Perhitungan Drainase New-1

8/10/2019 Perhitungan Drainase New-1

1/30

Aspal median Paving Atap (m2) Taman

3-2 613.33 4087.84 6459.09 25836.37 0.89 36383.30 0.0364

9-8 306.67 4055.09 1621.79 1250.00 10000.00 1250.00 0.77 18176.89 0.0182

11-10 200.00 1524.98 1078.87 8631.00 1078.87 0.84 12313.72 0.0123

13-12 150.00 1524.98 762.46 6099.70 762.46 0.84 9149.60 0.0091

14-12 386.67 3764.67 888.79 7110.36 888.79 0.83 12652.61 0.012715-7 240.00 2083.75 4000 16000 0.89 22083.75 0.0221

16-6 383.00 4500.90 6000 24000 0.89 34500.90 0.0345

17-5 313.30 3306.20 3499.96 13999.85 0.88 20806.02 0.0208

23-22 490.00 4167.50 6693.32 26773.28 0.89 37634.10 0.0376

28-18 583.33 4087.84 2981.61 11926.44 583.25 0.86 19579.14 0.0196

27-19 516.67 8887.94 3043.69 7934.66 31738.63 222.23 0.89 51827.14 0.0518

26-20 260.00 4055.09 1621.79 6362.53 25450.1 0.90 37489.51 0.0375

25-21 496.67 4167.50 7265.46 29061.86 550.05 0.88 41044.87 0.0410

24-22 310.00 5216.45 2088.89 3400 13600 1133.4 0.78 25438.73 0.0254

Aspal Median Paving Atap (m2) Rumput

6-5 30.00 21121.03 1621.79 14980.13 66951.41 3980.13 0.85 108654.49 0.1087

7-6 193.33 16620.13 1621.79 8980.13 42951.41 3980.13 0.83 74153.59 0.0742

8-7 23.33 10869.71 1621.79 3980.13 31841.05 3980.13 0.81 52292.82 0.0523

10-8 130.00 6814.62 2730.13 21841.05 2730.13 0.84 34115.93 0.0341

12-10 26.67 5289.64 1651.26 13210.06 1651.26 0.83 21802.21 0.0218

19-18 360.00 37194.48 7509.73 12476.59 148633.65 1905.68 0.87 207720.13 0.2077

20-19 140.00 22139.87 4466.05 18625.83 98727.28 1683.45 0.86 145642.48 0.1456

21-20 266.67 15084.78 2844.25 12263.30 73277.18 1683.45 0.86 105152.97 0.1052

22-21 140.00 9383.95 2088.89 2018.66 32298.62 1133.40 0.85 46923.52 0.0469

Saluran Tersier

Saluran L (m) Luas

C gab

Saluran Sekunder

Saluran L (m) Luas

C gab


2/30

Aspal Median Paving Atap (m2) Rumput

5-4 306.67 28516.68 1621.79 22873.26 98523.94 4380.13 0.86 155915.81 0.1559

18-4 26.67 37777.81 7509.73 15458.20 160560.08 2488.93 0.87 223794.76 0.2238

4-2 33.33 66294.49 9131.53 38331.46 259084.02 6869.06 0.86 379710.56 0.3797

2-1 126.67 70382.33 9131.53 44790.56 284920.39 6869.06 0.87 416093.87 0.4161

Total Luas Lahan = 0.416 km2

= 416093.867 m2

= 41.609 Ha

Saluran Primer

Saluran L (m) Luas

C gab


3/30

Luas (m2) Luas (km

2) Luas (m

2) Luas (km

2) Luas (m

2) Luas (km

2) Luas (m

2) Lua

13 - 12 150.00 6099.70 0.006100 762.46 0.000762 762.46 0.000762 1524.98 0.0

11 - 10 200.00 8631.00 0.008631 1078.87 0.001079 1078.87 0.001079 1524.98 0.0

9 - 8 306.67 10000.00 0.010000 2871.79 0.002872 1250.00 0.001250 4055.09 0.026 - 20 260.00 25450.10 0.025450 1621.79 0.001622 6362.53 0.006363 4055.09 0.0

15 - 7 240.00 16000.00 0.016000 0.00 0.000000 4000.00 0.004000 2083.75 0.0

14 - 12 386.67 7110.36 0.007110 888.79 0.000889 888.79 0.000889 3764.67 0.0

16 - 6 383.00 24000.00 0.024000 0.00 0.000000 6000.00 0.006000 4500.90 0.0

17 - 5 313.30 13999.85 0.014000 0.00 0.000000 3499.96 0.003500 3306.20 0.0

25 - 21 496.67 29061.86 0.029062 550.05 0.000550 7265.46 0.007265 4167.50 0.0

23 - 22 490.00 26773.28 0.026773 0.00 0.000000 6693.32 0.006693 4167.50 0.0

24 - 22 310.00 13600.00 0.013600 3222.29 0.003222 3400.00 0.003400 5216.45 0.0

27 - 19 516.67 31738.63 0.031739 3265.91 0.003266 7934.66 0.007935 8887.94 0.0

28 - 18 583.33 11926.44 0.011926 583.25 0.000583 2981.61 0.002982 4087.84 0.0

3 - 2 613.33 25836.37 0.025836 0.00 0.000000 6459.09 0.006459 4087.84 0.0

Luas (m2) Luas (km

2) Luas (m

2) Luas (km

2) Luas (m

2) Luas (km

2) Luas (m

2) Lua

12 - 10 26.67 13210.06 0.013210 1651.26 0.001651 1651.26 0.001651 5289.64 0.0

10 - 8 130.00 21841.05 0.021841 2730.13 0.002730 2730.13 0.002730 6814.62 0.0

8 - 7 23.33 31841.05 0.031841 5601.93 0.005602 3980.13 0.003980 10869.71 0.0

7 - 6 193.33 42951.41 0.042951 5601.93 0.005602 8980.13 0.008980 16620.13 0.0

6 - 5 30.00 66951.41 0.066951 5601.93 0.005602 14980.13 0.014980 21121.03 0.0

20 - 19 140.00 98727.28 0.098727 6149.50 0.006149 18625.83 0.018626 22139.87 0.0

19 - 18 360.00 148633.65 0.148634 9415.41 0.009415 12476.59 0.012477 37194.48 0.0

22 - 21 140.00 32298.62 0.032299 3222.29 0.003222 2018.66 0.002019 9383.95 0.0

21 - 20 266.67 73277.18 0.073277 4527.70 0.004528 12263.30 0.012263 15084.78 0.0

Luas (m2

) Luas (km2

) Luas (m2

) Luas (km2

) Luas (m2

) Luas (km2

) Luas (m2

) Lua5 - 4 306.67 98523.94 0.098524 6001.93 0.006002 22873.26 0.022873 28516.68 0.0

18 - 4 26.67 160560.08 0.160560 9998.66 0.009999 15458.20 0.015458 37777.81 0.0

4 - 2 33.33 259084.02 0.259084 16000.59 0.016001 38331.46 0.038331 66294.49 0.0

2 - 1 126.67 284920.39 0.284920 16000.59 0.016001 44790.56 0.044791 70382.33 0.0

L saluran (m)Rumah

Taman Berm JalanSaluran L saluran (m) Rumah

B. SALURAN SEKUNDER

Taman Berm Jalan

Taman Berm Jalan

C. SALURAN PRIMER

Saluran

LUAS LAHAN

PERHITUNGAN DRAINASE PERUMAHAN

A. SALURAN TERSIER

Saluran L saluran (m)Rumah


4/30

Lo (m) S nd Lo (m) S nd Lo (m) S nd Lo (m)

