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Nama : Abdul Malik KhadafiNPM: 93213001Jurusan: Teknik SipilMata Kuliah: Teknik Hidrologi
1. Make Unit Hydrograph using The Excess Rainfall Hyetograph & Direct Runoff ?Jawab :A. The Excess RaifallTabel 1.1 Direct RunoffTime (1/2 hr)Excess Rainfall (in)Excess Rainfall (cm)Direct Runoff (cfs)Direct Runoff (cms)U
11.062.692442812.124.50
21.934.9022192354.4512.03
31.814.59745297149.9926.12
4009131258.5627.93
50010625300.8716.285
6007834221.835.05
7003921111.034.24
800184652.273.07
900140239.701.91
100083023.500.010
11003138.860.020
Tabel 1.2 Direct Runoff KoreksiTime (1/2 hr)Excess Rainfall (in)Excess Rainfall (cm)Direct Runoff (cfs)Direct Runoff (cms)Ukoreksi
125.0842822.874.50
237.62192395.4112.03
32.56.355297252.9526.12
41.53.819131434.4827.93
50010625507.2716.28
6007834426.625.05
7003921269.834.24
8001846142.033.07
900140279.271.91
100083050.250.010
110031323.990.020
Tabel 1.3 Volume RainfallTime (1/2 hr)PV
(m)(m3)
10.02721815.299
20.04998015.933
30.046269989.806
4465410.027
5541559.691
6399301.517
7199854.640
894091.218
971460.394
1042305.369
1115953.711
0.1222219757.60418206673.26418.207
Tabel 1.4 Volume Rainfall KoreksiTime (1/2 hr)PV
I x TQXT
(m)(m3)
10.05141160.941
20.076171733.156
30.064455301.284
40.038782060.150
5913091.002
6767922.055
7485701.717
8255657.030
9142684.095
1090455.091
1143183.777
0.2294148950.29818149388.88218.149
Gambar 1.1 Grafik Direct Runoff
Gambar 1.2 Grafik Direct Runoff KoreksiB. Unit HidrographTabel 1.5 Hasil PerhitunganUnitBesaranSatuan
tR6hr
A2500km2
L100km2
Lc50km2
Ct2.64
tp25.4892hr
tr4.6344
tpr25.8306m3/skm2cm
qp0.060418
qpr0.059619
peak discharge149.048
tb93.25853
w5044.97764
w7025.64146
Gambar 1.3 Grafik Unit Hidrograph
2. Make Unit Hydrograph Convolution ?Jawab :A. S Curve 2-1Tabel 2.1 Data S-Curve 2-1Time2-HrTotal
(hr)Uh
00.00.0
175.075.0
2250.00.0250.0
3300.075.0375.0
4275.0250.00.0525.0
5200.0300.075.0575.0
6100.0275.0250.00.0625.0
775.0200.0300.075.0650.0
850.0100.0275.0250.00.0675.0
925.075.0200.0300.075.0675.0
100.050.0100.0275.0250.00.0675.0
1125.075.0200.0300.075.0675.0
Tabel 2.2 Perhitungan S-Curve 2-1TimeS-CurveS-Curved lagged 1 HRDiff1-HR UH-ORDINATES
(hr)
00.00.00.0
175.00.075.0150.0
2250.075.0250.0500.0
3375.0250.0125.0250.0
4525.0375.0150.0300.0
5575.0525.050.0100.0
6625.0575.050.0100.0
7650.0625.025.050.0
8675.0650.025.050.0
9675.0675.00.00.0
10675.0675.00.00.0
11675.0675.00.00.0
Gambar 2.1 Grafik S-Curve 2-1
Gambar 2.2 Grafik Persamaan S-Curve 2-1
Gambar 2.3 Grafik Perbandingan S-Curve 2-1
B. S Curve 2-3Tabel 2.3 Data S-Curve 2-3Time2-HrTotal
(hr)Uh
00.00.0
175.075.0
2250.00.0250.0
3300.075.0375.0
4275.0250.00.0525.0
5200.0300.075.0575.0
6100.0275.0250.00.0625.0
775.0200.0300.075.0650.0
850.0100.0275.0250.00.0675.0
925.075.0200.0300.075.0675.0
100.050.0100.0275.0250.00.0675.0
1125.075.0200.0300.075.0675.0
Tabel 2.4 Perhitungan S-Curve 2-3TimeS-CurveS-Curved lagged 3 HRDiff3-HR UH-ORDINATES
(hr)
00.00.00.0
175.075.050.0
2250.0250.0166.7
3375.00.0375.0250.0
4525.075.0450.0300.0
5575.0250.0325.0216.7
6625.0375.0250.0166.7
7650.0525.0125.083.3
