Bendungan I

ANALISA HIDROGRAF BANJIR

Langkah-langkah perhitungan

Sebaran hujan jam-jaman dipakai model mononobe, dengan rumus :

t T

dimana :

Rt = intensitas hujan rata-rata dalam T jam

t = Waktu mulai hujan

T = Waktu konsentrasi hujan

untuk daerah di Indonesia rata-rata t = 6 jam, maka :

T = 1 jam

T = 2 jam

T = 3 jam

T = 4 jam

T = 5 jam

T = 6 jam

Curah Hujan jam-jaman

Rumus Rt = (t x Rt) - ((t-1)(Rt-1))

dengan Rt = prosentase intensitas

1 jam R1 = (1 x 0.5503R24) - ((1-1) x R0)

= 0.5503R24 - 0

= 0.5503 x 100% = 55,0321 %

2 jam R2 = (2 x 0.3467R24) - ((2-1) x 0.5503R24)

= 0.6934R24 - 0.5503R24

= 0.1430 x 100% = 14,304 %

3 jam R3 = (3 x 0.2646R24) - ((3-1) x 0.3467R24)

= 0,7937R24 - 0.6934R24

= 0.1003x 100% = 10,0339 %

4 jam R4 = (4 x 0.2184R24) - ((4-1) x 0.2646R24)

= 0.8736R24 - 0.7937R24

= 0.0799 x 100% = 7,988 %

5 jam R5 = (5 x 0.1882R24) - ((5-1) x 0.2184R24)

Rt = R24

x ( t )2/3

R24

= Curah Hujan efektif dalam satu hari

R1 = R24

/6 x (6/1)2/3 = 0.5503 x R24

R2 = R24

/6 x (6/2)2/3 = 0.3467 x R24

R3 = R24

/6 x (6/3)2/3 = 0.2646 x R24

R4 = R24

/6 x (6/4)2/3 = 0.2184 x R24

R5 = R24

/6 x (6/5)2/3 = 0.1882 x R24

R6 = R24

/6 x (6/6)2/3 = 0.1667 x R24

= 0.941R24 - 0.8736R24

= 0.0675 x 100% = 6,7456 %

6 jam R6 = (6 x 0.1667R24) - ((6-1) x 0.1882R24)

= R24 - 0.941R24

= 0.059 x 100% = 5,8964 %

Rumus = Nisbah*c*(R24/100)ANALISA HIDROGRAF BANJIR

Untuk Tr 25 tahun

curah hujan rancangan 25 th =

- Koefisien pengaliran = 0,8

curah hujan netto

Jam Nisbah %

1 55.03

2 14.30

3 10.03

4 7.99

5 6.75

6 5.90

100.00

Untuk Tr 50 tahun



curah hujan efektif

Jam Nisbah %

1 55.03

2 14.30

3 10.03

4 7.99

5 6.75

6 5.90

Untuk Tr 200 tahun



curah hujan efektif

Jam Nisbah %

1 55.03

2 14.30

3 10.03

4 7.99

5 6.75

6 5.90

Rumus = Nisbah*c*(R24/100) c 0.8

171 mm/hari

136.800 mm/hari

C.H.netto jam-jaman

75.284

19.568

13.726

10.928

9.228

8.066

136.800

193 mm/hari

C.H.netto jam-jaman

84.970

22.085

15.492

12.333

10.415

9.104

222 mm/hari

C.H.netto jam-jaman

97.737

25.404

17.820

14.187

11.980

10.472

Untuk Tr 1000 tahun



curah hujan efektif

Jam Nisbah %

1 55.03

2 14.30

3 10.03

4 7.99

5 6.75

6 5.90

Untuk Tr PMF tahun

curah hujan rancangan PMP th =


curah hujan efektif

Jam Nisbah %

1 55.0321

2 14.3040

3 10.0339

4 7.9880

5 6.7456

6 5.8964

252 mm/hari

C.H.efektif jam-jaman

110.945

28.837

20.228

16.104

13.599

11.887

599 mm/hari

C.H.efektif jam-jaman

263.714

68.545

48.083

38.278

32.325

28.256

No JAM KE HUJAN JAM-JAMAN25th 50th 200th

1 1.00 75.284 84.970 97.7372 2.00 19.568 22.085 25.4043 3.00 13.726 15.492 17.8204 4.00 10.928 12.333 14.1875 5.00 9.228 10.415 11.9806 6.00 8.066 9.104 10.472Probabilitas Hujan harian 171.000 193.000 222.000

Koefisien pengaliran 0.800 0.800 0.800Hujan Efektif 136.800 154.400 177.600

Sumber : Perhitungan

KONTROL 136.8000 154.4000 177.6000

HUJAN JAM-JAMAN Tr 25 50 2001000th PMF CH 171 193 222110.945 263.71428.837 68.54520.228 48.08316.104 38.27813.599 32.32511.887 28.256

252.000 599.0000.800 0.800

201.600 479.200

201.6000 479.2000

1000 PMF

252 599

Diketahui :

Luas DAS ( A ) =

Panjang Sungai Utama ( L ) =

Parameter Alfa ( a ) =

Ro =

tg = 0,4+0,058L =

tr = 0.75*tg =

Tp = tg + (0,8 * tr) =

=

=

Ordinat Hidrograf Satuan dengan Metode Nakayasu

Untuk t = 0 < t < 3,795 kurva naik

Untuk t = 3,795 < t < 8,539 kurva turun a

Untuk t = 8,539 < t < 15,655

Untuk t = t > 15,655

T0,3

= a * tg

Qp = (A * Ro) / (3,6 * ((0,3 * Tp) + T0,3

)