0.00 0.50 0.10 27.00 0.02 0.20 30.00 0.03 0.02 0.00

0.00 0.50 0.10 0.00 0.02 0.20 1.00 0.03 0.02 2.00

0.00 0.50 0.10 7.00 0.02 0.20 10.00 0.03 0.02 0.00

0.00 0.50 0.10 0.00 0.02 0.20 1.00 0.03 0.02 3.00

12 - 10 0.00 0.50 0.10 0.00 0.02 0.20 1.00 0.03 0.02 0.00

0.00 0.50 0.10 17.00 0.02 0.20 19.00 0.03 0.02 0.00

0.00 0.50 0.10 0.00 0.02 0.20 1.00 0.03 0.02 3.00

10 - 8 0.00 0.50 0.10 0.00 0.02 0.20 1.00 0.03 0.02 3.00

0.00 0.50 0.10 17.00 0.02 0.20 20.00 0.03 0.02 0.00

0.00 0.50 0.10 2.00 0.02 0.20 1.00 0.03 0.02 5.00 8 - 7 0.00 0.50 0.10 0.00 0.02 0.20 1.00 0.03 0.02 0.00

30.00 0.50 0.10 0.00 0.02 0.20 1.00 0.03 0.02 0.00

0.00 0.50 0.10 0.00 0.02 0.20 1.00 0.03 0.02 3.00

7 - 6 0.00 0.50 0.10 6.00 0.02 0.20 1.00 0.03 0.02 6.00

30.00 0.50 0.10 0.00 0.02 0.20 1.00 0.03 0.02 0.00

0.00 0.50 0.10 2.00 0.02 0.20 1.00 0.03 0.02 3.00

6 - 5 0.00 0.50 0.10 0.00 0.02 0.20 1.00 0.03 0.02 0.00

32.00 0.50 0.10 0.00 0.02 0.20 1.00 0.03 0.02 0.00

0.00 0.50 0.10 0.00 0.02 0.20 1.00 0.03 0.02 3.00


30.00 0.50 0.10 17.00 0.02 0.20 12.00 0.03 0.02 0.00 0.00 0.50 0.10 2.00 0.02 0.20 1.00 0.03 0.02 5.00

25.00 0.50 0.10 0.00 0.02 0.20 1.00 0.03 0.02 0.00

0.00 0.50 0.10 0.00 0.02 0.20 1.00 0.03 0.02 2.50

22 - 21 0.00 0.50 0.10 0.00 0.02 0.20 1.00 0.03 0.02 0.00

30.00 0.50 0.10 6.00 0.02 0.20 10.00 0.03 0.02 0.00

0.00 0.50 0.10 0.00 0.02 0.20 1.00 0.03 0.02 2.50

30.00 0.50 0.10 0.00 0.02 0.20 1.00 0.03 0.02 0.00

0.00 0.50 0.10 2.00 0.02 0.20 1.00 0.03 0.02 5.00

35.00 0.50 0.10 0.00 0.02 0.20 1.00 0.03 0.02 0.00

0.00 0.50 0.10 2.00 0.02 0.20 1.00 0.03 0.02 5.00

20 - 19 0.00 0.50 0.10 0.00 0.02 0.20 1.00 0.03 0.02 0.00

30.00 0.50 0.10 4.00 0.02 0.20 9.00 0.03 0.02 0.00

0.00 0.50 0.10 2.00 0.02 0.20 1.00 0.03 0.02 5.00

43.00 0.50 0.10 5.00 0.02 0.20 9.00 0.03 0.02 0.00 0.00 0.50 0.10 0.00 0.02 0.20 1.00 0.03 0.02 4.00

27.00 0.50 0.10 9.00 0.02 0.20 13.00 0.03 0.02 0.00

0.00 0.50 0.10 0.00 0.02 0.20 1.00 0.03 0.02 3.00


18 - 4 0.00 0.50 0.10 0.00 0.02 0.20 1.00 0.03 0.02 0.00

43.00 0.50 0.10 3.00 0.02 0.20 6.00 0.03 0.02 0.00

0.00 0.50 0.10 0.00 0.02 0.20 1.00 0.03 0.02 4.00

4 - 2 0.00 0.50 0.10 0.00 0.02 0.20 1.00 0.03 0.02 3.00

30.00 0.50 0.10 0.00 0.02 0.20 1.00 0.03 0.02 0.00

0.00 0.50 0.10 0.00 0.02 0.20 1.00 0.03 0.02 3.00

2 - 1 1 0.00 0.50 0.10 0.00 0.02 0.20 1.00 0.03 0.02 0.00

2 3 - 2

5 - 4 4

SaluranTitik

Kontrol

Rumah Taman Berm

28 - 18

19 - 1818

26 - 20

21 - 20

21

20

25 - 21

27 - 19 19

24 - 22

22

23 - 22

5

8

6

715 - 7

16 - 6

Titik

Kontrol

10

SaluranRumah

Taman

14 - 12

12

Taman

13 - 12

11 - 10

9 - 8

Titik

Kontrol

Rumah

PERHITUNG

17 - 5

Berm

BermSaluran


5/30

Ai . Ci Ai

Luas (km2) C Luas (km

2) C Luas (km

2) C Luas (km

2) C (km

2) (km

2)

13 - 12 150.00 0.006100 0.70 0.000762 0.30 0.000762 0.65 0.001525 0.90 0.006367 0.00915

11 - 10 200.00 0.008631 0.70 0.001079 0.30 0.001079 0.65 0.001525 0.90 0.008439 0.01231

9 - 8 306.67 0.010000 0.70 0.002872 0.30 0.001250 0.65 0.004055 0.90 0.012324 0.01817

26 - 20 260.00 0.025450 0.70 0.001622 0.30 0.006363 0.65 0.004055 0.90 0.026087 0.03749

15 - 7 240.00 0.016000 0.70 0.000000 0.30 0.004000 0.65 0.002084 0.90 0.015675 0.02208

14 - 12 386.67 0.007110 0.70 0.000889 0.30 0.000889 0.65 0.003765 0.90 0.009210 0.01265

16 - 6 383.00 0.024000 0.70 0.000000 0.30 0.006000 0.65 0.004501 0.90 0.024751 0.03450

17 - 5 313.30 0.014000 0.70 0.000000 0.30 0.003500 0.65 0.003306 0.90 0.015050 0.02080

25 - 21 496.67 0.029062 0.70 0.000550 0.30 0.007265 0.65 0.004168 0.90 0.028982 0.04104

23 - 22 490.00 0.026773 0.70 0.000000 0.30 0.006693 0.65 0.004168 0.90 0.026843 0.03763

24 - 22 310.00 0.013600 0.70 0.003222 0.30 0.003400 0.65 0.005216 0.90 0.017391 0.02543

27 - 19 516.67 0.031739 0.70 0.003266 0.30 0.007935 0.65 0.008888 0.90 0.036353 0.05182

28 - 18 583.33 0.011926 0.70 0.000583 0.30 0.002982 0.65 0.004088 0.90 0.014141 0.01957

3 - 2 613.33 0.025836 0.70 0.000000 0.30 0.006459 0.65 0.004088 0.90 0.025963 0.03638

Ai . Ci Ai


2) C Luas (km

2) C Luas (km

2) C (km

2) (km

2)

12 - 10 26.67 0.013210 0.70 0.001651 0.30 0.001651 0.65 0.005290 0.90 0.015576 0.02180

10 - 8 130.00 0.021841 0.70 0.002730 0.30 0.002730 0.65 0.006815 0.90 0.024016 0.03411

8 - 7 23.33 0.031841 0.70 0.005602 0.30 0.003980 0.65 0.010870 0.90 0.036339 0.05229

7 - 6 193.33 0.042951 0.70 0.005602 0.30 0.008980 0.65 0.016620 0.90 0.052542 0.07415

6 - 5 30.00 0.066951 0.70 0.005602 0.30 0.014980 0.65 0.021121 0.90 0.077293 0.10865

20 - 19 140.00 0.098727 0.70 0.006149 0.30 0.018626 0.65 0.022140 0.90 0.102987 0.14564

19 - 18 360.00 0.148634 0.70 0.009415 0.30 0.012477 0.65 0.037194 0.90 0.148453 0.20772

22 - 21 140.00 0.032299 0.70 0.003222 0.30 0.002019 0.65 0.009384 0.90 0.033333 0.04692

21 - 20 266.67 0.073277 0.70 0.004528 0.30 0.012263 0.65 0.015085 0.90 0.074200 0.10515

Ai . Ci Ai


2) C Luas (km

2) C Luas (km

2) C (km

2) (km

2)

