Perencanaan Dam dan Spillway Yang Dilengkapi PLTMH di Kampus Tembalang
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15 ,
15 ,
4858 ,
10 t
t f
Tabel 4.25 Hasil Perhitungan Infiltrasi
Waktu t jam
Infiltrasi f mm
Waktu t jam
Infiltrasi t mm
1 10,490
13 7,140
2 9,454
14 7,061
3 8,896
15 6,988
4 8,521
16 6,921
5 8,240
17 6,858
6 8,018
18 6,800
7 7,835
19 6,745
8 7,679
20 6,693
9 7,545
21 6,644
10 7,426
22 6,598
11 7,321
23 6,554
12 7,226
24 6,513
h. Unit Hidrograf Satuan Sintetik HSS Gama-I
Kurva hidrograf merupakan garis lurus sampai pada debit puncak Qp, sedangkan untuk debit yang terjadi pada jam ke-t dan setelahnya
setelah TR pada sumbu horizontal, maka ditentukan dengan persamaan berikut :
k t
p t
e Q
Q
.
Sri Harto, 1981 Dimana : Qt
= Debit yang terjadi pada jam ke-t Qp
= Debit puncak t
= waktu k
= Faktor tampungan
Tabel 4.26 Hasil Perhitungan Qt
Waktu t jam
Faktor Tampungan k
tk Debit Puncak Qp
m
3
detik Qt
m
3
detik 3,8521
0,0000 0,0000
1 3,8521
0,2596 0,6684
0,5156
Perencanaan Dam dan Spillway Yang Dilengkapi PLTMH di Kampus Tembalang
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Waktu t jam
Faktor Tampungan k
tk Debit Puncak Qp
m
3
detik Qt
m
3
detik 1,5345
3,8521 0,3316
0,6684 0,4797
2 3,8521
0,5192 0,6684
0,3977 3
3,8521 0,7788
0,6684 0,3068
4 3,8521
1,0384 0,6684
0,2366 5
3,8521 1,2980
0,6684 0,1825
6 3,8521
1,5576 0,6684
0,1408 7
3,8521 1,8172
0,6684 0,1086
8 3,8521
2,0768 0,6684
0,0838 9
3,8521 2,3364
0,6684 0,0646
10 3,8521
2,5960 0,6684
0,0498 11
3,8521 2,8556
0,6684 0,0384
12 3,8521
3,1152 0,6684
0,0297 13
3,8521 3,3748
0,6684 0,0229
14 3,8521
3,6344 0,6684
0,0176 15
3,8521 3,8940
0,6684 0,0136
16 3,8521
4,1535 0,6684
0,0105 17
3,8521 4,4131
0,6684 0,0081
18 3,8521
4,6727 0,6684
0,0062 19
3,8521 4,9323
0,6684 0,0048
20 3,8521
5,1919 0,6684
0,0037 21
3,8521 5,4515
0,6684 0,0029
22 3,8521
5,7111 0,6684
0,0022 23
3,8521 5,9707
0,6684 0,0017
24 3,8521
6,2303 0,6684
0,0013
Perencanaan Dam dan Spillway Yang Dilengkapi PLTMH di Kampus Tembalang
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JOKO SANTOSO L2A 001 086
Hidrograf Satuan Sintetik HSS Gama-I
0.0 0.1
0.2 0.3
0.4 0.5
0.6
2 4
6 8
10 12
14 16
18 20
22 24
t jam Q
t m
3
d e
t
Gambar 4-3 Hidrograf Satuan Sintetik HSS Gama-I
i. Hujan Efektif Jam-Jaman
Re = I – f
Sri Harto, 1981 di mana : Re = Hujan Efektif mmjam
I = Intensitas Hujan mmjam
f = Infiltrasi mmjam
Perencanaan Dam dan Spillway Yang Dilengkapi PLTMH di Kampus Tembalang
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Tabel 4.27 Perhitungan Hujan Efektif Tiap Jam pada Periode Ulang 2 Tahun
t jam
R mm
I mmjam
I f
mm Re
mmjam 1
131,1595 45,4705
15,9598 10,4901
34,9803 2
131,1595 28,6446
10,0541 9,4543
19,1903 3
131,1595 21,8599
7,6727 8,8964
12,9635 4
131,1595 18,0450
6,3337 8,5206
9,5243 5
131,1595 15,5507
5,4582 8,2402
7,3105 6
131,1595 13,7709
4,8335 8,0179
5,7530 7