Ordinat Hidrograf Satuan dengan Metode Nakayasu

t (jam) ket Untuk t = 0 < t < 3,795239 0 0.0000

Qa1 0.4596 Untuk t = 3,795 < t < 8,539

34 2 2.42573 6.4188 Untuk t = 8,539 < t < 15,655

2 4 10.7141

Qd15 8.3126 Untuk t = t > 15,655

1 6 6.44947 5.0038

2.372 8 3.88229 3.1318

Qd2

1.779 10 2.644311 2.2327

3.795 12 1.885213 1.5917

4.744 14 1.344015 1.1038

Qd3

11.286 16 0.972217 0.856418 0.754319 0.664420 0.585221 0.515522 0.454123 0.399924 0.352325 0.310326 0.273327 0.240728 0.212129 0.186830 0.164531 0.144932 0.127633 0.112434 0.099035 0.087236 0.0768

Ro = Vol_UV/A = 1

Q (m3/dt)

Untuk t = 0 < t < 3,795 Tabel Waktu Lengkung Hidrograf Nakayasu

Untuk t = 3,795 < t < 8,539

No Karakteristik NotasiUntuk t = 8,539 < t < 15,655

1 Lengkung Naik Qd0Untuk t = t > 15,655 2 Lengkung Turun Tahap 1 Qd1

3 Lengkung Turun Tahap 2 Qd24 Lengkung Turun Tahap 3 Qd3

KeteranganTg = 2.372Tr = 1.779Tp = 3.795

= 4.744Qp = 11.286

Persamaan Lengkung Hidrograf Nakayasu

No Karakteristik Notasi

1 Lengkung Naik Qd02 Lengkung Turun Tahap 1 Qd13 Lengkung Turun Tahap 2 Qd24 Lengkung Turun Tahap 3 Qd3

T0,3

0 4 8 12 16 20 24 28 32 360.00

2.00

4.00

6.00

8.00

10.00

12.00

HSS METODE NAKAYASU

t (jam)

UH (m3/dt/mm)

0 4 8 12 16 20 24 28 32 360.00

2.00

4.00

6.00

8.00

10.00

12.00

HSS METODE NAKAYASU

t (jam)

UH (m3/dt/mm)

Awal (jam) Akhir (jam)Notasi Nilai Notasi Nilai

0 0.000 Tp 3.795Tp 3.795 8.5392

8.539 15.655215.655 24 24

Persamaan

Qp. (t/Tp)^2,4Qp. 0,3^[(t-Tp)/T0,3]Qp. 0,3^(t-Tp+0,5.T0,3)/(1,5.T0,3)Qp. 0,3^(t-Tp+1.5T0.3)/(2.T0.3)

Tp + T0,3

Tp + T0,3

Tp + 2,5 T0,3

Tp + 2,5 T0,3

0 4 8 12 16 20 24 28 32 360.00

2.00

4.00

6.00

8.00

10.00

12.00

HSS METODE NAKAYASU

t (jam)

UH (m3/dt/mm)

0 4 8 12 16 20 24 28 32 360.00

2.00

4.00

6.00

8.00

10.00

12.00

HSS METODE NAKAYASU

t (jam)

UH (m3/dt/mm)

Tr 25 tahun

Jam Qt Akibat Hujan jam-jaman

ke 75.284 19.568 13.726 10.9280 0.000 0.000 0.000 0.000 0.0001 0.460 34.599 0.000 0.000 0.0002 2.426 182.617 8.993 0.000 0.0003 6.419 483.236 47.466 6.308 0.0004 10.714 806.601 125.603 33.296 5.0225 8.313 625.806 209.652 88.108 26.5076 6.449 485.535 162.660 147.066 70.1427 5.004 376.705 126.201 114.102 117.0798 3.882 292.269 97.914 88.527 90.8379 3.132 235.773 75.967 68.684 70.47610 2.644 199.074 61.282 53.289 54.67911 2.233 168.087 51.743 42.988 42.42312 1.885 141.924 43.689 36.297 34.22313 1.592 119.833 36.889 30.647 28.89614 1.344 101.181 31.147 25.877 24.39815 1.104 83.096 26.299 21.849 20.60016 0.972 73.193 21.598 18.448 17.39417 0.856 64.471 19.025 15.151 14.68718 0.754 56.788 16.757 13.345 12.06219 0.664 50.020 14.760 11.755 10.62420 0.585 44.059 13.001 10.354 9.35821 0.515 38.808 11.452 9.120 8.24322 0.454 34.183 10.087 8.033 7.26023 0.400 30.110 8.885 7.076 6.39524 0.352 26.521 7.826 6.233 5.63325 0.310 23.361 6.893 5.490 4.96226 0.273 20.577 6.072 4.836 4.37027 0.241 18.125 5.348 4.259 3.85028 0.212 15.965 4.711 3.752 3.39129 0.187 14.062 4.150 3.305 2.98730 0.165 12.386 3.655 2.911 2.63131 0.145 10.910 3.219 2.564 2.31732 0.128 9.610 2.836 2.258 2.04133 0.112 8.465 2.498 1.989 1.79834 0.099 7.456 2.200 1.752 1.58435 0.087 6.567 1.938 1.543 1.39536 0.077 5.785 1.707 1.359 1.229

(m3/dt)