5 - 4 306.67 0.098524 0.70 0.006002 0.30 0.022873 0.65 0.028517 0.90 0.1113 0.15591

18 - 4 26.67 0.160560 0.70 0.009999 0.30 0.015458 0.65 0.037778 0.90 0.1594 0.22379

4 - 2 33.33 0.259084 0.70 0.016001 0.30 0.038331 0.65 0.066294 0.90 0.2707 0.37971

2 - 1 126.67 0.284920 0.70 0.016001 0.30 0.044791 0.65 0.070382 0.90 0.2967 0.41609

C. SALURAN PRIMER

Saluran L saluran (m)

Rumah Taman Berm Jalan

Rumah Taman Berm Jalan

PERHITUNGAN LUAS LAHAN

Saluran

A. SALURAN TERSIER

Saluran L saluran (m)Rumah Taman Berm Jalan

B. SALURAN SEKUNDER

L saluran (m)


6/30

13 - 12 0.70 0.009150 0.203

14 - 12 0.73 0.012653 0.29312 - 10 0.71 0.021802 0.482

11 - 10 0.69 0.012314 0.261

10 - 8 0.70 0.034116 0.661

9 - 8 0.68 0.018177 0.339

8 - 7 0.69 0.052293 0.981

15 - 7 0.71 0.022084 0.423

7 - 6 0.71 0.074154 1.244

16 - 6 0.72 0.034501 0.586

6 - 5 0.71 0.108654 1.798

17 - 5 0.72 0.020806 0.350

24 - 22 0.68 0.025439 0.473

23 - 22 0.71 0.037634 0.729

22 - 21 0.71 0.046924 0.820

25 - 21 0.71 0.041045 0.713

21 - 20 0.71 0.105153 1.575

26 - 20 0.70 0.037490 0.554

20 - 19 0.71 0.145642 2.05227 - 19 0.70 0.051827 0.724

19 - 18 0.71 0.207720 2.590

28 - 18 0.72 0.019579 0.247

18 - 4 0.71 0.223795 2.758

5 - 4 0.71 0.155916 1.925

4 - 2 0.71 0.379711 4.634

3 - 2 0.71 0.036383 0.444

2 - 1 1 57.640 0.961 59.272 0.71 0.416000 4.888

0.273

0.345

0.358

0.465

0.482

tc (jam)

71.675

62.756

0.431

0.579

0.657

0.857

A (km2) Q hidrologi (m

3/dt)

21.195

25.862

34.751

39.418

C gabungan

0.353

88.487

76.336

15.463 114.43712

SaluranTitik

Kontroltc (menit) I (mm/jam)tc (jam)

0.258

7 21.463

8 20.685

10 16.352

Saluran

5 28.907

6 27.907

83.697

tc (menit) I (mm/jam)

85.183

51.418

61.570

21

22

SaluranTitik

Kontrol

tc (menit) tc (jam)

18

19

20

97.744

2

4

Titik

KontrolQ hidrologi (m

3/dt)

0.872 62.22052.307

53.418 0.890

PERHITUNGAN DEBIT HIDROLOGI

I (mm/jam) C gabungan A (km2)

Q hidrologi (m3/dt)C gabungan A (km

2)

111.283

98.942

97.133


7/30

13 - 12 Tersier 150.00 0.0007 81.31 81.21

14 - 12 Tersier 386.67 0.0007 81.48 81.21

12 - 10 Sekunder 26.67 0.0007 81.21 81.19

11 - 10 Tersier 200.00 0.0007 81.33 81.19

10 - 8 Sekunder 130.00 0.0007 81.19 81.10

9 - 8 Tersier 306.67 0.0007 81.31 81.10

8 - 7 Sekunder 23.33 0.0007 81.10 81.08

15 - 7 Tersier 240.00 0.0007 81.25 81.08

7 - 6 Sekunder 193.33 0.0007 81.08 80.95

16 - 6 Tersier 383.00 0.0007 81.22 80.95

6 - 5 Sekunder 30.00 0.0007 80.95 80.93

17 - 5 Tersier 313.30 0.0007 81.15 80.93

24 - 22 Tersier 310.00 0.0007 81.58 81.37

23 - 22 Tersier 490.00 0.0007 81.71 81.37

22 - 21 Sekunder 140.00 0.0007 81.37 81.27

25 - 21 Tersier 496.67 0.0007 81.62 81.27

21 - 20 Sekunder 266.67 0.0007 81.27 81.08

26 - 20 Tersier 260.00 0.0007 81.26 81.08

20 - 19 Sekunder 140.00 0.0007 81.08 80.98

27 - 19 Tersier 516.67 0.0007 81.34 80.98

19 - 18 Sekunder 360.00 0.0007 80.98 80.73

28 - 18 Tersier 583.33 0.0007 81.14 80.73

18 - 4 Primer 26.67 0.0007 80.73 80.71

5 - 4 Primer 306.67 0.0007 80.93 80.71

4 - 2 Primer 33.33 0.0007 80.71 80.693 - 2 Tersier 613.33 0.0007 81.12 80.69

2 - 1 Primer 1 126.67 0.0007 80.69 80.60

Saluran

19

18

5

Titik

Kontrol

Saluran

7

12

10

L saluran (m) Elv Hulu

S rencana Elv Hilir

6

2

L saluran (m)

4

Titik

Kontrol

S rencana

S rencana

Elv Hilir

22

PERHITUNGAN KEMIRINGAN MEDAN

Saluran

8

Titik

KontrolElv Hulu

21

20

Elv Hulu Elv Hilir

L saluran (m)


8/30

13 - 12 Tersier 0.47 0.94 0.44 1.87 0.23 0.0007 0.020 0.502 0.220

14 - 12 Tersier 0.54 1.07 0.58 2.15 0.27 0.0007 0.020 0.551 0.318

12 - 10 Sekunder 0.65 1.30 0.84 2.59 0.32 0.0007 0.020 0.624 0.482 11 - 10 Tersier 0.52 1.03 0.53 2.06 0.26 0.0007 0.020 0.536 0.261

10 - 8 Sekunder 0.71 1.41 1.00 2.83 0.35 0.0007 0.020 0.661 0.661

9 - 8 Tersier 0.57 1.14 0.65 2.28 0.28 0.0007 0.020 0.572 0.339

8 - 7 Sekunder 0.82 1.64 1.34 3.28 0.41 0.0007 0.020 0.730 0.981

15 - 7 Tersier 0.62 1.24 0.76 2.47 0.31 0.0007 0.020 0.605 0.423

7 - 6 Sekunder 0.90 1.79 1.61 3.58 0.45 0.0007 0.020 0.775 1.244

16 - 6 Tersier 0.69 1.39 0.97 2.78 0.35 0.0007 0.020 0.654 0.586

6 - 5 Sekunder 1.03 2.06 2.12 4.12 0.51 0.0007 0.020 0.849 1.798

17 - 5 Tersier 0.57 1.14 0.65 2.29 0.29 0.0007 0.020 0.574 0.350

24 - 22 Tersier 0.64 1.29 0.83 2.58 0.32 0.0007 0.020 0.622 0.473 23 - 22 Tersier 0.73 1.47 1.08 2.93 0.37 0.0007 0.020 0.678 0.729

22 - 21 Sekunder 0.77 1.53 1.17 3.07 0.38 0.0007 0.020 0.698 0.820

25 - 21 Tersier 0.73 1.46 1.06 2.91 0.36 0.0007 0.020 0.674 0.714

21 - 20 Sekunder 0.98 1.96 1.92 3.92 0.49 0.0007 0.020 0.822 1.575

26 - 20 Tersier 0.67 1.35 0.91 2.70 0.34 0.0007 0.020 0.641 0.554

20 - 19 Sekunder 1.08 2.16 2.34 4.32 0.54 0.0007 0.020 0.878 2.052

27 - 19 Tersier 0.74 1.48 1.10 2.96 0.37 0.0007 0.020 0.682 0.724

19 - 18 Sekunder 1.17 2.34 2.75 4.69 0.59 0.0007 0.020 0.926 2.590

28 - 18 Tersier 0.48 0.97 0.47 1.94 0.24 0.0007 0.020 0.514 0.242

18 - 4 Primer 1.21 2.42 2.92 4.83 0.60 0.0007 0.020 0.945 2.758

5 - 4 Primer 1.05 2.09 2.19 4.19 0.52 0.0007 0.020 0.859 1.925

4 - 2 Primer 1.47 2.93 4.31 5.87 0.73 0.0007 0.020 1.076 4.634

3 - 2 Tersier 0.60 1.21 0.73 2.41 0.30 0.0007 0.020 0.595 0.433

2 - 1 Primer 1 1.50 2.99 4.48 5.99 0.75 0.0007 0.020 1.091 4.888

4

19

Q hidrolika

(m3/dt)

