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Hidrograf Banjir (Inflow)T (jam) 0 1 2 3 4 5 6 7 8 9
Q (m3/det) 8 123 286 371 316 266 192 143 96 60
Volume Tampungan Waduk (Elv. Spillway = +90,00)Elv. Muka Air Waduk (m) 90.00 90.50 91.00 91.50 92.00 92.50 93.00 93.50
Volume Waduk (*10^6 m3) 50.03 51.26 52.56 53.72 55.72 57.22 58.33 59.96
Volume Tampungan KolamElevasi Muka Air Kolam (m) 20 20.5 21 21.5 22 22.5 23 23.5Volume Kolam (*10^4 m3) 0.56 2.3 8.2 16 23 30.1 37.1 44.1
0 2 4 6 8 10 12 140
50
100
150
200
250
300
350
400
Inflow Waduk
T (jam)
Q (m
3/de
t)
50.00 52.00 54.00 56.00 58.00 60.00 62.00 64.0087.00
88.00
89.00
90.00
91.00
92.00
93.00
94.00
95.00
Tampungan Waduk
Volume (x 10^6 m3)
Elev
asi M
uka
Air W
aduk
(m)
0 5 10 15 20 25 30 35 40 45 5018
19
20
21
22
23
24
Tampungan Kolam
Volume (x 10^4 m3)
Elev
asi M
uka
Air K
olam
(m)
0 5 10 15 20 25 30 35 40 45 5018
19
20
21
22
23
24
Tampungan Kolam
Volume (x 10^4 m3)
Elev
asi M
uka
Air K
olam
(m)
10 11 1233 20 10
94.00 94.5060.93 62.73
Volume Kolam Ef 43.54 *10^4 m3
Tabel Perhitungan Flood Routing
StepΔt Inflow Waduk Inflow Rata-rata Volume Inflow Ew Asumsi Outflow Waduk Outflow Rata-rata Volume Outflow
I Ir VI E was O Or VO(detik) (m^3/s) (m^3/s) (x 10^4 m^3) (m) (m^3/s) (m^3/s) (x 10^4 m^3)
1 2 3 4 5 6 = 3*5 7 8 9 101 0 8 90 0.000
3600 64.5 23.22 1.158 0.4172 1 121 90.07 2.315
3600 200.5 72.18 15.224 5.4813 2 280 90.37 28.133
3600 297.5 107.1 52.250 18.8104 3 315 90.72 76.368
3600 312.5 112.5 100.684 36.2465 4 310 91 125.000
3600 285 102.6 153.647 55.3136 5 260 91.29 182.294
3600 226.5 81.54 188.094 67.7147 6 193 91.34 193.895
3600 167 60.12 190.658 68.6378 7 141 91.31 187.420
3600 115.5 41.58 177.931 64.0559 8 90 91.22 168.442
3600 75 27 156.326 56.27810 9 60 91.10 144.211
3600 45.5 16.38 132.184 47.58611 10 31 90.97 120.157
3600 25.5 9.18 109.924 39.57312 11 20 90.86 99.691
Jam ke - t
3600 15 5.4 90.929 32.73413 12 10 90.76 82.166
3600 5 1.8 74.291 26.74514 13 0 90.66 66.415
B (Spillway) = 50 m 5000 905123 90.55253 915372 91.55572 925722 92.55830 935993 93.56090 946270 94.5
0 1 2 3 4 5 6 7 8 9 10 11 120
50
100
150
200
250
300
350
64.5
200.5
297.5312.5
285
226.5
167
115.5
7545.5
25.5 15 51.158 15.224
52.250
100.684
153.647188.094190.658177.931
156.326132.184
109.92490.929
74.291
GRAFIK INFLOW DAN OUTFLOW
INFLOW OUTFLOW
JAM KE-
Q (m
3/s)
0 2 4 6 8 10 12 140
50100150200250300350
Inflow Waduk
T (jam)
Q (m
3/de
t)
0 2 4 6 8 10 12 140
50100150200250300350
Inflow Waduk
T (jam)
Q (m
3/de
t)
Tabel Perhitungan Flood Routing
Tampungan Waduk Tampungan Total Elevasi Muka Air WadukΔs Sw Ew
(x 10^4 m^3) (x 10^4 m^3) (m)11 = 6-10 12 = Sw + 11 13
5003 9022.803 0 64.5 1.158
5025.803 90.07 1 200.5 15.22466.699 2 297.5 52.250
5092.503 90.37 3 312.5 100.68488.290 4 285 153.647
