.700.000.000.00200.0000.0060.000.000.000.00300.0000.0060.000.000.000.004A0 - A30.0000.00150.700.500.000.00500.0000.006.750.000.000.000.006A1 - A2202.6240.006.750.700.000.000.00700.0000.003.2250.000.000.000.008A2 - A3163.7300.003.2550.700.000.000.009B1 - B20.0000.0000.700.000.000.0010B1 - B4176.4990.00100.700.000.000.0011C0 - C10.0000.00100.700.000.000.0012C1 - C3204.6700.00100.700.000.000.0013C2 - C3164.9270.00100.700.000.000.001400.0000.005.6250.000.000.000.001500.0000.005.6250.000.000.000.001600.0000.003.40.000.000.000.001700.0000.003.40.000.000.000.001800.0000.007.8750.000.000.000.001900.0000.007.8750.000.000.000.000.00

REKAP DEBIT TOTALTabel Debit Rencana Total untuk Hujan Rencana 15 tahun :NoNamaDebitTotal DebitSaluranLahanJalanSaluran Sebelumnya( m3/s )( m3/s )( m3/s )( m3/s )1A0 - A10.0000.2330.0000.23342A0 - A30.0000.2330.0000.23343A1 - A20.7390.2331.1902.16254A2 - A30.7390.2332.3623.33525B1 - B20.0000.2460.0000.24646B0 - B20.5210.2330.2020.95637B3 - B00.0000.2020.0000.20208B3 - B40.0000.2020.0000.20209B1 - B40.5210.2330.0000.754310C0 - C10.0000.2330.0000.233411C1 - C30.5880.2330.5331.355012C2 - C30.5880.2330.2331.055013C0 - C20.0000.2330.0000.233414D0 - D10.0000.1820.0000.182115D0 - D20.0000.2330.0000.233416D1 - D30.4380.2350.1820.854817D2 - D30.5990.2022.6433.444418E1 - E00.0000.2330.0000.233419E1 - E20.0000.2460.0000.246420E0 - E30.7090.2463.8024.757021E2 - E30.7910.2330.2461.270722F0 - F10.7830.2460.0001.029223F0 - F20.0000.2330.0000.233424F3 - F10.8730.2330.7131.819525F2 - F30.0000.2460.2330.479826G0 - G10.7100.2334.2705.214027G1 - G30.8120.2195.2146.245228G2 - G00.0000.2190.0000.218829G2 - G30.0000.2330.0000.233430H0 - H10.0000.2020.0000.202031H0 - H20.0000.2190.0000.218832H1 - H30.2200.2194.5014.940333H2 - H30.2620.2026.6977.161334I0 - I10.0000.2330.0000.233435I0 - I20.0000.2460.0000.246436I1 - I30.7080.2466.2617.215737I2 - I30.7910.2330.2461.270338J0 - J10.5320.2330.2461.011539J2 - J30.0000.2330.0000.233440J2 - J00.0000.2460.0000.246441J3 - J10.4760.2460.2330.955542K0 - K10.0000.2460.0000.246443K0 - K20.0000.2330.0000.233444K1 - K30.8880.23314.31515.436645K2 - K30.7940.2460.2331.2742l

DIMENSI SALURAN 3. 5. PERHITUNGAN DIMENSI SALURANA0 - A13.3801.9800.80.147.20.090.0125-0.5666097794-0.00708262220.13292A0 - A33.3801.9800.80.147.20.090.0125-0.5666097794-0.00708262220.13292Contoh Perhitungan Dimensi saluranA1 - A23.3801.9800.80.147.20.090.01251.38334780280.01729184750.15729A2 - A33.3801.9800.80.147.20.090.01252.55611085440.03195138570.171953.5.1. Saluran F0 - F1B1 - B23.3801.9800.80.147.20.090.0125-0.5536278584-0.00692034820.13308Diketahui data - data sebagai berikut :B0 - B23.3801.9800.80.147.20.090.01250.15631813520.00195397670.14195Q rencana=1.029m3/detB3 - B03.3801.9800.80.147.20.090.0125-0.597972482-0.0074746560.13253V asumsi=0.40m/detB3 - B43.3801.9800.80.147.20.090.0125-0.597972482-0.0074746560.13253n=0.035B1 - B43.3801.9800.80.147.20.090.0125-0.0248329874-0.00031041230.13969m=1.4C0 - C13.3801.9800.80.147.20.090.0125-0.5666097794-0.00708262220.132921.96C1 - C33.3801.9800.80.147.20.090.01250.75504428130.00943805350.14944SyaratB2h=hm2+12.96C2 - C33.3801.9800.80.147.20.090.01250.25504428130.00318805350.1431923.96C0 - C23.3801.9800.80.147.20.090.0125-0.5666097794-0.00708262220.13292B2h=h1,42+11.99D0 - D13.3801.9800.80.147.20.090.0125-0.6179242295-0.00772405290.132282D0 - D23.3801.9800.80.147.20.090.0125-0.5666097794-0.00708262220.13292B2h=2 h3.96D1 - D33.3801.9800.80.147.20.090.01250.05478381660.00068479770.14068Bh=1.99hD2 - D33.3801.9800.80.147.20.090.01252.84437585210.03555469820.175552E1 - E03.3801.9800.80.147.20.090.0125-0.5666097794-0.00708262220.13292B=1.980hE1 - E23.3801.9800.80.147.20.090.0125-0.5536278584-0.00692034820.13308E0 - E33.3801.9800.80.147.20.090.01253.97783118590.04972288980.18972Perhitungan Luas Basah (A)E2 - E33.3801.9800.80.147.20.090.01250.47074256050.0058842820.14588Ad =Q rencanaAd =1.029F0 - F13.3801.9800.80.147.20.090.01250.2290.00286493920.14286V asumsi0.4F0 - F23.3801.9800.80.147.20.090.0125-0.5666097794-0.00708262220.13292Ad =2.57m2F3 - F13.3801.9800.80.147.20.090.01251.01950468090.01274380850.15274F2 - F33.3801.9800.80.147.20.090.0125-0.3202376378-0.00400297050.13600G0 - G13.3801.9800.80.147.20.090.01254.41402025880.05517525320.19518Ad =(B + ( m x h )) x hG1 - G33.3801.9800.80.147.20.090.01255.44523506990.06806543840.20807Ad =1.980h1.4h hG2 - G03.3801.9800.80.147.20.090.0125-0.5811952395-0.00726494050.13274Ad =3.380h2G2 - G33.3801.9800.80.147.20.090.0125-0.5666097794-0.00708262220.132920.8H0 - H13.3801.9800.80.147.20.090.0125-0.597972482-0.0074746560.132532.57=3.380h20.14H0 - H23.3801.9800.80.147.20.090.0125-0.5811952395-0.00726494050.132747.2H1 - H33.3801.9800.80.147.20.090.01254.3402660330.05425332540.19425h=2.570.50.09H2 - H33.3801.9800.80.147.20.090.01256.36131667920.07951645850.219523.3800.0125I0 - I13.3801.9800.80.147.20.090.0125-0.5666097794-0.00708262220.132920.229I0 - I23.3801.9800.80.147.20.090.0125-0.5536278584-0.00692034820.13308h=0.872mB=1.727m0.0028649392I1 - I33.3801.9800.80.147.20.090.01256.43654737030.08045684210.220460.14286I2 - I33.3801.9800.80.147.20.090.01250.47027158050.00587839480.14588J0 - J13.3801.9800.80.147.20.090.01250.21151028640.00264387860.14264Perhitungan Tinggi Jagaan (W)J2 - J33.3801.9800.80.147.20.090.0125-0.5666097794-0.00708262220.13292W=ChJ2 - J03.3801.9800.80.147.20.090.0125-0.5536278584-0.00692034820.13308=C0.872Diambil nilai C =0.1428649392J3 - J13.3801.9800.80.147.20.090.01250.15548684240.00194358550.14194=0.14286493920.872K0 - K13.3801.9800.80.147.20.090.0125-0.5536278584-0.00692034820.13308=0.124649K0 - K23.3801.9800.80.147.20.090.0125-0.5666097794-0.00708262220.13292=0.353mK1 - K33.3801.9800.80.147.20.090.012514.83661510590.18545768880.32546K2 - K33.3801.9800.80.147.20.090.01250.47416482840.00592706040.14593Perhitungan Keliling Basah ( P )P=B + 2 h ( m2 + 1 )0,5=1.7270.8721.41P=4.73mPerhitungan Jari - jari Hidrolis ( R ) & Kemiringan dasar Saluran (S)R=Ad=2.57P4.73R=0.5440066484mS=V n0.400.035R2/30.544S=0.0004414Perhitungan Lebar Permukaan Saluran ( T )T=B + 2 m h=1.7274994341+21.40.87T=4.170mKontrol Kemiringan Saluran ( S )S=Q x n21.0290.0352A x R2/32.570.54S=0.0004413507S saluran=S rencana0.0004413507=0.000441m3/detOK !!!Kontrol DebitQ=1A x R2/3 x S0.5nQ=12.570.54400664840.00044135070.035Q=1.0291951394Q saluran=Q rencana1.0291951394=1.029195m3/detOK !!!Sketsa Saluran4.170Thtot1.23w0.35mmh0.87m1.73B3.5.2. Saluran G0 - G1Diketahui data - data sebagai berikut :Q rencana=5.214m3/detV asumsi=0.40m/detn=0.035m=1.4SyaratB2h=hm2+12B2h=h1,42+12B2h=2 h3.96Bh=1.99h2B=1.980hPerhitungan Luas Basah (A)Ad =Q rencanaAd =5.214V asumsi0.4Ad =13.04m2Ad =(B + ( m x h )) x hAd =1.980h1.4h hAd =3.380h213.04=3.380h2h=13.040.53.380h=1.964mB=3.888m0.80.14Perhitungan Tinggi Jagaan (W)7.2W=C h0.09=C1.964Diambil nilai C =0.19517525320.0125=0.19517525321.9644.414=0.3832890.0551752532=0.619m0.1951752532Perhitungan Keliling Basah ( P )P=B + 2 h ( m2 + 1 )0,5=3.8881.9641.41P=10.65mPerhitungan Jari - jari Hidrolis ( R ) & Kemiringan dasar Saluran (S)R=Ad=13.04P10.65R=1.2244518204mS=V n0.400.035R2/31.224S=0.0001496Perhitungan Lebar Permukaan Saluran ( T )T=B + 2 m h=3.8882609853+21.41.96T=9.387mKontrol Kemiringan Saluran ( S )S=Q x n22,487 x 0,0182S=Q x n25.2140.0352A x R2/34,14 x ( 0,81 )2/3A x R2/313.041.22S=0.0001496237S saluran=S rencana0.0001496237=0.000150m3/detOK !!!Kontrol DebitQ=1A x R2/3 x S0.5nQ=113.041.22445182040.00014962370.035Q=5.2140202588Q saluran=Q rencana5.2140202588=5.214020m3/detOK !!!Sketsa Saluran9.387Thtot2.58w0.62mmh1.96m3.89B3.5.3. Saluran G1 - G3Diketahui data - data sebagai berikut :Q rencana=6.245m3/detV asumsi=0.40m/detn=0.035m=1.4SyaratB2h=hm2+12B2h=h1,42+12B2h=2 h3.96Bh=1.99h2B=1.980hPerhitungan Luas Basah (A)Ad =Q rencanaAd =6.245V asumsi0.4Ad =15.61m2Ad =(B + ( m x h )) x hAd =1.980h1.4h hAd =3.380h215.61=3.380h2h=15.610.53.380h=2.149mB=4.255m0.8Perhitungan Tinggi Jagaan (W)0.14W=Ch7.2=C2.149Diambil nilai C =0.20806543840.09=0.20806543842.1490.0125=0.4471875.445=0.669m0.06806543840.2080654384Perhitungan Keliling Basah ( P )P=B + 2 h ( m2 + 1 )0,5=4.2552.1491.41P=11.65mPerhitungan Jari - jari Hidrolis ( R ) & Kemiringan dasar Saluran (S)R=Ad=15.61P11.65R=1.3400769556mS=V