V (m/dt)

2

n

n V (m/dt)

Titik

Kontrolhn (m) b (m) A (m

2) P (m)

Q

R (m) S

P (m) R (m) S

18

21

20

22

5

Titik


2)

7

6

10

8

12

Titik


2) P (m)

n V (m/dt)Q hidrolika

(m3/dt)

Q

R (m) S

PERHITUNGAN DEBIT HIDROLIKA - DIMENSI SALURAN

Saluran

Saluran

Saluran

Q hidrolika

(m3/dt)

Q


9/30

13 - 12 0.70 0.009150 0.220 0.47 0.005 0.19

14 - 12 0.73 0.012653 0.318 0.54 0.010 0.2112 - 10 0.71 0.021802 0.524 0.65 0.028 0.26

11 - 10 0.69 0.012314 0.284 0.52 0.008 0.20

10 - 8 0.70 0.034116 0.722 0.71 0.053 0.29

9 - 8 0.68 0.018177 0.371 0.57 0.014 0.22

8 - 7 0.69 0.052293 1.072 0.82 0.117 0.35

15 - 7 0.71 0.022084 0.462 0.62 0.022 0.24

7 - 6 0.71 0.074154 1.342 0.90 0.183 0.39

16 - 6 0.72 0.034501 0.632 0.69 0.041 0.28

6 - 5 0.71 0.108654 1.933 1.03 0.381 0.45

17 - 5 0.72 0.020806 0.376 0.57 0.014 0.22

24 - 22 0.68 0.025439 0.516 0.64 0.027 0.25

23 - 22 0.71 0.037634 0.797 0.73 0.065 0.30

22 - 21 0.71 0.046924 0.889 0.77 0.081 0.32

25 - 21 0.71 0.041045 0.773 0.73 0.061 0.30

21 - 20 0.71 0.105153 1.658 0.98 0.280 0.42

26 - 20 0.70 0.037490 0.583 0.67 0.035 0.27

20 - 19 0.71 0.145642 2.120 1.08 0.458 0.46

27 - 19 0.70 0.051827 0.748 0.74 0.057 0.30

19 - 18 0.71 0.207720 2.543 1.17 0.659 0.49

28 - 18 0.72 0.019579 0.242 0.48 0.006 0.19

18 - 4 0.71 0.223795 2.697 1.21 0.742 0.50

5 - 4 0.71 0.155916 1.883 1.05 0.361 0.44

4 - 2 0.71 0.379711 4.511 1.47 2.074 0.62

3 - 2 0.71 0.036383 0.433 0.60 0.019 0.24

2 - 1 1 57.640 0.961 56.672 0.71 0.416000 4.673 1.50 2.226 0.63

Hc (m)Q^2/g

Q^2/g

Hc (m)

Hc (m)

2 53.418 0.890 59.931

Hn ( m )

Hn ( m )

Hn ( m )A (km2) Q hidrologi (m

3/dt)

4 52.307 0.872 60.852

SaluranTitik

Kontrol

tc (menit) tc (jam) I (mm/jam) C gabungan

19 39.418 0.657 74.052

18 51.418 0.857 61.609

21 25.862 0.431 95.940

20 34.751 0.579 80.364

A (km2) Q hidrologi (m

3/dt)

22 21.195 0.353 106.808

SaluranTitik

Kontrol

tc (menit) tc (jam) I (mm/jam) C gabungan

6 27.907 0.465 91.844

5 28.907 0.482 89.966

8 20.685 0.345 108.147

7 21.463 0.358 106.119

12 15.463 0.258 124.073

10 16.352 0.273 121.039

PERHITUNGAN Hn dan Hc

SaluranTitik

Kontroltc (menit) tc (jam) I (mm/jam) C gabungan A (km

2) Q hidrologi (m

3/dt) Q^2/g


10/30

1. Ruas 2 -1

H hilir = 0.629 m Hn = 1.50 m

Q (m3/dt) h (m) B (m) A (m2) P (m) R (m) V (m/dt) V^2/2g E E2-E1 Se So So-Se Del X

4.673413 0.629 2.994 1.882 4.251 0.443 2.483 0.314 0.943 0.007310 0.0007 -0.0066

4.673413 0.700 2.994 2.096 4.394 0.477 2.230 0.253 0.953 -0.011 0.005337 0.0007 -0.0046 2.276

4.673413 0.987 2.994 2.956 4.969 0.595 1.581 0.127 1.115 -0.161 0.001997 0.0007 -0.0013 124.394

4.673413 1.000 2.994 2.994 4.994 0.600 1.561 0.124 1.124 -0.009 0.001928 0.0007 -0.0012 7.629

Catatan : n saluran = 0.02 dan L = 126.670 m

Kedalaman pada jarak 126.67 m dari hilirnya, h = 0.987 m

2. Ruas 4 -2

H hilir = 0.987 m Hn = 1.47 m


4.634105 0.987 2.935 2.898 4.910 0.590 1.599 0.130 1.118 0.002066 0.0007 -0.0014

4.634105 1.000 2.935 2.935 4.935 0.595 1.579 0.127 1.127 -0.009 0.001994 0 .0007 -0.0013 7.181

4.634105 1.043 2.935 3.061 5.021 0.610 1.514 0.117 1.160 -0.033 0.001774 0.0007 -0.0011 30.490

4.634105 1.100 2.935 3.228 5.135 0.629 1.436 0.105 1.205 -0.045 0.001530 0 .0007 -0.0008 54.445



3. Ruas 3 -2

H hilir = 0.987 m Hn = 0.60 mQ (m3/dt) h (m) B (m) A (m2) P (m) R (m) V (m/dt) V^2/2g E E2-E1 Se So So-Se Del X

0.444394 0.987 1.206 1.191 3.181 0.374 0.373 0.007 0.995 0.000206 0.0007 0.0005

0.444394 0.800 1.206 0.965 2.806 0.344 0.461 0.011 0.811 0.184 0.000352 0.0007 0.0003 528.430

0.444394 0.772 1.206 0.931 2.750 0.339 0.477 0.012 0.784 0.027 0.000386 0.0007 0.0003 87.065

0.444394 0.700 1.206 0.844 2.606 0.324 0.526 0.014 0.714 0.069 0.000498 0.0007 0.0002 343.777



4. Ruas 18 -4

H hilir = 1.043 m Hn = 1.21 m


2.757872 1.043 2.416 2.520 4.502 0.560 1.095 0.061 1.104 0.001039 0.0007 -0.0003

2.757872 1.07 2.416 2.585 4.556 0.567 1.067 0.058 1.128 -0.024 0.000969 0.0007 -0.0003 88.930

TABEL 8. PERHITUNGAN PROFIL MUKA AIR


11/30

2.757872 1.046 2.416 2.526 4.507 0.560 1.092 0.061 1.106 0.022 0.001032 0 .0007 -0.0003 -65.24

2.757872 1.100 2.416 2.657 4.616 0.576 1.038 0.055 1.155 -0.049 0.000900 0.0007 -0.0002 243.13



5. Ruas 28 -18

H hilir = 1.046 m Hn = 0.48 m


0.246699 1.046 0.970 1.014 3.061 0.331 0.243 0.003 1.049 0.000103 0.0007 0.0006

0.246699 0.800 0.970 0.776 2.570 0.302 0.318 0.005 0.805 0.243 0.000200 0.0007 0.0005 486.600.246699 0.750 0.970 0.728 2.470 0.295 0.339 0.006 0.756 0.049 0.000235 0.0007 0.0005 105.34