8675.0575.0100.066.7
9675.0625.050.033.3
10675.0650.025.016.7
11675.0675.00.00.0
Gambar 2.4 Grafik S-Curve 2-3
Gambar 2.5 Grafik Persamaan S-Curve 2-3
Gambar 2.6 Grafik Perbandingan S-Curve 2-3
C. S Curve 3-1Tabel 2.5 Data S-Curve 3-1Time3-HrTotal
(hr)Uh
00.00.0
150.050.0
2166.7166.7
3250.00.0250.0
4300.050.0350.0
5216.7166.7383.3
6166.7250.00.0416.7
783.3300.050.0433.3
666.7216.7166.7450.0
933.3166.7250.00.0450.0
1016.783.3300.050.0450.0
110.066.7216.7166.7450.0
120.033.3166.7250.00.0450.0
Tabel 2.6 Perhitungan S-Curve 3-1TimeS-CurveS-Curved lagged 1 HRDiff1-HR UH-ORDINATES
(hr)
00.00.00.0
150.00.050.0150.0
2166.750.0116.7350.0
3250.0166.783.3250.0
4350.0250.0100.0300.0
5383.3350.033.3100.0
6416.7383.333.3100.0
7433.3416.716.750.0
8450.0433.316.750.0
9450.0450.00.00.0
10450.0450.00.00.0
11450.0450.00.00.0
12450.0450.00.00.0
Gambar 2.7 Grafik S-Curve 3-1
Gambar 2.8 Grafik Persamaan S-Curve 3-1
Gambar 2.9 Grafik Perbandingan S-Curve 3-1
3. Make Flood Routing ?Jawab :A. EXAMPLE 1
Gambar 3.1 Contoh Soal 1
Diketahui Intensitas Hujan (I) dan Debit (Q) pada suatu hari pada Tabel 1.1 berikut ini dimana Convert satuan 1 cfs = 0.0283 cms (m3/s).Tabel 3.1 Rata-Rata Intensitas Hujan (I) dan Debit Air (Q)TimeIQtt
(days)(cfs)(cfs)(cfs)(cms)
0.55002502507.079
1.535001000250070.792
2.5900030006000169.901
3.5975045005250148.663
4.580005750225063.713
5.545006000-1500-42.475
6.522505250-3000-84.951
7.512504250-3000-84.951
8.52503250-3000-84.951
9.502500-2500-70.792
10.501500-1500-42.475
11.501000-1000-28.317
12.50750-750-21.238
13.50000.000
Note: S= I Q
Gambar 3.2 Grafik Inflow & Outflow
Tabel 3.2 Storage WaterTimeSS
(days)(m3)(m3)
00.00.0
1611643.9611643.9
26116438.96728082.8
314679453.321407536.0
412844521.634252057.6
55504795.039756852.6
6-3669863.336086989.3
7-7339726.628747262.7
8-7339726.621407536.0
9-7339726.614067809.4
10-6116438.97951370.5
11-3669863.34281507.2
12-2446575.51834931.7
13-1834931.70.0
140.00.0
Note: Si= ti*24*3600
Gambar 3.3 Grafik StorageB. EXAMPLE 3
Gambar 3.4 Contoh Soal 2
Intensitas Hujan (I) dan Debit (Q) pada suatu hari pada Tabel 2.1 berikut ini dimana Convert satuan 1 cfs = 0.0283 cms (m3/s). Dimana diketahui :K= 2 dayst= 1 daysx= 0.20D= K (K*x) + (0.5*t)= 2 (2*0.2) + (0.5*1)= 2.10C0= [(t*x) + (0.5*t)]/D= [(1*0.20) + (0.5*1)]/2.10= 0.05C1= [(t*x) + (0.5*t)]/D= [(1*0.20) + (0.5*1)]/2.10= 0.43C2= [t (t*x) + (0.5*t)]/D= [1 (1*0.20) + (0.5*1)]/2.10= 0.52C= C0 + C1 + C2 = 1Tabel 3.3 Inflow dan OutflowTimeIQQ
(days)(cfs)(cms)(cms)
14000113.27113.27
27000198.22117.31
311000311.49161.23
417000481.39240.87
522000622.97362.14
627000764.55493.09
730000849.51626.40
828000792.87729.95
925000707.92755.87
1023000651.29730.34
1120000566.34688.65
1217000481.39626.36
1314000396.44553.28
1411000311.49474.55
158000226.53392.85
165000141.58309.61
174000113.27228.25
184000113.27173.50
194000113.27144.82
204000113.27129.79
Note: Q1= I1 Qi= (C0*Ii) + (C1*Ii-1) + (C2*Qi-1)
C. EXAMPLE 4
Gambar 3.5 Contoh Soal 3
Diketahui Intensitas Hujan (I) dan Debit (Q) pada suatu hari pada Tabel 3.1 berikut ini dimana Convert satuan yaitu :1 cfs = 0.0283 cms (m3/s)1 cfs-days= 86400 m3
