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Hidrograf Banjir (Inflow) T (jam) 0 1 2 3 4 5 6 7 Q (m3/det) 8 123 286 371 316 266 192 143 Volume Tampungan Waduk (Elv. Spillway = +90,00) Elv. Muka Air Waduk (m) 90.00 90.50 91.00 91.50 92.00 92.50 Volume Waduk (*10^6 m3) 50.03 51.26 52.56 53.72 55.72 57.22 Volume Tampungan Kolam Elevasi Muka Air Kolam (m) 20 20.5 21 21.5 22 22.5 Volume Kolam (*10^4 m3) 0.56 2.3 8.2 16 23 30.1 0 2 4 6 8 10 12 0 50 100 150 200 250 300 350 400 Inflow Waduk T (jam) Q (m3/det) 50.00 52.00 54.00 56.00 58.00 60.00 62.00 87.00 88.00 89.00 90.00 91.00 92.00 93.00 94.00 95.00 Tampungan Waduk Volume (x 10^6 m3) Elevasi Muka Air Waduk (m)

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Page 1: Siap Print Tabel

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)

Page 2: Siap Print Tabel

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)

Page 3: Siap Print Tabel

10 11 1233 20 10

94.00 94.5060.93 62.73

Volume Kolam Ef 43.54 *10^4 m3

Page 4: Siap Print Tabel

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

Page 5: Siap Print Tabel

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)

Page 6: Siap Print Tabel

0 2 4 6 8 10 12 140

50100150200250300350

Inflow Waduk

T (jam)

Q (m

3/de

t)

Page 7: Siap Print Tabel

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

Page 8: Siap Print Tabel

-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)

Page 9: Siap Print Tabel

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

Page 10: Siap Print Tabel

= 0.000127

Jumlah Bangunan Terjun (n) = (Is*Ls)/hmax [h max = h bangunan terjun max] = 5.7115 [ 2 m ] = 6

Page 11: Siap Print Tabel

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

Page 12: Siap Print Tabel

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

Page 13: Siap Print Tabel

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

Page 14: Siap Print Tabel

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

Page 15: Siap Print Tabel

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

Page 16: Siap Print Tabel

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

Page 17: Siap Print Tabel

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

Page 18: Siap Print Tabel

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