TUGAS REKAYASA SUNGAI & ANGKUTAN SEDIMENPerhitungan Debit Banjir Dengan Metode Muskingum Konvensional

Nama : Yudhi SetiawanNIM : I 1112098 m n

9 8

Tabel Hasil Pengukuran Debit Inflow dan Debit Outflow Sungai

tInflow Outflow

A B(hari)

0 28 291 28 292 38 293 71 294 103 395 111 446 109 557 100 668 86 759 71 82

10 59 8511 47 8412 39 8013 32 7314 28 6415 24 5416 22 4417 21 3618 20 3019 19 2520 19 2221 18 19

Ketentuan Soal : Nilai m, n adalah dua digit nim terakhir

(m3/dtk) (m3/dtk)

Tabel Hasil Pengukuran Debit Inflow dan Debit Outflow Sungai

t

(m3/dtk) (hari)31 050 186 2

123 3145 4150 5144 6120 7113 895 979 1065 1155 1246 1340 1435 1531 1627 1725 1824 1923 2022 21

: Nilai m, n adalah dua digit nim terakhir

Q1

Tabel Perhitungan Nilai Akumulasi Tampungan (S) dan Penetapan Nilai K dengan Trial

t Inflow Outflow S = (A - B).Δt Mean Cumulative Trial 1A B Storage Storage x

(hari)0 28 29 -1 -1 -1 2.81 28 29 -1 -1 -2 2.82 38 29 9 4 2 3.83 71 29 42 25.5 27.5 7.14 103 39 64 53 80.5 10.35 111 44 67 65.5 146 11.16 109 55 54 60.5 206.5 10.97 100 66 34 44 250.5 108 86 75 11 22.5 273 8.69 71 82 -11 0 273 7.1

10 59 85 -26 -18.5 254.5 5.911 47 84 -37 -31.5 223 4.712 39 80 -41 -39 184 3.913 32 73 -41 -41 143 3.214 28 64 -36 -38.5 104.5 2.815 24 54 -30 -33 71.5 2.416 22 44 -22 -26 45.5 2.217 21 36 -15 -18.5 27 2.118 20 30 -10 -12.5 14.5 219 19 25 -6 -8 6.5 1.920 19 22 -3 -4.5 2 1.921 18 19 -1 -2 0 1.8

(m3/dtk) (m3/dtk) (m3/dtk) (m3/dtk) (m3/dtk) x.IA

0 10 20 30 40 50 60 70 80 90 1000

50

100

150

200

250

300

Trial 1

Y = x.QA + (1-x).QB

S (m

3/dt

k)

0 10 20 30 40 50 60 70 80 90 1000

50

100

150

200

250

300

Trial 1

Y = x.QA + (1-x).QB

S (m

3/dt

k)

0 10 20 30 40 50 60 70 80 90 1000

50

100

150

200

250

300

Trial 2

Y = x.QA + (1-x).QB

S (m

3/dt

k)

0 10 20 30 40 50 60 70 80 90 1000

50

100

150

200

250

300

Trial 3

Y = x.QA + (1-x).QB

S (m

3/dt

k)

Tabel Perhitungan Nilai Akumulasi Tampungan (S) dan Penetapan Nilai K dengan Trial 0.8

Trial 1 Trial 2 Trial 3= 0.1 x = 0.2 x = 0.25

Total Total Total26.1 28.9 5.6 23.2 28.8 7 21.75 28.7526.1 28.9 5.6 23.2 28.8 7 21.75 28.7526.1 29.9 7.6 23.2 30.8 9.5 21.75 31.2526.1 33.2 14.2 23.2 37.4 17.75 21.75 39.535.1 45.4 20.6 31.2 51.8 25.75 29.25 5539.6 50.7 22.2 35.2 57.4 27.75 33 60.7549.5 60.4 21.8 44 65.8 27.25 41.25 68.559.4 69.4 20 52.8 72.8 25 49.5 74.567.5 76.1 17.2 60 77.2 21.5 56.25 77.7573.8 80.9 14.2 65.6 79.8 17.75 61.5 79.2576.5 82.4 11.8 68 79.8 14.75 63.75 78.575.6 80.3 9.4 67.2 76.6 11.75 63 74.75

72 75.9 7.8 64 71.8 9.75 60 69.7565.7 68.9 6.4 58.4 64.8 8 54.75 62.7557.6 60.4 5.6 51.2 56.8 7 48 5548.6 51 4.8 43.2 48 6 40.5 46.539.6 41.8 4.4 35.2 39.6 5.5 33 38.532.4 34.5 4.2 28.8 33 5.25 27 32.25

27 29 4 24 28 5 22.5 27.522.5 24.4 3.8 20 23.8 4.75 18.75 23.519.8 21.7 3.8 17.6 21.4 4.75 16.5 21.2517.1 18.9 3.6 15.2 18.8 4.5 14.25 18.75