Tr 50 tahun

Akibat Hujan jam-jaman Qbaseflow Qbanjir Jam Qt

9.228 8.066 ke

0.000 0.000 2.000 2.000 0 0.0000.000 0.000 2.000 36.599 1 0.4600.000 0.000 2.000 193.610 2 2.4260.000 0.000 2.000 539.010 3 6.4190.000 0.000 2.000 972.522 4 10.7144.241 0.000 2.000 956.314 5 8.31322.384 3.707 2.000 893.495 6 6.44959.233 19.566 2.000 814.887 7 5.00498.869 51.776 2.000 722.191 8 3.88276.708 86.423 2.000 616.031 9 3.13259.514 67.052 2.000 496.890 10 2.64446.175 52.022 2.000 405.439 11 2.23335.825 40.362 2.000 334.320 12 1.88528.900 31.315 2.000 278.480 13 1.59224.401 25.262 2.000 234.266 14 1.34420.603 21.330 2.000 195.778 15 1.10417.396 18.010 2.000 168.040 16 0.97214.689 15.206 2.000 145.227 17 0.85612.402 12.839 2.000 126.193 18 0.75410.186 10.841 2.000 110.186 19 0.6648.972 8.903 2.000 96.647 20 0.5857.902 7.842 2.000 85.368 21 0.5156.961 6.908 2.000 75.433 22 0.4546.131 6.084 2.000 66.681 23 0.4005.401 5.359 2.000 58.973 24 0.3524.757 4.721 2.000 52.183 25 0.3104.190 4.158 2.000 46.203 26 0.2733.691 3.663 2.000 40.935 27 0.2413.251 3.226 2.000 36.295 28 0.2122.863 2.842 2.000 32.208 29 0.1872.522 2.503 2.000 28.608 30 0.1652.222 2.205 2.000 25.437 31 0.1451.957 1.942 2.000 22.644 32 0.1281.724 1.711 2.000 20.184 33 0.1121.518 1.507 2.000 18.017 34 0.0991.337 1.327 2.000 16.108 35 0.0871.178 1.169 2.000 14.427 36 0.077

Q 25 Th 972.522

(m3/dt) (m3/dt) (m3/dt)

Akibat Hujan jam-jaman Qbaseflow

84.970 22.085 15.492 12.333 10.415 9.1040.000 0.000 0.000 0.000 0.000 0.000 2.00039.051 0.000 0.000 0.000 0.000 0.000 2.000206.111 10.150 0.000 0.000 0.000 0.000 2.000545.407 53.573 7.120 0.000 0.000 0.000 2.000910.374 141.763 37.580 5.668 0.000 0.000 2.000706.319 236.625 99.443 29.917 4.787 0.000 2.000548.002 183.587 165.987 79.167 25.264 4.184 2.000425.170 142.437 128.782 132.142 66.853 22.084 2.000329.871 110.511 99.916 102.523 111.589 58.437 2.000266.106 85.740 77.521 79.543 86.577 97.542 2.000224.686 69.167 60.145 61.714 67.171 75.678 2.000189.713 58.401 48.519 47.881 52.115 58.715 2.000160.183 49.310 40.967 38.626 40.434 45.555 2.000135.250 41.635 34.590 32.613 32.618 35.344 2.000114.198 35.154 29.206 27.537 27.541 28.512 2.00093.787 29.682 24.660 23.251 23.254 24.074 2.00082.610 24.377 20.822 19.632 19.634 20.327 2.00072.765 21.472 17.100 16.576 16.578 17.163 2.00064.094 18.913 15.062 13.613 13.998 14.491 2.00056.455 16.659 13.267 11.991 11.496 12.236 2.00049.727 14.674 11.686 10.562 10.126 10.049 2.00043.801 12.925 10.293 9.303 8.919 8.851 2.00038.581 11.385 9.067 8.195 7.856 7.796 2.00033.983 10.028 7.986 7.218 6.920 6.867 2.00029.934 8.833 7.034 6.358 6.095 6.049 2.00026.366 7.780 6.196 5.600 5.369 5.328 2.00023.224 6.853 5.458 4.933 4.729 4.693 2.00020.456 6.036 4.807 4.345 4.166 4.134 2.00018.019 5.317 4.234 3.827 3.669 3.641 2.00015.871 4.683 3.730 3.371 3.232 3.207 2.00013.980 4.125 3.285 2.969 2.847 2.825 2.00012.314 3.634 2.894 2.615 2.507 2.488 2.00010.846 3.201 2.549 2.304 2.209 2.192 2.0009.554 2.819 2.245 2.029 1.945 1.931 2.0008.415 2.483 1.978 1.787 1.714 1.701 2.0007.412 2.187 1.742 1.574 1.509 1.498 2.0006.529 1.927 1.534 1.387 1.329 1.319 2.000

(m3/dt)

Tr 200 tahun

Qbanjir Jam Qt Akibat Hujan jam-jaman

ke 97.737 25.404 17.8202.000 0 0.000 0.000 0.000 0.00041.051 1 0.460 44.918 0.000 0.000218.261 2 2.426 237.081 11.675 0.000608.099 3 6.419 627.359 61.622 8.1901097.385 4 10.714 1047.166 163.064 43.2271079.091 5 8.313 812.450 272.180 114.3851008.191 6 6.449 630.344 211.173 190.928919.468 7 5.004 489.056 163.840 148.133814.847 8 3.882 379.437 127.116 114.930695.029 9 3.132 306.091 98.624 89.169560.561 10 2.644 258.447 79.559 69.182457.344 11 2.233 218.219 67.176 55.809377.074 12 1.885 184.252 56.720 47.122314.050 13 1.592 155.573 47.891 39.787264.148 14 1.344 131.357 40.437 33.594220.708 15 1.104 107.879 34.142 28.365189.402 16 0.972 95.023 28.040 23.950163.654 17 0.856 83.699 24.698 19.669142.171 18 0.754 73.724 21.755 17.325124.104 19 0.664 64.938 19.162 15.261108.824 20 0.585 57.199 16.879 13.44296.093 21 0.515 50.383 14.867 11.84084.880 22 0.454 44.378 13.096 10.42975.003 23 0.400 39.090 11.535 9.18666.303 24 0.352 34.431 10.160 8.09158.640 25 0.310 30.328 8.949 7.12751.890 26 0.273 26.714 7.883 6.27845.944 27 0.241 23.530 6.943 5.53040.707 28 0.212 20.726 6.116 4.87136.094 29 0.187 18.256 5.387 4.29032.031 30 0.165 16.080 4.745 3.77928.452 31 0.145 14.164 4.180 3.32925.300 32 0.128 12.476 3.682 2.93222.523 33 0.112 10.989 3.243 2.58320.077 34 0.099 9.680 2.856 2.27517.923 35 0.087 8.526 2.516 2.00416.025 36 0.077 7.510 2.216 1.7651097.385