Tabel 3.4 Inflow dan OutflowTimeIQSSS
(days)(cfs)(cfs)(cfs-days)(cms-days)m3
15942170.48141591.784
29370401.13397863.022
312976932.633227531.526
42051421564.417381665.785
52101831835.182447723.325
62341852326.570567605.527
73252133449.741841621.988
855429360517.1321480178.205
962739783523.6452042890.581
1052648787424.7492138307.027
1143253377321.8891891202.897
1240048768619.4251678350.824
1338844662817.7831536449.443
1427040049814.1021218394.622
151623603008.495733972.664
161242301945.493474635.656
171021401564.417381665.785
18811151223.455298482.217
196093892.520217745.224
205171691.954168813.713
Tabel 3.5 Weighted DischargeSWxn (m3/s)
(m3) x = 0.1x = 0.2x = 0.3
41591.7841.2370.9511.334
97863.0222.0471.5862.178
227531.5262.3021.7222.602
381665.7854.1993.2174.556
447723.3255.2584.1465.411
567605.5275.3774.1915.655
841621.9886.3494.8256.983
1480178.2059.0366.63710.514
2042890.58111.8938.99313.196
2138307.02713.90111.03214.122
1891202.89714.80712.07414.235
1678350.82413.54411.03213.051
1536449.44312.46510.10312.137
1218394.62210.9599.06110.222
733972.6649.6338.1558.512
474635.6566.2135.2105.612
381665.7853.8573.1713.642
298482.2173.1602.6052.968
217745.2242.5402.1072.353
168813.7131.9541.6081.841
Note: Wxn= (xn*Ii)+[(1-xn)*Q]
Gambar 3.6 Grafik Storage vs Weighted Discharge untuk x = 0.1
Gambar 3.7 Grafik Storage vs Weighted Discharge untuk x = 0.2
Gambar 3.8 Grafik Storage vs Weighted Discharge untuk x = 0.3
Didapatkan :m= 0.0000063 (Gradien Garis Linear)K= 1/m= 1/0.0000063= 158730.16 s= 1.83 daysD. EXAMPLE 5
Gambar 3.9 Contoh Soal 4
1 ft= 0.3048 m1 ac-ft= 1233.4818 m31 cfs= 0.0283 cms (m3/s)
Tabel 3.6 Data StorageDepthSQ(2*Si/t) + Qi
(m)(m3)(cms)(cms)
0000
0.30481233.4820.4247534.536359
0.60962466.9640.9061399.129351
0.91443700.4461.55742713.89224
1.21924933.9272.54851618.99494
1.5246167.4093.53960624.09764
1.82887400.8914.47406229.1437
2.13369251.1145.23861736.07566
2.438412951.565.94653849.1184
2.743214801.786.51287555.85215
3.048166527.07921262.58589
3.352824669.647.64554989.87767
3.657627136.68.21188698.66722
Gambar 3.10 Grafik Debit
Gambar 3.11 Grafik Kedalaman vs Debit
Tabel 3.7 PerhitungannTimeII + (Ii+1)(2*Si/t) - Qi(2*Si+1/t) + (Qi+1)Q plot
(s)(cms)(cms)(cms)(cms)(cms)
000.0001.6990.0001.6990.000
16001.6995.0971.4166.5130.142
212003.3988.4955.26713.7620.623
318005.09711.89310.70422.5971.529
424006.79615.29116.08431.3753.256
530008.49518.68921.91740.6064.729
6360010.19419.25529.61948.8755.493
742009.06116.99036.98253.9725.947
848007.92914.72541.28656.0116.343
954006.79612.45942.92855.3886.541
1060005.66310.19442.41952.6136.485
1166004.5317.92940.15348.0826.230
1272003.3985.66336.30241.9665.890
1378002.2653.39830.86534.2635.550
1484001.1331.13324.18325.3155.040
1590000.0000.00017.78317.7833.766
1696000.0000.00013.13913.1392.322
17102000.0000.00010.25110.2511.444
18108000.0000.0008.1558.1551.048
19114000.0000.0006.5706.5700.793
20120000.0000.0005.2675.2670.651
Note: Didapat Debit Maksimum, Qmaks = 6.541 m3/s dan tinggi maksimum, hmaks = 2.81 m (tinggi didapat dari interpolasi linear)
Gambar 3.12 Grafik Waktu vs Inflow