(1-x).OB x.IA (1-x).OB x.IA (1-x).OB

0 10 20 30 40 50 60 70 80 90 1000

50

100

150

200

250

300

Trial 1

Y = x.QA + (1-x).QB

S (m

3/dt

k)

Trial terpilih

Dari Trial 1 diperoleh :

x = 0.1

S (depan) = 300Y (samping) = 82

K = S / Y = 3.659

0 10 20 30 40 50 60 70 80 90 1000

50

100

150

200

250

300

Trial 1

Y = x.QA + (1-x).QB

S (m

3/dt

k)

0 10 20 30 40 50 60 70 80 90 1000

50

100

150

200

250

300

Trial 2

Y = x.QA + (1-x).QB

S (m

3/dt

k)

0 10 20 30 40 50 60 70 80 90 1000

50

100

150

200

250

300

Trial 3

Y = x.QA + (1-x).QB

S (m

3/dt

k)

Koofisien TampunganK Trial 1

-0.03-0.070.070.831.772.883.423.613.593.373.092.782.422.081.731.401.090.780.500.270.090.00

Trial terpilih

Jam

Tabel Perhitungan Debit Outflow Sungai dengan x = 0,1

K = 3.659 JamWaktu (t) Inflow

1

x = 0.1

Δt = 1 Hari = 24 Jam (jam) (m3/dtk)

0 28 -

=-Kx - 0,5t

=0.1341463

0.0351 28 0.990

K-Kx + 0,5t 3.7926829 2 38 1.3443 71 2.511

=Kx + 0,5t

=0.8658537

0.2284 103 3.643

K-Kx + 0,5t 3.7926829 5 111 3.9266 109 3.855

=K-Kx - 0,5t

=2.7926829

0.7367 100 3.537

K-Kx + 0,5t 3.7926829 8 86 3.0429 71 2.511

Check : Co + C1 + C2 = 1 10 59 2.08711 47 1.662

= 0.035 12 39 1.379= 0.228 13 32 1.132= 0.736 14 28 0.990

1.000 OK 15 24 0.84916 22 0.77817 21 0.74318 20 0.70719 19 0.67220 19 0.67221 18 0.637

C0.IA

C0

C1

C2

C0

C1

C2

0 5 10 15 20 250

20

40

60

80

100

120

140

160

Hidrograf Banjir Pengukuran dan Banjir Hi-tungan Sungai Metode Muskingum Kon-

vensional

Outflow hitungan Inflow pengukuranOutflow pengukuran Outflow bandingan

Waktu (Jam)

Deb

it (m

3/dt

k)

0 5 10 15 20 250

20

40

60

80

100

120

140

160

Hidrograf Banjir Pengukuran dan Banjir Hi-tungan Sungai Metode Muskingum Kon-

vensional

Outflow hitungan Inflow pengukuranOutflow pengukuran Outflow bandingan

Waktu (Jam)

Deb

it (m

3/dt

k)

Tabel Perhitungan Debit Outflow Sungai dengan x = 0,1

2 3 1 + 2 + 3 Outflow

Outflow Hitungan Pengukuran

(m3/dtk) (m3/dtk) (m3/dtk)

- - 0 29 316.392 0.000 7.383 29 506.392 5.436 13.172 29 868.675 9.699 20.886 29 123

16.209 15.379 35.231 39 14523.514 25.942 53.382 44 15025.341 39.307 68.503 55 14424.884 50.441 78.863 66 12022.830 58.069 83.941 75 11319.633 61.808 83.953 82 9516.209 61.818 80.113 85 7913.469 58.990 74.122 84 6510.730 54.579 66.688 80 55

8.904 49.105 59.140 73 467.305 43.547 51.843 64 406.392 38.174 45.415 54 355.479 33.440 39.698 44 315.023 29.231 34.996 36 274.794 25.769 31.270 30 254.566 23.025 28.263 25 244.338 20.811 25.821 22 234.338 19.013 23.987 19 22

Q1

C1.IA C2.IB

0 5 10 15 20 250

20

40

60

80

100

120

140

160

Hidrograf Banjir Pengukuran dan Banjir Hi-tungan Sungai Metode Muskingum Kon-

vensional

Outflow hitungan Inflow pengukuranOutflow pengukuran Outflow bandingan

Waktu (Jam)

Deb

it (m

3/dt

k)

0 5 10 15 20 250

20

40

60

80

100

120

140

160

Hidrograf Banjir Pengukuran dan Banjir Hi-tungan Sungai Metode Muskingum Kon-

vensional

Outflow hitungan Inflow pengukuranOutflow pengukuran Outflow bandingan

Waktu (Jam)

Deb

it (m

3/dt

k)