0.246699 0.700 0.970 0.679 2.370 0.286 0.363 0.007 0.707 0.049 0.000280 0.0007 0.0004 117.53



6. Ruas 5 -4

H hilir = 1.043 m Hn = 1.05 m


1.925188 1.043 2.094 2.184 4.180 0.522 0.882 0.040 1.083 0.000739 0.0007 0.0000

1.925188 1.044 2.094 2.186 4.182 0.523 0.881 0.040 1.084 -0.001 0.000737 0.0007 0.0000 24.463

1.925188 1.045 2.094 2.187 4.183 0.523 0.880 0.040 1.084 -0.001 0.000736 0.0007 0.0000 13.931

1.925188 1.050 2.094 2.198 4.194 0.524 0.876 0.039 1.089 -0.005 0.000726 0.0007 0.0000 196.07



7. Ruas 17 -5

H hilir = 1.045 m Hn = 0.57 m


0.35019 1.045 1.144 1.195 3.233 0.370 0.293 0.004 1.049 0.000129 0.0007 0.0006

0.35019 1.000 1.144 1.144 3.144 0.364 0.306 0.005 1.005 0.044 0.000144 0 .0007 0.0006 79.374

0.35019 0.889 1.144 1.017 2.922 0.348 0.344 0.006 0.895 0.110 0.000194 0 .0007 0.0005 217.38

0.35019 0.800 1.144 0.916 2.744 0.334 0.383 0.007 0.807 0.087 0.000253 0.0007 0.0004 195.18




12/30

8. Ruas 6 -5

H hilir = 1.045 m Hn = 1.03 m


1.798423 1.045 2.058 2.149 4.147 0.518 0.837 0.036 1.080 0.000673 0.0007 0.0000

1.798423 1.040 2.058 2.140 4.138 0.517 0.840 0.036 1.076 0.004 0.000680 0 .0007 0.0000 213.71

1.798423 1.044 2.058 2.149 4.146 0.518 0.837 0.036 1.080 -0.004 0.000673 0.0007 0.0000 -144.24

1.798423 1.050 2.058 2.161 4.158 0.520 0.832 0.035 1.085 -0.005 0.000663 0.0007 0.0000 -147.81


Kedalaman pada jarak 30 m dari hilirnya, h = 1.044 m

8. Ruas 16 -6

H hilir = 1.044 m Hn = 0.69 m


0.586123 1.044 1.390 1.451 3.478 0.417 0.404 0.008 1.052 0.000209 0.0007 0.0005

0.586123 1.000 1.390 1.390 3.390 0.410 0.422 0.009 1.009 0.043 0.000234 0.0007 0.0005 93.072

0.586123 0.900 1.390 1.251 3.191 0.392 0.468 0.011 0.912 0.098 0.000306 0.0007 0.0004 247.32

0.586123 0.850 1.390 1.181 3.090 0.382 0.496 0.013 0.863 0.049 0.000355 0.0007 0.0003 141.90



9. Ruas 7 -6

H hilir = 1.044 m Hn = 0.90 m


1.244238 1.044 1.792 1.872 3.881 0.482 0.665 0.023 1.067 0.000467 0.0007 0.0002

1.244238 1.030 1.792 1.846 3.852 0.479 0.674 0.023 1.053 0.014 0.000485 0.0007 0.0002 62.839

1.244238 1.011 1.792 1.812 3.815 0.475 0.687 0.024 1.035 0.018 0.000509 0 .0007 0.0002 94.308

1.244238 1.000 1.792 1.792 3.792 0.473 0.694 0.025 1.025 0.011 0.000524 0.0007 0.0002 59.778



10. Ruas 15 -7

H hilir = 1.011 m Hn = 0.62 m



13/30

0.423283 1.011 1.237 1.250 3.259 0.384 0.339 0.006 1.017 0.000164 0.0007 0.0005

0.423283 1.000 1.237 1.237 3.237 0.382 0.342 0.006 1.006 0.011 0.000169 0 .0007 0.0005 20.622

0.423283 0.903 1.237 1.116 3.042 0.367 0.379 0.007 0.910 0.096 0.000219 0.0007 0.0005 199.41

0.423283 0.900 1.237 1.113 3.037 0.367 0.380 0.007 0.907 0.003 0.000221 0 .0007 0.0005 5.543



11. Ruas 8 -7

H hilir = 1.011 m Hn = 0.82 m

Q (m3/dt) h (m) B (m) A (m2) P (m) R (m) V (m/dt) V^2/2g E E2-E1 Se So So-Se Del X0.981269 1.011 1.640 1.658 3.662 0.453 0.592 0.018 1.029 0.000403 0.0007 0.0003

0.981269 1.010 1.640 1.656 3.660 0.453 0.593 0.018 1.028 0.001 0.000404 0.0007 0.0003 3.523

0.981269 1.005 1.640 1.648 3.649 0.451 0.596 0.018 1.023 0.005 0.000410 0.0007 0.0003 16.938

0.981269 1.000 1.640 1.640 3.640 0.450 0.598 0.018 1.018 0.005 0.000415 0.0007 0.0003 16.556



12. Ruas 9 -8

H hilir = 1.005 m Hn = 0.57 m


0.338973 1.005 1.138 1.144 3.148 0.363 0.296 0.004 1.009 0.000136 0.0007 0.0006

0.338973 0.900 1.138 1.024 2.938 0.349 0.331 0.006 0.906 0.104 0.000179 0 .0007 0.0005 199.05

0.338973 0.856 1.138 0.975 2.851 0.342 0.348 0.006 0.862 0.043 0.000202 0.0007 0.0005 86.626

0.338973 0.800 1.138 0.910 2.738 0.333 0.372 0.007 0.807 0.055 0.000241 0.0007 0.0005 120.66



13. Ruas 10 -8

H hilir = 1.005 m Hn = 0.71 m


0.66057 1.005 1.414 1.420 3.423 0.415 0.465 0.011 1.016 0.000280 0.0007 0.0004

0.66057 1.000 1.414 1.414 3.414 0.414 0.467 0.011 1.011 0.005 0.000283 0 .0007 0.0004 11.489

0.66057 0.957 1.414 1.353 3.328 0.407 0.488 0.012 0.969 0.042 0.000317 0.0007 0.0004 109.41

0.66057 0.900 1.414 1.272 3.214 0.396 0.519 0.014 0.914 0.055 0.000371 0.0007 0.0003 168.54


14/30



14. Ruas 11 -10

H hilir = 0.957 m Hn = 0.52 m


0.261078 0.957 1.031 0.986 2.945 0.335 0.265 0.004 0.961 0.000121 0.0007 0.0006

0.261078 0.900 1.031 0.927 2.831 0.328 0.281 0.004 0.904 0.057 0.000140 0.0007 0.0006 101.07

0.261078 0.851 1.031 0.877 2.733 0.321 0.298 0.005 0.856 0.048 0.000161 0 .0007 0.0005 89.227

0.261078 0.850 1.031 0.876 2.731 0.321 0.298 0.005 0.855 0.001 0.000162 0.0007 0.0005 2.655Catatan : n saluran = 0.02 dan L = 200.00 m


15. Ruas 12 -10

H hilir = 0.957 m Hn = 0.65 m


0.481882 0.957 1.296 1.240 3.210 0.386 0.389 0.008 0.965 0.000215 0.0007 0.00050.481882 0.940 1.296 1.218 3.176 0.384 0.396 0.008 0.948 0.017 0.000225 0.0007 0.0005 35.245

0.481882 0.945 1.296 1.225 3.187 0.384 0.393 0.008 0.953 -0.005 0.000221 0 .0007 0.0005 -10.82

0.481882 0.950 1.296 1.231 3.196 0.385 0.391 0.008 0.958 -0.005 0.000219 0 .0007 0.0005 -9.661



16. Ruas 13 -12

H hilir = 0.945 m Hn = 0.47 m


0.202544 0.945 0.936 0.884 2.826 0.313 0.229 0.003 0.948 0.000099 0.0007 0.0006

0.202544 0.900 0.936 0.842 2.736 0.308 0.241 0.003 0.903 0.045 0.000111 0 .0007 0.0006 76.438

