abdul malik khadafi_tugas hidrologi iii

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


(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




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


(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




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


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


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



Didapatkan :m= 0.0000063 (Gradien Garis Linear)K= 1/m= 1/0.0000063= 158730.16 s= 1.83 daysD. EXAMPLE 5


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

abdul malik khadafi_tugas hidrologi iii

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