5180.793 90.72 5 226.5 188.09476.254 6 167 190.658
5257.046 91.02 7 115.5 177.93147.287 8 75 156.326
5304.334 91.22 9 45.5 132.18413.826 10 25.5 109.924
5318.160 91.28 11 15 90.929-8.517 12 5 74.291
5309.643 91.24-22.475
5287.168 91.15-29.278
5257.890 91.02-31.206
5226.684 90.90-30.393
5196.291 90.78
-27.3345168.957 90.68
-24.9455144.012 90.58
90.1048914397094
0 1 2 3 4 5 6 7 8 9 10 11 120
50
100
150
200
250
300
350
64.5
200.5
297.5312.5
285
226.5
167
115.5
7545.5
25.5 15 51.158 15.224
52.250
100.684
153.647188.094190.658177.931
156.326132.184
109.92490.929
74.291
GRAFIK INFLOW DAN OUTFLOW
INFLOW OUTFLOW
JAM KE-
Q (m
3/s)
Normalisasi 1-2Q 1-2 = 311.987 m3 (ambil Outflow Waduk terbesar)Ls 1-2 = 21.03 kmEd 1 = 44.03 m (Elv. Dasar)Ed 2 = 20.02 m
Is =(Ed 1 - Ed 2)/Ls = 0.001142
Jumlah Bangunan Terjun (n) = (Is*Ls)/hmax [h max = h bangunan terjun max] = 12.005 [ 2 m ] = 13
Normalisasi 2-3Q 2-3 = 260 m3 (ambil Outflow Waduk terbesar)Ls 2-3 = 11.12 kmEd 2 = 20.02 m (Elv. Dasar)Ed 3 = 10.003 m
Is =(Ed 2 - Ed 3)/Ls = 0.000901
Jumlah Bangunan Terjun (n) = (Is*Ls)/hmax [h max = h bangunan terjun max] = 5.0085 [ 2 m ] = 6
Normalisasi 3-4Q 3-4 = 104 m3 (ambil Outflow Waduk terbesar)Ls 3-4 = 14.02 kmEd 3 = 10.003 m (Elv. Dasar)Ed 4 = -2.30 m
Is =(Ed 3 - Ed 4)/Ls = 0.000878
Jumlah Bangunan Terjun (n) = (Is*Ls)/hmax [h max = h bangunan terjun max] = 6.1515 [ 2 m ] = 7
Normalisasi 3-5 (Floodway)Q 3-5 = 156 m3 (ambil Outflow Waduk terbesar)Ls 3-5 = 90.3 kmEd 3 = 10.003 m (Elv. Dasar)Ed 5 = -1.42 m
Is =(Ed 3 - Ed 5)/Ls
= 0.000127
Jumlah Bangunan Terjun (n) = (Is*Ls)/hmax [h max = h bangunan terjun max] = 5.7115 [ 2 m ] = 6
PEMBAGIAN DEBIT BANJIR DI TITIK 3
Q 3-4 =40% * Q 2-3 (alur lama) = 104 m3
Q 3-5 =60% * Q 2-3 (floodway)156 m3
Volum Total Kolam
T (jam)Δt Q1 Q2 QIk Vik QOk Vok
(detik) (m3/det) (m3/det) (m3/det) m3 (m3/det) m30 0.000 0.000 0.000 0
3600 0 01 2.315 3.375 0.000 0
3600 0 02 28.133 27.000 1.133 0
3600 0 03 76.368 162.267 0.000 0
3600 0 04 125.000 260.000 0.000 0
3600 0 05 182.294 260.000 0.000 0
3600 0 06 193.895 260.000 0.000 0
3600 0 07 187.420 248.254 0.000 0
3600 0 08 168.442 211.516 0.000 0
3600 0 09 144.211 174.693 0.000 0
3600 0 010 120.157 64.000 56.157 0
3600 0 011 99.691 56.648 43.043 0
3600 0 012 82.166 49.602 32.564 0
Volume total kolam
x104 m3 (*10^4 m3)
0 0.000
0 0.204
0 0.204
0 0.000 36124585.2
0 0.000 33
0 0.000
0.000
0.000
0.000
10.108
17.856
13.609
41.981
Volume Kolam komulatif
Volume Kolam Vk
Bentuk Saluran : Persegi (Asumsi)
Alur Sungai 1-2Data yang dibutuhkanQ = 311.987 m3 Luas Penampang (A)Is = 0.00100 A = (b+mh)hb = 28 m =(37h+h2n = 0.03 P = b + 2h (1+m2)0,5m = 1 =37+2(2)^0,5*h
Jari-jari HidraulisR = A/P =
Persamaan DebitQ =((1/n)*(R^(2/3))*(Is^(1/2))*A) Perhitungan h menggunakan Trial & Error
h b m IsTinggi Jagaan (m) (m)Fr = (0.5*h)^(1/2) 3.8 28 1 0.00100 = 0 m 3.9 28 1 0.00100