0.202544 0.860 0.936 0.805 2.656 0.303 0.252 0.003 0.864 0.039 0.000124 0 .0007 0.0006 68.413

0.202544 0.850 0.936 0.795 2.636 0.302 0.255 0.003 0.853 0.010 0.000128 0.0007 0.0006 17.952



17. Ruas 14 -12


15/30

H hilir = 0.945 m Hn = 0.54 m


0.292997 0.945 1.075 1.016 2.965 0.343 0.288 0.004 0.950 0.000139 0.0007 0.0006

0.292997 0.850 1.075 0.913 2.775 0.329 0.321 0.005 0.855 0.094 0.000181 0.0007 0.0005 181.65

0.292997 0.767 1.075 0.824 2.608 0.316 0.356 0.006 0.773 0.082 0.000235 0.0007 0.0005 176.79

0.292997 0.750 1.075 0.806 2.575 0.313 0.364 0.007 0.757 0.016 0.000249 0 .0007 0.0005 36.189



18. Ruas 19 -18

H hilir = 1.046 m Hn = 1.17 m


2.589938 1.046 2.343 2.450 4.434 0.553 1.057 0.057 1.103 0.000986 0.0007 -0.0003

2.589938 1.080 2.343 2.531 4.503 0.562 1.023 0.053 1.133 -0.031 0.000903 0.0007 -0.0002 151.58

2.589938 1.104 2.343 2.586 4.551 0.568 1.001 0.051 1.155 -0.022 0.000852 0 .0007 -0.0002 141.79

2.589938 1.110 2.343 2.601 4.563 0.570 0.996 0.051 1.161 -0.006 0.000839 0.0007 -0.0001 40.308

Catatan : n saluran = 0.02 dan L = 360.00 mKedalaman pada jarak 360 m dari hilirnya, h = 1.104 m

19. Ruas 20 -19

H hilir = 1.104 m Hn = 1.08 m


2.052068 1.104 2.162 2.387 4.370 0.546 0.860 0.038 1.141 0.000662 0.0007 0.0000

2.052068 1.100 2.162 2.379 4.362 0.545 0.863 0.038 1.138 0.004 0.000668 0.0007 0.0000 112.63

2.052068 1.104 2.162 2.388 4.371 0.546 0.859 0.038 1.142 -0.004 0.000662 0.0007 0.0000 -101.41

2.052068 1.110 2.162 2.400 4.382 0.548 0.855 0.037 1.147 -0.005 0.000653 0.0007 0.0000 -114.50



20. Ruas 26 -20

H hilir = 1.104 m Hn = 0.67 m


0.553597 1.104 1.349 1.489 3.557 0.419 0.372 0.007 1.111 0.000177 0.0007 0.0005

0.553597 1.000 1.349 1.349 3.349 0.403 0.411 0.009 1.009 0.103 0.000227 0.0007 0.0005 216.81


16/30

0.553597 0.986 1.349 1.329 3.320 0.400 0.416 0.009 0.995 0.014 0.000235 0.0007 0.0005 30.019

0.553597 0.950 1.349 1.281 3.249 0.394 0.432 0.010 0.960 0.035 0.000258 0 .0007 0.0004 79.497



21. Ruas 21 -20

H hilir = 1.104 m Hn = 0.98 m


1.574619 1.104 1.958 2.162 4.166 0.519 0.728 0.027 1.131 0.000509 0.0007 0.0002

1.574619 1.100 1.958 2.154 4.158 0.518 0.731 0.027 1.127 0.004 0.000514 0 .0007 0.0002 21.289

1.574619 1.070 1.958 2.095 4.098 0.511 0.752 0.029 1.099 0.029 0.000553 0.0007 0.0001 194.70

1.574619 1.050 1.958 2.056 4.058 0.507 0.766 0.030 1.080 0.019 0.000581 0.0007 0.0001 157.05



22. Ruas 25 -21


0.712931 1.070 1.455 1.557 3.595 0.433 0.458 0.011 1.080 0.000256 0.0007 0.0004

0.712931 0.950 1.455 1.383 3.355 0.412 0.516 0.014 0.964 0.117 0.000347 0 .0007 0.0004 331.20

0.712931 0.910 1.455 1.325 3.276 0.404 0.538 0.015 0.925 0.038 0.000387 0.0007 0.0003 123.09

0.712931 0.900 1.455 1.310 3.255 0.402 0.544 0.015 0.915 0.010 0.000399 0 .0007 0.0003 33.131



23. Ruas 22 -21

H hilir = 1.070 m Hn = 0.77 m


0.819983 1.070 1.533 1.640 3.673 0.447 0.500 0.013 1.083 0.000293 0.0007 0.0004

0.819983 1.050 1.533 1.610 3.633 0.443 0.509 0.013 1.063 0.019 0.000307 0.0007 0.0004 49.205

0.819983 1.019 1.533 1.562 3.571 0.437 0.525 0.014 1.033 0.030 0.000332 0.0007 0.0004 81.386

0.819983 1.000 1.533 1.533 3.533 0.434 0.535 0.015 1.015 0.019 0.000348 0 .0007 0.0004 53.124




17/30

24. Ruas 23 -22


0.729393 1.019 1.467 1.495 3.506 0.427 0.488 0.012 1.031 0.000296 0.0007 0.0004

0.729393 0.900 1.467 1.320 3.267 0.404 0.552 0.016 0.916 0.116 0.000409 0.0007 0.0003 397.28

0.729393 0.891 1.467 1.307 3.249 0.402 0.558 0.016 0.907 0.009 0.000420 0.0007 0.0003 31.603

0.729393 0.880 1.467 1.291 3.227 0.400 0.565 0.016 0.896 0.010 0.000433 0.0007 0.0003 39.056



25. Ruas 24 -22

H hilir = 1.019 m Hn = 0.64 m


0.472577 1.019 1.288 1.313 3.327 0.395 0.360 0.007 1.026 0.000179 0.0007 0.0005

0.472577 0.900 1.288 1.159 3.088 0.375 0.408 0.008 0.908 0.117 0.000245 0.0007 0.0005 258.15

0.472577 0.891 1.288 1.148 3.070 0.374 0.412 0.009 0.899 0.009 0.000252 0.0007 0.0004 20.1510.472577 0.880 1.288 1.134 3.048 0.372 0.417 0.009 0.889 0.011 0.000260 0 .0007 0.0004 24.046




18/30

: Tersier

: 3-2

Luas Catchment (km2) : 0.036

: 613.330

: 0.714

- h : 0.603

- b : 1.206

- A : 0.727

- P : 2.412

- R : 0.302

: 0.0007

Elevasi Saluran

- Hilir : 80.689

- Hulu : 81.118

S Saluran

U 1000x1000x1200

Jenis Saluran

Nama Saluran

L saluran (m)

C gabungan

Dimensi Saluran (m)

Dimensi U Gutter :


19/30

A. ESTIMASI LUASAN KOLAM PENAMPUNG

Volume limpasan awal = C*R*Atotal = =

C Gabungan =

Volume limpasan baru = C*R*Atotal = =

Selisih volume = =

Estimasi kolam tampung, bila kedalaman efektif 1.8 m : =

B. PERHITUNGAN DEBIT SALURAN

Kondisi setelah ada jaringan saluran :

Debit didapat dari debit saluran akhir menuju kolam :

Q = 4.888 m3/dt

C. PERENCANAAN KOLAM PENAMPUNGAN

Setelah ada jaringan saluran :

Volume total = tc xQp = 16904.1841 m3

,

Setelah ada jaringan saluran, luasan yang dibutuhkan berkurang =

Ukuran kolam : Luas = 6761.7 1.939727

H eff = 2.5H kolam = 3.0

W = 0.5

t Q in Sal. Vol in Sal Vol in Kum Q out Sal.Vol out

Pompa

(min) (m3/dt) (m3) (m3) (m3/dt) (m3)