(m3/dt) (m3/dt)

Akibat Hujan jam-jaman Qbaseflow Qbanjir Jam

14.187 11.980 10.472 ke

0.000 0.000 0.000 2.000 2.000 00.000 0.000 0.000 2.000 46.918 10.000 0.000 0.000 2.000 250.756 20.000 0.000 0.000 2.000 699.171 36.520 0.000 0.000 2.000 1261.976 4

34.413 5.506 0.000 2.000 1240.934 591.062 29.060 4.813 2.000 1159.380 6

151.998 76.898 25.402 2.000 1057.326 7117.928 128.356 67.218 2.000 936.985 891.495 99.586 112.198 2.000 799.163 970.987 77.264 87.050 2.000 644.489 1055.076 59.946 67.538 2.000 525.763 1144.430 46.509 52.400 2.000 433.433 1237.514 37.519 40.655 2.000 360.939 1331.675 31.679 32.796 2.000 303.538 1426.744 26.748 27.691 2.000 253.571 1522.582 22.585 23.381 2.000 217.561 1619.067 19.069 19.742 2.000 187.944 1715.659 16.101 16.669 2.000 163.233 1813.793 13.223 14.074 2.000 142.452 1912.149 11.647 11.559 2.000 124.875 2010.701 10.259 10.181 2.000 110.232 219.426 9.037 8.968 2.000 97.334 228.303 7.960 7.899 2.000 85.972 237.313 7.011 6.958 2.000 75.965 246.442 6.176 6.129 2.000 67.150 255.674 5.440 5.398 2.000 59.386 264.998 4.791 4.755 2.000 52.547 274.402 4.220 4.188 2.000 46.523 283.878 3.717 3.689 2.000 41.217 293.415 3.274 3.249 2.000 36.544 303.008 2.884 2.862 2.000 32.427 312.650 2.540 2.521 2.000 28.801 322.334 2.238 2.221 2.000 25.607 332.056 1.971 1.956 2.000 22.794 341.811 1.736 1.723 2.000 20.316 351.595 1.529 1.518 2.000 18.133 36

max 1261.976

(m3/dt) (m3/dt)

Tr 1000 tahun

Qt Akibat Hujan jam-jaman

110.945 28.837 20.228 16.104 13.599 11.8870.000 0.000 0.000 0.000 0.000 0.000 0.0000.460 50.989 0.000 0.000 0.000 0.000 0.0002.426 269.119 13.253 0.000 0.000 0.000 0.0006.419 712.137 69.950 9.297 0.000 0.000 0.00010.714 1188.675 185.099 49.068 7.401 0.000 0.0008.313 922.240 308.962 129.843 39.063 6.250 0.0006.449 715.525 239.710 216.729 103.368 32.987 5.4635.004 555.145 185.980 168.151 172.538 87.290 28.8353.882 430.712 144.294 130.461 133.865 145.702 76.3023.132 347.454 111.951 101.219 103.860 113.043 127.3602.644 293.372 90.311 78.531 80.580 87.705 98.8132.233 247.708 76.254 63.351 62.519 68.047 76.6651.885 209.151 64.384 53.490 50.434 52.794 59.4811.592 176.596 54.363 45.164 42.583 42.589 46.1491.344 149.108 45.901 38.134 35.955 35.960 37.2281.104 122.458 38.756 32.198 30.359 30.363 31.4330.972 107.864 31.829 27.187 25.633 25.637 26.5410.856 95.010 28.036 22.328 21.643 21.646 22.4090.754 83.687 24.695 19.667 17.775 18.277 18.9210.664 73.714 21.752 17.323 15.657 15.010 15.9760.585 64.929 19.160 15.259 13.791 13.221 13.1210.515 57.191 16.876 13.440 12.147 11.646 11.5570.454 50.376 14.865 11.838 10.700 10.258 10.1800.400 44.372 13.094 10.428 9.425 9.035 8.9670.352 39.084 11.533 9.185 8.301 7.959 7.8980.310 34.426 10.159 8.090 7.312 7.010 6.9570.273 30.324 8.948 7.126 6.441 6.175 6.1280.241 26.710 7.882 6.277 5.673 5.439 5.3970.212 23.527 6.942 5.529 4.997 4.791 4.7540.187 20.723 6.115 4.870 4.402 4.220 4.1880.165 18.253 5.386 4.290 3.877 3.717 3.6890.145 16.078 4.744 3.778 3.415 3.274 3.2490.128 14.162 4.179 3.328 3.008 2.884 2.8620.112 12.474 3.681 2.931 2.650 2.540 2.5210.099 10.988 3.242 2.582 2.334 2.237 2.2200.087 9.678 2.856 2.274 2.056 1.971 1.9560.077 8.525 2.516 2.003 1.811 1.736 1.723

max

(m3/dt)

