perhitungan drainase new-1
TRANSCRIPT
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8/10/2019 Perhitungan Drainase New-1
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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
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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
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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
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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
Lo (m) S nd Lo (m) S nd Lo (m) S nd Lo (m)
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
Lo (m) S nd Lo (m) S nd Lo (m) S nd Lo (m)
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
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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
Luas (km2) C Luas (km
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
Luas (km2) C Luas (km
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)
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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
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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)
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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
Kontrolhn (m) b (m) A (m
2)
7
6
10
8
12
Titik
Kontrolhn (m) b (m) A (m
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
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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
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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
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
4.634105 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
Catatan : n saluran = 0.02 dan L = 33.33 m
Kedalaman pada jarak 33.33 m dari hilirnya, h = 1.043 m
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
Catatan : n saluran = 0.02 dan L = 613.33 m
Kedalaman pada jarak 613.33 m dari hilirnya, h = 0.772 m
4. Ruas 18 -4
H hilir = 1.043 m Hn = 1.21 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
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
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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
Catatan : n saluran = 0.02 dan L = 26.67 m
Kedalaman pada jarak 26.67 m dari hilirnya, h = 1.046 m
5. Ruas 28 -18
H hilir = 1.046 m Hn = 0.48 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
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
Catatan : n saluran = 0.02 dan L = 583.33 m
Kedalaman pada jarak 583.33 m dari hilirnya, h = 0.750 m
6. Ruas 5 -4
H hilir = 1.043 m Hn = 1.05 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
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
Catatan : n saluran = 0.02 dan L = 306.67 m
Kedalaman pada jarak 306.67 m dari hilirnya, h = 1.045 m
7. Ruas 17 -5
H hilir = 1.045 m Hn = 0.57 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
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
Catatan : n saluran = 0.02 dan L = 313.30 m
Kedalaman pada jarak 313.3 m dari hilirnya, h = 0.889 m
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8. Ruas 6 -5
H hilir = 1.045 m Hn = 1.03 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
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
Catatan : n saluran = 0.02 dan L = 30.00 m
Kedalaman pada jarak 30 m dari hilirnya, h = 1.044 m
8. Ruas 16 -6
H hilir = 1.044 m Hn = 0.69 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
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
Catatan : n saluran = 0.02 dan L = 383.00 m
Kedalaman pada jarak 383 m dari hilirnya, h = 0.900 m
9. Ruas 7 -6
H hilir = 1.044 m Hn = 0.90 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
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
Catatan : n saluran = 0.02 dan L = 193.33 m
Kedalaman pada jarak 193.33 m dari hilirnya, h = 1.011 m
10. Ruas 15 -7
H hilir = 1.011 m Hn = 0.62 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
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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
Catatan : n saluran = 0.02 dan L = 240.00 m
Kedalaman pada jarak 240 m dari hilirnya, h = 0.903 m
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
Catatan : n saluran = 0.02 dan L = 23.33 m
Kedalaman pada jarak 23.33 m dari hilirnya, h = 1.005 m
12. Ruas 9 -8
H hilir = 1.005 m Hn = 0.57 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
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
Catatan : n saluran = 0.02 dan L = 306.67 m
Kedalaman pada jarak 306.67 m dari hilirnya, h = 0.856 m
13. Ruas 10 -8
H hilir = 1.005 m Hn = 0.71 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
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
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Catatan : n saluran = 0.02 dan L = 130.00 m
Kedalaman pada jarak 130 m dari hilirnya, h = 0.957 m
14. Ruas 11 -10
H hilir = 0.957 m Hn = 0.52 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
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
Kedalaman pada jarak 200 m dari hilirnya, h = 0.851 m
15. Ruas 12 -10
H hilir = 0.957 m Hn = 0.65 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
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
Catatan : n saluran = 0.02 dan L = 26.67 m
Kedalaman pada jarak 26.67 m dari hilirnya, h = 0.945 m
16. Ruas 13 -12
H hilir = 0.945 m Hn = 0.47 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
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
Catatan : n saluran = 0.02 dan L = 150.00 m
Kedalaman pada jarak 150 m dari hilirnya, h = 0.860 m
17. Ruas 14 -12
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H hilir = 0.945 m Hn = 0.54 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
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
Catatan : n saluran = 0.02 dan L = 386.67 m
Kedalaman pada jarak 386.67 m dari hilirnya, h = 0.767 m
18. Ruas 19 -18
H hilir = 1.046 m Hn = 1.17 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
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
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
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
Catatan : n saluran = 0.02 dan L = 140.00 m
Kedalaman pada jarak 140 m dari hilirnya, h = 1.104 m
20. Ruas 26 -20
H hilir = 1.104 m Hn = 0.67 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
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
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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
Catatan : n saluran = 0.02 dan L = 260.00 m
Kedalaman pada jarak 260 m dari hilirnya, h = 0.986 m
21. Ruas 21 -20
H hilir = 1.104 m Hn = 0.98 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
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
Catatan : n saluran = 0.02 dan L = 266.67 m
Kedalaman pada jarak 266.67 m dari hilirnya, h = 1.070 m
22. Ruas 25 -21
H hilir = 1.070 m Hn = 0.73 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
0.712931 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
Catatan : n saluran = 0.02 dan L = 496.67 m
Kedalaman pada jarak 496.67 m dari hilirnya, h = 0.910 m
23. Ruas 22 -21
H hilir = 1.070 m Hn = 0.77 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
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
Catatan : n saluran = 0.02 dan L = 140.00 m
Kedalaman pada jarak 140 m dari hilirnya, h = 1.019 m
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24. Ruas 23 -22
H hilir = 1.019 m Hn = 0.73 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
0.729393 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
Catatan : n saluran = 0.02 dan L = 490.00 m
Kedalaman pada jarak 490 m dari hilirnya, h = 0.891 m
25. Ruas 24 -22
H hilir = 1.019 m Hn = 0.64 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
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
Catatan : n saluran = 0.02 dan L = 310.00 m
Kedalaman pada jarak 310 m dari hilirnya, h = 0.891 m
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: 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 :
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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
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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
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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
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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,
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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
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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
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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
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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
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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
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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
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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
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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