1 2 3 4 9 10

0 0 0 0 0 0

5.0 0.314 47.142 47.142 0 0

10.0 0.629 141.425 188.567 0 0

15.0 0.943 235.709 424.275 0 0

20.0 1.257 329.992 754.267 0 0

25.0 1.571 424.275 1178.543 0 0

30.0 1.886 518.559 1697.101 0 0

35.0 2.200 612.842 2309.943 0 0

40.0 2.514 707.126 3017.069 0 0

45.0 2.829 801.409 3818.478 0 0

50.0 3.143 895.692 4714.170 0 0

57.6 3.623 1550.749 6264.919 0 0

62.6 3.143 1014.868 7279.787 0 067.6 2.829 895.692 8175.480 0 0

72.6 2.514 801.409 8976.889 0 0

77.6 2.200 707.126 9684.014 0 0

82.6 1.886 612.842 10296.856 0 0

87.6 1.571 518.559 10815.415 0 0

92.6 1.257 424.275 11239.690 0 0

97.6 0.943 329.992 11569.682 0 0

102.6 0.629 235.709 11805.391 0 0

Tabel 1 Kemampuan tampung kondis

td = tc

Tanpa pompa


20/30

107.6 0.314 141.425 11946.816 0 0

112.6 0.000 47.142 11993.958 0 0

t Q in Sal. Vol in Sal Vol in Kum Sal Q out Sal.Vol out

Pompa

(min) (m3/dt) (m3) (m3) (m3/dt) (m3)

1 2 3 4 9 10

0 0 0 0 0 0

5.0 0.314 47.142 47.1 0 0.000

10.0 0.629 141.425 188.6 0.6 90.000

15.0 0.943 235.709 424.3 1.2 270.000

20.0 1.257 329.992 754.3 1.2 360.000

25.0 1.571 424.275 1178.5 1.2 360.00030.0 1.886 518.559 1697.1 1.2 360.000

35.0 2.200 612.842 2309.9 1.2 360.000

40.0 2.514 707.126 3017.1 1.2 360.000

45.0 2.829 801.409 3818.5 1.2 360.000

50.0 3.143 895.692 4714.2 1.2 360.000

57.0 4.888 1686.432 6400.6 1.2 504.000

62.0 4.888 1466.355 7867.0 1.2 360.000

67.0 4.888 1466.355 9333.3 1.2 360.000

72.0 4.888 1466.355 10799.7 1.2 360.000

77.0 4.888 1466.355 12266.0 1.2 360.000

82.0 4.888 1466.355 13732.4 1.2 360.000

87.0 4.888 1466.355 15198.7 1.2 360.000

92.0 4.888 1466.355 16665.1 1.2 360.000

97.0 4.888 1466.355 18131.4 1.2 360.000

102.0 4.888 1466.355 19597.8 1.2 360.000

107.0 4.888 1466.355 21064.2 1.2 360.000

112.0 4.888 1466.355 22530.5 1.2 360.000

114.0 4.888 586.542 23117.0 1.2 144.000

119.0 2.829 1157.453 24274.5 1.2 360.000

124.0 2.514 801.409 25075.9 1.2 360.000

129.0 2.200 707.126 25783.0 1.2 360.000

134.0 1.886 612.842 26395.9 1.2 360.000

139.0 1.571 518.559 26914.4 1.2 360.000144.0 1.257 424.275 27338.7 1.2 360.000

149.0 0.943 329.992 27668.7 1.2 360.000

154.0 0.629 235.709 27904.4 1.2 360.000

159.0 0.314 141.425 28045.8 1.2 360.000

164.0 0.000 47.142 28093.0 1.2 360.000

Dengan pompa

Pada kondisi 1 kedalaman kolam masih cukup menampung volume air yang ada, dika

1.774 < 3.0 m

Tabel 2 Kemampuan tampung kondis

td = 2tc


21/30

DATA SPESIFIKASI POMPA :

2400

0.666666667

up to 14 bar (200 psi)Gas turbine

1475 HP

Suction 20" (550 mm)

16" (400 mm)

Diesel, Kerosene,

Gasoline, Bio fuels

Catatan : Water volume delivery dapat dikontrol oleh operator dengan me

D. PERENCANAAN LONG STORAGE

Q = 4.888 m3/dt

S = 0.0007 m/dt

n = 0.02

B = 2.99 m

h = 1.497 m

H = 1.5 m

A = 4.482 m2

P = 5.988 m

R = 0.748 m

V = 1.091 m/dt

Q barat = 4.888 m3/dt

Del Q = 0.000 m3/dt

Dasar saluran barat dan timur ditempatkan 0.50 m dari dasar kolam

Bila muka air maksimum di kolam yang direncanakan = 2.00 m

Maka tinggi air di hilir saluran =2.00 - 0.50 = 1.50 m

Saluran :

S = 0.0007

H = 1.5

Lsal = 126.67

Discharge

FuelsFuels

Engine type

Horse powerHorse power

Width

Height

Length

Weight

Portability

Pada kondisi 2 kedalaman kolam masih cukup menampung volume air yang ada, dikar

2.616 < 3.0 m

Water Volume deliveryBuilt in Fue

Capacity

Pump head Starting sys


22/30

B = 3.0

Lmaks = H/S = 2143 m > L saluran

X = Lmaks-L = 3750-600 =

hx =H*X/Lmaks =

Vol. = 1/2*L*B*(H+h) = 1/2*600*1.6*(1.5+1.26) =

Kolam =Total

Pada R2 Volume hujan = 18*10000*100/1000*0.67 =

Kekurangan :

tQ in

Saluran

Vol in

SaluranVol in Kumulatif saluran

Vol in

kum totalQ out Sal.

(min) (m3/dt) (m3) (m3/dt) (m3) (m3)1 2 3 4 8 9

0 0 0 0 0 0

5.0 0.314 47.142 47.1 47.1 0.25

10.0 0.629 141.425 188.6 188.6 0.25

15.0 0.943 235.709 424.3 424.3 0.5

20.0 1.257 329.992 754.3 754.3 0.5

25.0 1.571 424.275 1178.5 1178.5 0.5

30.0 1.886 518.559 1697.1 1697.1 0.5

35.0 2.200 612.842 2309.9 2309.9 0.5

40.0 2.514 707.126 3017.1 3017.1 0.5

45.0 2.829 801.409 3818.5 3818.5 0.5

50.0 3.143 895.692 4714.2 4714.2 0.5

57.0 3.583 1412.365 6126.5 6126.5 0.5

62.0 3.583 1074.831 7201.4 7201.4 0.5

67.0 3.583 1074.831 8276.2 8276.2 0.5

72.0 3.583 1074.831 9351.0 9351.0 0.5

77.0 3.583 1074.831 10425.9 10425.9 0.5

82.0 3.583 1074.831 11500.7 11500.7 0.5

87.0 3.583 1074.831 12575.5 12575.5 0.5

92.0 3.583 1074.831 13650.4 13650.4 0.5

97.0 3.583 1074.831 14725.2 14725.2 0.5

102.0 3.583 1074.831 15800.0 15800.0 0.5

107.0 3.583 1074.831 16874.8 16874.8 0.5112.0 3.583 1074.831 17949.7 17949.7 0.5

117.0 3.583 1074.831 19024.5 19024.5 0.5

122.0 3.143 1008.832 20033.3 20033.3 0.5

127.0 2.829 895.692 20929.0 20929.0 0.5

132.0 2.514 801.409 21730.4 21730.4 0.5

137.0 2.200 707.126 22437.6 22437.6 0.5

142.0 1.886 612.842 23050.4 23050.4 0.5

147.0 1.571 518.559 23569.0 23569.0 0.5

Tanpa pompa

td = 117 min

Tabel 1 Kemampuan tampung kondisi 2,


23/30

152.0 1.257 424.275 23993.2 23993.2 0.6

157.0 0.943 329.992 24323.2 24323.2 0.6

162.0 0.629 235.709 24558.9 24558.9 0.6

167.0 0.314 141.425 24700.4 24700.4 0.6

172.0 0.000 47.142 24747.5 24747.5 0.6

CATATAN : - TINGGI AIR DARI DASAR KOLAM < 3.0 M - BILA KEDALAMAN > 0.70 M, AIR MASUK KE SALURAN

X = L MAX - L SAL

Tabel 2. Perhitungan Kedalaman air di Kolam dengan Long-Storage

Volume kolam pada kedalaman 0.70 m = 4733.172 m3

H V. Kolam Lmax sal Lsal Barat XB hxB

(m) (m3) (m) (m) (m) (m)