Tr PMF

Qbaseflow Qbanjir Jam Qt Akibat Hujan jam-jaman

ke 263.7142.000 2.000 0 0.000 0.0002.000 52.989 1 0.460 121.1992.000 284.372 2 2.426 639.6922.000 793.384 3 6.419 1692.7392.000 1432.243 4 10.714 2825.4612.000 1408.358 5 8.313 2192.1502.000 1315.782 6 6.449 1700.7922.000 1199.938 7 5.004 1319.5702.000 1063.334 8 3.882 1023.7962.000 906.887 9 3.132 825.8942.000 731.312 10 2.644 697.3402.000 596.542 11 2.233 588.7972.000 491.734 12 1.885 497.1492.000 409.444 13 1.592 419.7662.000 344.286 14 1.344 354.4282.000 287.567 15 1.104 291.0802.000 246.690 16 0.972 256.3912.000 213.072 17 0.856 225.8362.000 185.022 18 0.754 198.9222.000 161.432 19 0.664 175.2162.000 141.480 20 0.585 154.3352.000 124.858 21 0.515 135.9432.000 110.216 22 0.454 119.7422.000 97.320 23 0.400 105.4722.000 85.960 24 0.352 92.9022.000 75.955 25 0.310 81.8312.000 67.141 26 0.273 72.0792.000 59.378 27 0.241 63.4892.000 52.540 28 0.212 55.9232.000 46.517 29 0.187 49.2582.000 41.212 30 0.165 43.3882.000 36.539 31 0.145 38.2172.000 32.423 32 0.128 33.6632.000 28.797 33 0.112 29.6512.000 25.604 34 0.099 26.1182.000 22.791 35 0.087 23.0052.000 20.313 36 0.077 20.263

1432.243

(m3/dt) (m3/dt) (m3/dt)

Hujan Maksimum

Akibat Hujan jam-jaman Qbaseflow

68.545 48.083 38.278 32.325 28.2560.000 0.000 0.000 0.000 0.000 2.0000.000 0.000 0.000 0.000 0.000 2.00031.502 0.000 0.000 0.000 0.000 2.000166.269 22.098 0.000 0.000 0.000 2.000439.978 116.634 17.592 0.000 0.000 2.000734.397 308.635 92.852 14.856 0.000 2.000569.786 515.162 245.704 78.410 12.986 2.000442.072 399.691 410.120 207.487 68.540 2.000342.984 310.103 318.194 346.331 181.368 2.000266.106 240.595 246.873 268.703 302.733 2.000214.667 186.667 191.538 208.474 234.877 2.000181.253 150.584 148.606 161.746 182.231 2.000153.041 127.145 119.880 125.492 141.385 2.000129.219 107.354 101.220 101.234 109.694 2.000109.106 90.644 85.465 85.476 88.490 2.00092.123 76.535 72.162 72.172 74.716 2.00075.658 64.622 60.930 60.938 63.086 2.00066.641 53.072 51.446 51.453 53.267 2.00058.700 46.747 42.251 43.444 44.976 2.00051.704 41.176 37.216 35.679 37.975 2.00045.542 36.269 32.780 31.427 31.188 2.00040.115 31.947 28.874 27.682 27.471 2.00035.334 28.140 25.433 24.383 24.197 2.00031.123 24.786 22.402 21.477 21.313 2.00027.414 21.832 19.732 18.918 18.773 2.00024.147 19.231 17.381 16.663 16.536 2.00021.270 16.939 15.309 14.677 14.566 2.00018.735 14.920 13.485 12.928 12.830 2.00016.502 13.142 11.878 11.388 11.301 2.00014.536 11.576 10.462 10.030 9.954 2.00012.803 10.196 9.216 8.835 8.768 2.00011.277 8.981 8.117 7.782 7.723 2.0009.933 7.911 7.150 6.855 6.803 2.0008.750 6.968 6.298 6.038 5.992 2.0007.707 6.138 5.547 5.318 5.278 2.0006.788 5.406 4.886 4.684 4.649 2.0005.979 4.762 4.304 4.126 4.095 2.000

max

(m3/dt)

25 50 200 1000 PMF972.522 1097.385 1261.976 1432.243 3401.665

Qp (m3/detik)

Tabel Qp Metode Nakayashu

Qbanjir Jam Qp

ke 25 50 200

2.000 0 2.000 2.000 2.000123.199 1 36.599 41.051 46.918673.194 2 193.610 218.261 250.7561883.106 3 539.010 608.099 699.1713401.665 4 972.522 1097.385 1261.9763344.890 5 956.314 1079.091 1240.9343124.840 6 893.495 1008.191 1159.3802849.480 7 814.887 919.468 1057.3262524.775 8 722.191 814.847 936.9852152.903 9 616.031 695.029 799.1631735.564 10 496.890 560.561 644.4891415.217 11 405.439 457.344 525.7631166.090 12 334.320 377.074 433.433970.487 13 278.480 314.050 360.939815.609 14 234.266 264.148 303.538680.788 15 195.778 220.708 253.571583.625 16 168.040 189.402 217.561503.715 17 145.227 163.654 187.944437.040 18 126.193 142.171 163.233380.966 19 110.186 124.104 142.452333.542 20 96.647 108.824 124.875294.031 21 85.368 96.093 110.232259.229 22 75.433 84.880 97.334228.574 23 66.681 75.003 85.972201.572 24 58.973 66.303 75.965177.789 25 52.183 58.640 67.150156.839 26 46.203 51.890 59.386138.387 27 40.935 45.944 52.547122.133 28 36.295 40.707 46.523107.816 29 32.208 36.094 41.21795.206 30 28.608 32.031 36.54484.098 31 25.437 28.452 32.42774.314 32 22.644 25.300 28.80165.696 33 20.184 22.523 25.60758.106 34 18.017 20.077 22.79451.419 35 16.108 17.923 20.31645.530 36 14.427 16.025 18.1333401.665