n0.400.035R2/31.340S=0.0001327Perhitungan Lebar Permukaan Saluran ( T )T=B + 2 m h=4.255429946+21.42.15T=10.273mKontrol Kemiringan Saluran ( S )S=Q x n26.2450.0352S=Q x n22,487 x 0,0182A x R2/315.611.34A x R2/34,14 x ( 0,81 )2/3S=0.000132663S saluran=S rencana0.000132663=0.0001327m3/detOK !!!Kontrol DebitQ=1A x R2/3 x S0.5nQ=115.611.34007695560.0001326630.035Q=6.2452350699Q saluran=Q rencana6.2452350699=6.245235m3/detOK !!!Sketsa Saluran10.273Thtot2.82w0.67mmh2.15m4.26B3.5.4. Saluran H2 - H3Diketahui data - data sebagai berikut :Q rencana=7.161m3/detV asumsi=0.40m/detn=0.035m=1.4SyaratB2h=hm2+12B2h=h1,42+12B2h=2 h3.96Bh=1.99h2B=1.980hPerhitungan Luas Basah (A)Ad =Q rencanaAd =7.161V asumsi0.4Ad =17.90m2Ad =(B + ( m x h )) x hAd =1.980h1.4h hAd =3.380h217.90=3.380h2h=17.900.53.380h=2.302mB=4.557mPerhitungan Tinggi Jagaan (W)0.8W=Ch0.14=C2.302Diambil nilai C =0.21951645857.2=0.21951645852.3020.09=0.5052180.0125=0.711m6.3610.0795164585Perhitungan Keliling Basah ( P )0.2195164585P=B + 2 h ( m2 + 1 )0,5=4.5572.3021.41P=12.48mPerhitungan Jari - jari Hidrolis ( R ) & Kemiringan dasar Saluran (S)R=Ad=17.90P12.48R=1.4349996118mS=V n0.400.035R2/31.435S=0.0001211Perhitungan Lebar Permukaan Saluran ( T )T=B + 2 m h=4.5568579438+21.42.30T=11.001mKontrol Kemiringan Saluran ( S )S=Q x n22,487 x 0,0182S=Q x n27.1610.0352A x R2/34,14 x ( 0,81 )2/3A x R2/317.901.43S=0.0001210934S saluran=S rencana0.0001210934=0.000121m3/detOK !!!Kontrol DebitQ=1A x R2/3 x S0.5nQ=117.901.43499961180.00012109340.035Q=7.1613166792Q saluran=Q rencana7.1613166792=7.161317m3/detOK !!!Sketsa Saluran11.001Thtot3.01w0.71mmh2.30m4.56B3.5.5. Saluran F0 - F1Diketahui data - data sebagai berikut :Q rencana=15.637m3/detV asumsi=0.40m/detn=0.035m=1.4SyaratB2h=hm2+12B2h=h1,42+12B2h=2 h3.96Bh=1.99h2B=1.980hPerhitungan Luas Basah (A)Ad =Q rencanaAd =15.637V asumsi0.4Ad =39.09m2Ad =(B + ( m x h )) x hAd =1.980h1.4h hAd =3.380h239.09=3.380h2h=39.090.53.380h=3.401mB=6.733mPerhitungan Tinggi Jagaan (W)W=Ch=C3.401Diambil nilai C =0.23=0.233.401=0.782193=0.884mPerhitungan Keliling Basah ( P )P=B + 2 h ( m2 + 1 )0,5=6.7333.4011.41P=18.44mPerhitungan Jari - jari Hidrolis ( R ) & Kemiringan dasar Saluran (S)R=Ad=39.09P18.44R=2.1204435593mS=V n0.400.035R2/32.120S=0.000072Perhitungan Lebar Permukaan Saluran ( T )T=B + 2 m h=6.733493165+21.43.40T=16.256mKontrol Kemiringan Saluran ( S )S=Q x n215.6370.0352S=Q x n22,487 x 0,0182A x R2/339.092.12A x R2/34,14 x ( 0,81 )2/3S=0.000072S saluran=S rencana0.000072=0.000072m3/detOK !!!Kontrol DebitQ=1A x R2/3 x S0.5nQ=139.092.12044355930.0000720.035Q=15.6366151059Q saluran=Q rencana15.6366151059=15.636615m3/detOK !!!Sketsa Saluran16.256Thtot4.29w0.88mmh3.40m6.73B

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