1 2 3 4 6 8

0 4733.2 0.0 126.67 0 0

0.018 4853.8 25.5 126.67 0 0.000

0.160 5812.6 228.1 126.67 101 0.0710.301 6768.6 430.0 126.67 303 0.212

0.442 7724.7 632.0 126.67 505 0.354

0.584 8680.7 834.0 126.67 707 0.495

0.725 9636.7 1036.0 126.67 909 0.637

0.831 10348.9 1186.5 126.67 1060 0.742

1.008 11548.8 1440.0 126.67 1313 0.919

1.149 12504.8 1641.9 126.67 1515 1.061

1.291 13460.8 1843.9 126.67 1717 1.202

1.432 14416.9 2045.9 126.67 1919 1.343

1.574 15372.9 2247.9 126.67 2121 1.485

1.715 16328.9 2449.9 126.67 2323 1.626

1.846 17216.7 2637.5 126.67 2511 1.758

1.960 17987.6 2800.3 126.67 2674 1.872

2.060 18660.9 2942.6 126.67 2816 1.971

2.145 19236.9 3064.3 126.67 2938 2.056

2.216 19715.3 3165.3 126.67 3039 2.127

2.272 20096.3 3245.8 126.67 3119 2.183

2.312 20364.3 3302.5 126.67 3176 2.223

2.335 20519.4 3335.2 126.67 3209 2.246


24/30

2.343 20577.0 3347.4 126.67 3221 2.255

2.337 20537.1 3339.0 126.67 3212 2.249

2.317 20399.7 3310.0 126.67 3183 2.228

Digunakan lebar saluran (B) sebesar 2.9m . Dengan kedalaman kolam se

perencanaan ini diperoleh keda

Dari Tabel Perhitungan Long Storage, diperoleh kedalaman air kolam ter

limpasan


25/30

29126.571 m3

0.71

41538.338 m3

12411.767 m3

6895.4261 m2

6761.7 m2

% dari estimasi luas kolam penampungan

Vol out

KumTamp akhir H dari dasar

(m3) (m3) (m)

11 12 13

0 0 0

0.000 47.142 0.007

0.000 188.567 0.028

0.000 424.275 0.063

0.000 754.267 0.112

0.000 1178.543 0.174

0.000 1697.101 0.251

0.000 2309.943 0.342

0.000 3017.069 0.446

0.000 3818.478 0.565

0.000 4714.170 0.697

0.000 6264.919 0.927

0.000 7279.787 1.0770.000 8175.480 1.209

0.000 8976.889 1.328

0.000 9684.014 1.432

0.000 10296.856 1.523

0.000 10815.415 1.600

0.000 11239.690 1.662

0.000 11569.682 1.711

0.000 11805.391 1.746

i 1


26/30

0.000 11946.816 1.767

0.000 11993.958 1.774

MAX 1.774

Vol out

KumTamp akhir H dari dasar

(m3) (m3) (m)

11 12 13

0 0 0

0.000 47.1 0.007

90.000 98.6 0.015

360.000 64.3 0.010

720.000 34.3 0.005

1080.000 98.5 0.0151440.000 257.1 0.038

1800.000 509.9 0.075

2160.000 857.1 0.127

2520.000 1298.5 0.192

2880.000 1834.2 0.271

3384.000 3016.6 0.446

3744.000 4123.0 0.610

4104.000 5229.3 0.773

4464.000 6335.7 0.937

4824.000 7442.0 1.101

5184.000 8548.4 1.264

5544.000 9654.7 1.428

5904.000 10761.1 1.591

6264.000 11867.4 1.755

6624.000 12973.8 1.919

6984.000 14080.2 2.082

7344.000 15186.5 2.246

7488.000 15629.0 2.311

7848.000 16426.5 2.429

8208.000 16867.9 2.495

8568.000 17215.0 2.546

8928.000 17467.9 2.583

9288.000 17626.4 2.6079648.000 17690.7 2.616

10008.000 17660.7 2.612

10368.000 17536.4 2.594

10728.000 17317.8 2.561

11088.000 17005.0 2.515

MAX 2.616

enakan nilai maksimumyang didapat sebesar

i 2


27/30

24 voltQuick removable

2268 kg

4.45 m

2.53 m

2,07 m

yesuaikan kecepatan mesin

enakan nilai maksimum yang didapat sebesar

l Tank2 hours

tem


28/30

barat

2016 m

1.41 m

552.1 m3

6761.7 m37313.7

41538.338 m3

34224.6 m3 --> pompa

Vol out

PompaVol out Kum Tamp akhir

H dari

dasar

(m3) (m3) (m3) (m)10 11 12 13

0 0 0 0

37.500 37.500 9.6 0.001

75.000 112.500 76.1 0.011

112.500 225.000 199.3 0.029

150.000 375.000 379.3 0.056

150.000 525.000 653.5 0.097

150.000 675.000 1022.1 0.151

150.000 825.000 1484.9 0.220

150.000 975.000 2042.1 0.302

150.000 1125.000 2693.5 0.398

150.000 1275.000 3439.2 0.509

210.000 1485.000 4641.5 0.686

150.000 1635.000 5566.4 0.823

150.000 1785.000 6491.2 0.960

150.000 1935.000 7416.0 1.097

150.000 2085.000 8340.9 1.234

150.000 2235.000 9265.7 1.370

150.000 2385.000 10190.5 1.507

150.000 2535.000 11115.4 1.644

150.000 2685.000 12040.2 1.781

150.000 2835.000 12965.0 1.917

150.000 2985.000 13889.8 2.054150.000 3135.000 14814.7 2.191

150.000 3285.000 15739.5 2.328

150.000 3435.000 16598.3 2.455

150.000 3585.000 17344.0 2.565

150.000 3735.000 17995.4 2.661

150.000 3885.000 18552.6 2.744

150.000 4035.000 19015.4 2.812

150.000 4185.000 19384.0 2.867


29/30

165.000 4350.000 19643.2 2.905

180.000 4530.000 19793.2 2.927

180.000 4710.000 19848.9 2.936

180.000 4890.000 19810.4 2.930

180.000 5070.000 19677.5 2.910

Vol B Vol total Vol Hihrg Hdr dasar Q = Volt-Volhg

(m3) (m3) (m3) (m)

10 12 13 15

0 4733.2 4733.2 0.220 0.0

0.7 4854.5 4641.5 0.518 212.9

8.8 5821.4 5566.4 0.660 255.019.5 6788.1 6491.2 0.801 296.9

30.3 7754.9 7416.0 0.942 338.9

41.0 8721.7 8340.9 1.084 380.8

51.7 9688.5 9265.7 1.225 422.8

295.6 10644.5 10190.5 1.331 454.0

73.2 11622.0 11115.4 1.508 506.7

84.0 12588.8 12040.2 1.649 548.6

94.7 13555.6 12965.0 1.791 590.5

105.5 14522.3 13889.8 1.932 632.5

116.2 15489.1 14814.7 2.074 674.4

127.0 16455.9 15739.5 2.215 716.4

136.9 17353.7 16598.3 2.346 755.3

145.6 18133.2 17344.0 2.460 789.1

153.2 18814.1 17995.4 2.560 818.7

159.7 19396.5 18552.6 2.645 843.9

165.0 19880.3 19015.4 2.716 864.9

169.3 20265.6 19384.0 2.772 881.7

172.3 20536.7 19643.2 2.812 893.4

174.1 20693.4 19793.2 2.835 900.2


30/30

174.7 20751.7 19848.9 2.843 902.7

174.3 20711.4 19810.4 2.837 901.0

172.7 20572.5 19677.5 2.817 895.0

besar 3.0m, direncanakan kedalaman air di hilir saluran (H) sebesar 1,5m. Dari

laman di hulu saluran sebesar 1,5m .

inggi sebesar 2,843m. Hasil tersebut kurang dari 3m sehingga tidak lagi terjadi

air akibat banjir

Perhitungan Drainase New-1

Documents

Transcript of Perhitungan Drainase New-1