(m3/dt)

Qp

1000 PMF

2.000 2.00052.989 123.199284.372 673.194793.384 1883.1061432.243 3401.6651408.358 3344.8901315.782 3124.8401199.938 2849.4801063.334 2524.775906.887 2152.903731.312 1735.564596.542 1415.217491.734 1166.090409.444 970.487344.286 815.609287.567 680.788246.690 583.625213.072 503.715185.022 437.040161.432 380.966141.480 333.542124.858 294.031110.216 259.22997.320 228.57485.960 201.57275.955 177.78967.141 156.83959.378 138.38752.540 122.13346.517 107.81641.212 95.20636.539 84.09832.423 74.31428.797 65.69625.604 58.10622.791 51.41920.313 45.530

0 4 8 12 16 20 24 28 32 360.00

500.00

1000.00

1500.00

2000.00

2500.00

3000.00

3500.00

4000.00

HIDROGRAF NAKAYASU

Q 25 thn

Q 50 thn

Q 200 thn

Q 1000 thn

Q PMF

WAKTU t (jam)

Q BANJIR (m3/detik)

(1) (2) (3) (4)0.010.020.030.040.050.060.070.080.09

0.10.110.120.130.140.150.160.170.180.19

0.20.210.220.230.240.250.260.270.280.290.300.310.320.33

D

d2/5D

Qc3D

P

D

hvc

D

d2D

A

D

r2/13/8 gD

Qn

2/13/8 gD

Qn2/13/8 gd

Qn

Tabel 5.18 Analisis Perencanaan Saluran Pengelak

Data Teknis Saluran Pengelak :Bentuk Saluran LingkaranDiameter Saluran (m) 3 1.5

Panjang Saluran (m) 306.2341Elevasi Hulu 355Elevasi Hilir 340

0.0489821349

972.5221372

Angka Kekasaran (Beton) 0.014

Perhitungan Untuk Pengaliran Bebas Rekapitulasi

El. MA Tinggi MA θ A P R B v Q F El. MA Tinggi MA Q

(m) (m) (m) (m) (m) (m/detik) Nilai Keterangan (m) (m)

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (1) (2) (3)355.5 0.5 48.190 0.773 2.522 0.307 0.457 7.189 5.560 3.151 1.765 superkritis 355.000 0.000 0.000356 1 70.529 2.061 3.693 0.558 1.052 10.717 22.088 9.034 2.445 superkritis 355.500 0.500 3.151

356.5 1.5 90.000 3.533 4.712 0.750 1.499 13.045 46.082 16.983 2.713 superkritis 356.000 1.000 9.034357 2 109.471 5.004 5.732 0.873 1.646 14.440 72.255 27.325 2.644 superkritis 356.500 1.500 16.983

357.5 2.5 131.810 6.292 6.902 0.912 1.359 14.863 93.510 42.401 2.205 superkritis 357.000 2.000 27.325357.500 2.500 42.401358.000 3.000 103.860358.500 3.500 114.210359.000 4.000 124.560359.500 4.500 134.909360.000 5.000 140.873360.500 5.500 146.837361.000 6.000 152.801

Perhitungan Untuk Pengaliran Tekan 361.500 6.500 158.765Aliran Tekan Berlaku Jika H > 1,5D 362.000 7.000 164.729

355 0 0 362.500 7.500 170.693El. MA Tinggi MA θ A R Ci Cf Co v Q 355.5 0.5 5.560 363.000 8.000 176.657

(m) (m) (m) (rounded) (gesekan) (outlet) (m/detik) 356 1 22.088 363.500 8.500 182.621(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) 356.5 1.5 46.082 364.000 9.000 188.584

359.5 4.5 8.982 7.069 9.425 0.5 0.236614004 1 19.086 134.909 357 2 72.255 364.500 9.500 194.548365 10 19.801 7.069 9.425 0.5 0.236614004 1 28.367 200.512 357.5 2.5 93.510 365.000 10.000 200.512

359.5 4.5 134.909365 10 200.512

2.5 6.2924.5 7.069

Slope (Δh/ L)

Debit Rencana Q25

th m3/detik

Qc

( o ) (m2) (m3/detik) (m3/detik) (m3/detik)

( o ) (m2) (m3/detik)


Data Teknis Saluran Pengelak :Bentuk Saluran LingkaranDiameter Saluran (m) 4 2


0.0489821349

972.5221372








358.5 3.5 138.590 11.655 9.675 1.205 1.594 17.897 208.587 98.723 2.113 superkritis 358.000 3.000 181.023358.500 3.500 208.587359.000 4.000 222.912359.500 4.500 237.236360.000 5.000 251.560360.500 5.500 265.885361.000 6.000 280.209



(m) (m) (m) (rounded) (gesekan) (outlet) (m/detik) 356 1 27.173 363.500 8.500 330.499(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) 356.5 1.5 59.373 364.000 9.000 340.557361 6 11.956 12.566 12.566 0.5 0.1612335672 1 22.298 280.209 357 2 99.244 364.500 9.500 350.615365 10 19.801 12.566 12.566 0.5 0.1612335672 1 28.701 360.673 357.5 2.5 141.824 365.000 10.000 360.673

358 3 181.023358.5 3.5 208.587

361 6 280.209365 10 360.673

Slope (Δh/ L)

Debit Rencana Q25

th m3/detik

Qc


( o ) (m2) (m3/detik)