131,1595 12,4260
4,3614 7,8346
4,5914 8
131,1595 11,3676
3,9900 7,6792
3,6884 9
131,1595 10,5092
3,6886 7,5448
2,9644 10
131,1595 9,7963
3,4384 7,4265
2,3699 11
131,1595 9,1932
3,2268 7,3210
1,8722 12
131,1595 8,6751
3,0449 7,2261
1,4490 13
131,1595 8,2243
2,8867 7,1399
1,0845 14
131,1595 7,8279
2,7475 7,0609
0,7669 15
131,1595 7,4760
2,6240 6,9882
0,4877 16
131,1595 7,1611
2,5135 6,9209
0,2402 17
131,1595 6,8775
2,4140 6,8583
0,0192 18
131,1595 6,6204
2,3237 6,7997
0,0000 19
131,1595 6,3860
2,2414 6,7448
0,0000 20
131,1595 6,1713
2,1661 6,6931
0,0000 21
131,1595 5,9738
2,0968 6,6443
0,0000 22
131,1595 5,7914
2,0327 6,5981
0,0000 23
131,1595 5,6223
1,9734 6,5542
0,0000 24
131,1595 5,4650
1,9182 6,5125
0,0000
Perencanaan Dam dan Spillway Yang Dilengkapi PLTMH di Kampus Tembalang
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Tabel 4.28 Perhitungan Hujan Efektif Periode Ulang 5 th
t jam
R mm
I mmjam
I f
mm Re
mmjam 1
182,0958 63,1291
15,9598 10,4901
52,6389 2
182,0958 39,7688
10,0541 9,4543
30,3146 3
182,0958 30,3493
7,6727 8,8964
21,4529 4
182,0958 25,0528
6,3337 8,5206
16,5321 5
182,0958 21,5898
5,4582 8,2402
13,3497 6
182,0958 19,1189
4,8335 8,0179
11,1010 7
182,0958 17,2517
4,3614 7,8346
9,4171 8
182,0958 15,7823
3,9900 7,6792
8,1030 9
182,0958 14,5904
3,6886 7,5448
7,0457 10
182,0958 13,6007
3,4384 7,4265
6,1743 11
182,0958 12,7634
3,2268 7,3210
5,4424 12
182,0958 12,0441
3,0449 7,2261
4,8180 13
182,0958 11,4183
2,8867 7,1399
4,2784 14
182,0958 10,8679
2,7475 7,0609
3,8069 15
182,0958 10,3793
2,6240 6,9882
3,3911 16
182,0958 9,9422
2,5135 6,9209
3,0213 17
182,0958 9,5484
2,4140 6,8583
2,6901 18
182,0958 9,1914
2,3237 6,7997
2,3917 19
182,0958 8,8660
2,2414 6,7448
2,1212 20
182,0958 8,5679
2,1661 6,6931
1,8748 21
182,0958 8,2937
2,0968 6,6443
1,6494 22
182,0958 8,0405
2,0327 6,5981
1,4424 23
182,0958 7,8057
1,9734 6,5542
1,2514 24
182,0958 7,5873
1,9182 6,5125
1,0748
Perencanaan Dam dan Spillway Yang Dilengkapi PLTMH di Kampus Tembalang
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Tabel 4.29 Perhitungan Hujan Efektif Periode Ulang 10 th
t jam
R mm
I mmjam
I f
mm Re
mmjam 1
220,1405 76,3184
15,9598 10,4901
65,8283 2
220,1405 48,0776
10,0541 9,4543
38,6234 3
220,1405 36,6901
7,6727 8,8964
27,7937 4
220,1405 30,2870
6,3337 8,5206
21,7663 5
220,1405 26,1005
5,4582 8,2402
17,8604 6
220,1405 23,1133
4,8335 8,0179
15,0954 7
220,1405 20,8560
4,3614 7,8346
13,0214 8
220,1405 19,0796
3,9900 7,6792
11,4004 9
220,1405 17,6388
3,6886 7,5448
10,0940 10
220,1405 16,4423
3,4384 7,4265
9,0159 11
220,1405 15,4301
3,2268 7,3210
8,1090 12
220,1405 14,5605
3,0449 7,2261
7,3344 13
220,1405 13,8039
2,8867 7,1399
6,6640 14
220,1405 13,1385
2,7475 7,0609
6,0775 15
220,1405 12,5478
2,6240 6,9882
5,5596 16
220,1405 12,0194
2,5135 6,9209
5,0985 17
220,1405 11,5433
2,4140 6,8583
4,6850 18
220,1405 11,1117
2,3237 6,7997