4.0 28 1 0.001004.1 28 1 0.001004.2 28 1 0.00100
Alur Sungai 2-3Data yang dibutuhkanQ = 260 m3 Luas Penampang (A)Is = 0.000903 A = (b+mh)hb = 30 m =(37h+h2n = 0.03 P = b + 2h (1+m2)0,5m = 1 =37+2(2)^0,5*h
Jari-jari HidraulisR = A/P =
Persamaan DebitQ =((1/n)*(R^(2/3))*(Is^(1/2))*A) Perhitungan h menggunakan Trial & Error
h b m IsTinggi Jagaan (m) (m)Fr = (0.5*h)^(1/2) 3.3 30 1 0.000903 = 0 m 3.4 30 1 0.000903
3.5 30 1 0.0009033.6 30 1 0.0009033.7 30 1 0.000903
Alur Sungai 3-4Data yang dibutuhkanQ = 104 m3 Luas Penampang (A)Is = 0.000803 A = (b+mh)hb = 32 m =(37h+h2n = 0.03 P = b + 2h (1+m2)0,5m = 1 =37+2(2)^0,5*h
Jari-jari HidraulisR = A/P =
Persamaan DebitQ =((1/n)*(R^(2/3))*(Is^(1/2))*A) Perhitungan h menggunakan Trial & Error
h b m IsTinggi Jagaan (m) (m)Fr = (0.5*h)^(1/2) 1.8 32 1 0.000803 = 0 m 1.9 32 1 0.000803
2.0 32 1 0.0008032.1 32 1 0.0008032.2 32 1 0.000803
Alur Sungai 3-5Data yang dibutuhkanQ = 156 m3 Luas Penampang (A)Is = 0.000800 A = (b+mh)hb = 40 m =(37h+h2n = 0.03 P = b + 2h (1+m2)0,5m = 1 =37+2(2)^0,5*h
Jari-jari HidraulisR = A/P =
Persamaan DebitQ =((1/n)*(R^(2/3))*(Is^(1/2))*A) Perhitungan h menggunakan Trial & Error
h b m IsTinggi Jagaan (m) (m)Fr = (0.5*h)^(1/2) 2.1 34 1 0.0008 = 0 m 2.2 34 1 0.0008
2.3 34 1 0.00082.5 34 1 0.00082.6 34 1 0.0008
nA P R Q
(m2) m (m) (m3/s)0.03 120.84 38.748 3.119 271.8920.03 124.41 39.031 3.187 284.0310.03 128 39.314 3.256 296.3920.03 131.61 39.597 3.324 308.9740.03 135.24 39.879 3.391 321.777 >>> diambil h yang lebih besar dgn Q yg lebih besar
h = 0 m
nA P R Q
(m2) m (m) (m3/s)0.03 109.89 39.334 2.794 218.3440.03 113.56 39.617 2.866 229.5340.03 117.25 39.899 2.939 240.9530.03 120.96 40.182 3.010 252.6010.03 124.69 40.465 3.081 264.477 >>> diambil h yang lebih besar dgn Q yg lebih besar
h = 0 m
nA P R Q
(m2) m (m) (m3/s)0.03 60.84 37.091 1.640 79.9290.03 64.41 37.374 1.723 87.4540.03 68 37.657 1.806 95.2480.03 71.61 37.940 1.887 103.3070.03 75.24 38.223 1.968 111.628 >>> diambil h yang lebih besar dgn Q yg lebih besar
nA P R Q
(m2) m (m) (m3/s)0.03 75.81 39.940 1.898 109.5720.03 79.64 40.223 1.980 118.3940.03 83.49 40.505 2.061 127.4890.03 91.25 41.071 2.222 146.4830.03 95.16 41.354 2.301 156.376 >>> diambil h yang lebih besar dgn Q yg lebih besar
h = 0 m
NO 60xVs td (menit)
1 242.7 90 2.70 5 7.702 106 90 1.18 5 6.183 133 90 1.48 5 6.484 30 90 0.33 5 5.335 57 90 0.63 5 5.636 141.5 90 1.57 5 6.577 25.7 90 0.29 5 5.298 81 90 0.90 5 5.909 50 90 0.56 5 5.5610 127.84 90 1.42 5 6.4211 304.2 90 3.38 5 8.38
Tahun
(mm) (mm)1999 165 4545.9957762000 105 55.11577600000012001 70.84 714.8136962002 85.15 154.4054762003 61.89 1273.490596
n 5jumlah 487.88 6743.82132Xrata2 97.576Sx 41.06
panjang saluran
to (menit)
tc (menit)
Curah Hujan Maksimum
(X-Xrata-rata)2