Data Teknis Saluran Pengelak :Bentuk Saluran LingkaranDiameter Saluran (m) 5 2.5


0.0489821349

972.5221372


Tabel 4.11 Perhitungan Untuk Pengaliran Bebas Tabel 4.13 Rekapitulasi







359.5 4.5 143.130 18.605 12.490 1.490 1.787 20.619 383.614 188.004 2.040 superkritis 359.000 4.000 351.826359.500 4.500 383.614360.000 5.000 401.671360.500 5.500 419.728361.000 6.000 437.786

Tabel 4.12 Perhitungan Untuk Pengaliran Tekan 361.500 6.500 455.843Aliran Tekan Berlaku Jika H > 1,5D 362.000 7.000 473.900



362.5 7.5 14.915 19.635 15.708 0.5 0.119740788 1 25.055 491.957 357 2 121.259 364.500 9.500 551.772365 10 19.801 19.635 15.708 0.5 0.119740788 1 28.863 566.725 357.5 2.5 179.941 365.000 10.000 566.725

358 3 241.804358.5 3.5 301.347

359 4 351.826359.5 4.5 383.614362.5 7.5 491.957

365 10 566.725

Slope (Δh/ L)

Debit Rencana Q25 th m3/detik

Qc


( o ) (m2) (m3/detik)


Data Teknis Saluran Pengelak :Bentuk Saluran LingkaranDiameter Saluran (m) 5.5 2.75


0.0489821349

972.5221372










360.000 5.000 496.459360.500 5.500 516.234361.000 6.000 536.008




363.25 8.25 16.387 23.758 17.279 0.5 0.1054512823 1 26.306 624.994 357 2 131.061 364.500 9.500 669.172365 10 19.801 23.758 17.279 0.5 0.1054512823 1 28.910 686.843 357.5 2.5 196.726 365.000 10.000 686.843

358 3 268.159358.5 3.5 340.453

359 4 407.883359.5 4.5 463.356

Slope (Δh/ L)


Qc


( o ) (m2) (m3/detik)


Data Teknis Saluran Pengelak :Bentuk Saluran LingkaranDiameter Saluran (m) 6 3


0.0489821349

972.5221372










360.5 5.5 146.443 27.137 15.335 1.770 1.956 23.128 627.630 316.564 1.983 superkritis 360.000 5.000 239.854360.500 5.500 316.564361.000 6.000 382.367



(m) (m) (m) (rounded) (gesekan) (outlet) (m/detik) 356 1 17.828 363.500 8.500 711.384(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) 356.5 1.5 32.947 364.000 9.000 777.187364 9 17.854 28.274 18.850 0.5 0.0939003297 1 27.487 777.187 357 2 51.106 364.500 9.500 797.741365 10 19.801 28.274 18.850 0.5 0.0939003297 1 28.941 818.294 357.5 2.5 72.128 365.000 10.000 818.294

358 3 96.072358.5 3.5 123.280

359 4 154.574359.5 4.5 191.820

Slope (Δh/ L)

Debit Rencana Q25

th m3/detik

Qc


( o ) (m2) (m3/detik)


Data Teknis Saluran Pengelak :Bentuk Saluran LingkaranDiameter Saluran (m) 6.5 3.25


0.0489821349

972.5221372










360.5 5.5 133.813 29.933 15.181 1.972 2.846 24.858 744.060 304.061 2.447 superkritis 360.000 5.000 679.890360.500 5.500 744.060361.000 6.000 768.199




364.75 9.75 19.315 33.183 20.420 0.5 0.08439518 1 28.606 949.241 357 2 148.929 364.500 9.500 937.172365 10 19.801 33.183 20.420 0.5 0.08439518 1 28.962 961.037 357.5 2.5 227.112 365.000 10.000 961.037

358 3 315.486358.5 3.5 409.929

359 4 505.804359.5 4.5 597.851

Slope (Δh/ L)


Qc


( o ) (m2) (m3/detik)

Tabel 5.18 Rekapitulasi Analisis Perencanaan Saluran Pengelak

El. MA Tinggi MA

(m) (m)

355.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000355.500 0.50 3.151 6.600 7.497 7.908 6.268 8.669356.000 1.00 9.034 27.173 31.487 33.443 17.828 37.052356.500 1.50 16.983 59.373 70.449 75.427 32.947 84.558357.000 2.00 27.325 99.244 121.259 131.061 51.106 148.929357.500 2.50 42.401 141.824 179.941 196.726 72.128 227.112358.000 3.00 103.860 181.023 241.804 268.159 96.072 315.486358.500 3.50 114.210 208.587 301.347 340.453 123.280 409.929359.000 4.00 124.560 222.912 351.826 407.883 154.574 505.804359.500 4.50 134.909 237.236 383.614 463.356 191.820 597.851360.000 5.00 140.873 251.560 401.671 496.459 239.854 679.890360.500 5.50 146.837 265.885 419.728 516.234 316.564 744.060361.000 6.00 152.801 280.209 437.786 536.008 382.367 768.199361.500 6.50 158.765 290.267 455.843 555.783 448.171 792.338362.000 7.00 164.729 300.325 473.900 575.557 513.974 816.477362.500 7.50 170.693 310.383 491.957 595.332 579.777 840.616363.000 8.00 176.657 320.441 506.911 615.107 645.580 864.755363.500 8.50 182.621 330.499 521.865 634.881 711.384 888.894364.000 9.00 188.584 340.557 536.818 654.656 777.187 913.033364.500 9.50 194.548 350.615 551.772 669.172 797.741 937.172365.000 10.00 200.512 360.673 566.725 686.843 818.294 961.037

Q 3m

Q 4m

Q 5m

Q 5,5m

Q 6m

Q 6,5m

(m3/detik) (m3/detik) (m3/detik) (m3/detik) (m3/detik) (m3/detik)