4,3120 19
220,1405 10,7183
2,2414 6,7448
3,9735 20
220,1405 10,3580
2,1661 6,6931
3,6649 21
220,1405 10,0265
2,0968 6,6443
3,3822 22
220,1405 9,7203
2,0327 6,5981
3,1222 23
220,1405 9,4365
1,9734 6,5542
2,8823 24
220,1405 9,1725
1,9182 6,5125
2,6600
Perencanaan Dam dan Spillway Yang Dilengkapi PLTMH di Kampus Tembalang
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Tabel 4.30 Perhitungan Hujan Efektif Periode Ulang 50 th
t jam
R mm
I mmjam
I f
mm Re
mmjam 1
319,3007 110,6954
15,9598 10,4901
100,2052 2
319,3007 69,7337
10,0541 9,4543
60,2795 3
319,3007 53,2168
7,6727 8,8964
44,3204 4
319,3007 43,9295
6,3337 8,5206
35,4088 5
319,3007 37,8573
5,4582 8,2402
29,6171 6
319,3007 33,5245
4,8335 8,0179
25,5066 7
319,3007 30,2504
4,3614 7,8346
22,4158 8
319,3007 27,6738
3,9900 7,6792
19,9946 9
319,3007 25,5840
3,6886 7,5448
18,0392 10
319,3007 23,8486
3,4384 7,4265
16,4221 11
319,3007 22,3804
3,2268 7,3210
15,0594 12
319,3007 21,1191
3,0449 7,2261
13,8930 13
319,3007 20,0217
2,8867 7,1399
12,8818 14
319,3007 19,0565
2,7475 7,0609
11,9956 15
319,3007 18,1999
2,6240 6,9882
11,2116 16
319,3007 17,4334
2,5135 6,9209
10,5125 17
319,3007 16,7429
2,4140 6,8583
9,8846 18
319,3007 16,1169
2,3237 6,7997
9,3172 19
319,3007 15,5463
2,2414 6,7448
8,8015 20
319,3007 15,0237
2,1661 6,6931
8,3306 21
319,3007 14,5429
2,0968 6,6443
7,8986 22
319,3007 14,0988
2,0327 6,5981
7,5007 23
319,3007 13,6871
1,9734 6,5542
7,1328 24
319,3007 13,3042
1,9182 6,5125
6,7917
Perencanaan Dam dan Spillway Yang Dilengkapi PLTMH di Kampus Tembalang
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Tabel 4.31 Perhitungan Hujan Efektif Periode Ulang 100 th
t jam
R mm
I mmjam
I f
mm Re
mmjam 1
368,2137 127,6526
15,9598 10,4901
117,1624 2
368,2137 80,4161
10,0541 9,4543
70,9618 3
368,2137 61,3690
7,6727 8,8964
52,4726 4
368,2137 50,6590
6,3337 8,5206
42,1383 5
368,2137 43,6566
5,4582 8,2402
35,4164 6
368,2137 38,6600
4,8335 8,0179
30,6421 7
368,2137 34,8844
4,3614 7,8346
27,0498 8
368,2137 31,9131
3,9900 7,6792
24,2339 9
368,2137 29,5031
3,6886 7,5448
21,9584 10
368,2137 27,5019
3,4384 7,4265
20,0755 11
368,2137 25,8088
3,2268 7,3210
18,4878 12
368,2137 24,3543
3,0449 7,2261
17,1282 13
368,2137 23,0888
2,8867 7,1399
15,9489 14
368,2137 21,9758
2,7475 7,0609
14,9148 15
368,2137 20,9879
2,6240 6,9882
13,9996 16
368,2137 20,1040
2,5135 6,9209
13,1831 17
368,2137 19,3077
2,4140 6,8583
12,4494 18
368,2137 18,5858
2,3237 6,7997
11,7861 19
368,2137 17,9278
2,2414 6,7448
11,1830 20
368,2137 17,3251
2,1661 6,6931
10,6320 21
368,2137 16,7707
2,0968 6,6443
10,1264 22
368,2137 16,2585
2,0327 6,5981
9,6604 23
368,2137 15,7838
1,9734 6,5542
9,2295 24
368,2137 15,3422
1,9182 6,5125
8,8297
Perencanaan Dam dan Spillway Yang Dilengkapi PLTMH di Kampus Tembalang
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JOKO SANTOSO L2A 001 086
j. Hidrograf Satuan Sintetik Gama-I