0 100 200 300 400 500 600 700 800 900 1000 1100350

352

354

356

358

360

362

364

366

D=3m

D=4m

D=5m

D=5,5m

D=6m

D=6,5m

Axis Title

Axis Title

Hubungan Debit yang Lewat Terowongan (D=3m) dengan Elevasi Muka Air Waduk

El. Muka Air WadukTinggi MA A

(m) (m/detik)

(1) (2) (3) (4) (5)355.5 0.5 0.773 3.151 4.074356 1 2.061 9.034 4.383

356.5 1.5 3.533 16.983 4.808357 2 5.004 27.325 5.461

357.5 2.5 6.292 42.401 6.739358 3 7.069 103.860 14.693

358.5 3.5 7.069 114.210 16.157359 4 7.069 124.560 17.622

359.5 4.5 7.069 134.909 19.086360 5 7.069 140.873 19.929

360.5 5.5 7.069 146.837 20.773361 6 7.069 152.801 21.617

361.5 6.5 7.069 158.765 22.461362 7 7.069 164.729 23.304

362.5 7.5 7.069 170.693 24.148363 8 7.069 176.657 24.992

363.5 8.5 7.069 182.621 25.836364 9 7.069 188.584 26.679

364.5 9.5 7.069 194.548 27.523365 10 7.069 200.512 28.367

Qc

vc

(m2) (m3/detik)


H Tinggi Garis Energi

(m) (m) (m)

(6) (7) (8)0.930 1.430 356.9301.077 2.077 358.0771.296 2.796 359.2961.672 3.672 360.6722.546 5.046 362.54612.104 15.104 373.10414.636 18.136 376.63617.409 21.409 380.40920.423 24.923 384.42322.268 27.268 387.26824.194 29.694 390.19426.199 32.199 393.19928.284 34.784 396.28430.449 37.449 399.44932.693 40.193 402.69335.018 43.018 406.01837.422 45.922 409.42239.906 48.906 412.90642.470 51.970 416.47045.114 55.114 420.114

(1,1 vc2)/2g



(m) (m/detik) (m)

(1) (2) (3) (4) (5) (6)355.5 0.5 0.905 6.600 7.292 2.981356 1 2.455 27.173 11.070 6.871

356.5 1.5 4.302 59.373 13.803 10.681357 2 6.280 99.244 15.803 14.002

357.5 2.5 8.258 141.824 17.173 16.535358 3 10.105 181.023 17.913 17.991

358.5 3.5 11.655 208.587 17.897 17.958359 4 12.566 222.912 17.739 17.642

359.5 4.5 12.566 237.236 18.879 19.982360 5 12.566 251.560 20.019 22.468

360.5 5.5 12.566 265.885 21.158 25.099361 6 12.566 280.209 22.298 27.877

361.5 6.5 12.566 290.267 23.099 29.914362 7 12.566 300.325 23.899 32.023

362.5 7.5 12.566 310.383 24.700 34.204363 8 12.566 320.441 25.500 36.456

363.5 8.5 12.566 330.499 26.300 38.781364 9 12.566 340.557 27.101 41.177

364.5 9.5 12.566 350.615 27.901 43.645365 10 12.566 360.673 28.701 46.185

Qc

vc

(1,1 vc2)/2g

(m2) (m3/detik)

Hubungan Debit yang Lewat Terowongan (D=4m) dengan Elevasi Muka Air Waduk Tabel 4.12 Hubungan Debit yang Lewat Terowongan (D=5m) dengan Elevasi Muka Air Waduk

H Tinggi Garis Energi El. Muka Air Waduk

Tinggi MA

(m) (m) (m)

(7) (8) (1) (2)3.481 358.981 355.5 0.57.871 363.871 356 112.181 368.681 356.5 1.516.002 373.002 357 219.035 376.535 357.5 2.520.991 378.991 358 321.458 379.958 358.5 3.521.642 380.642 359 424.482 383.982 359.5 4.527.468 387.468 360 530.599 391.099 360.5 5.533.877 394.877 361 636.414 397.914 361.5 6.539.023 401.023 362 741.704 404.204 362.5 7.544.456 407.456 363 847.281 410.781 363.5 8.550.177 414.177 364 953.145 417.645 364.5 9.556.185 421.185 365 10

Tabel 4.12 Hubungan Debit yang Lewat Terowongan (D=5m) dengan Elevasi Muka Air Waduk

A H Tinggi Garis Energi

(m/detik) (m) (m) (m)

(3) (4) (5) (6) (7) (8)1.020 7.497 7.352 3.030 3.530 359.0302.793 31.487 11.275 7.127 8.127 364.1274.951 70.449 14.231 11.354 12.854 369.3547.330 121.259 16.543 15.343 17.343 374.3439.813 179.941 18.338 18.854 21.354 378.85412.295 241.804 19.667 21.685 24.685 382.68514.674 301.347 20.535 23.643 27.143 385.64316.832 351.826 20.902 24.494 28.494 387.49418.605 383.614 20.619 23.835 28.335 387.83519.635 401.671 20.457 23.463 28.463 388.46319.635 419.728 21.377 25.619 31.119 391.61919.635 437.786 22.296 27.871 33.871 394.87119.635 455.843 23.216 30.218 36.718 398.21819.635 473.900 24.136 32.659 39.659 401.65919.635 491.957 25.055 35.196 42.696 405.19619.635 506.911 25.817 37.368 45.368 408.36819.635 521.865 26.578 39.605 48.105 411.60519.635 536.818 27.340 41.907 50.907 414.90719.635 551.772 28.102 44.274 53.774 418.27419.635 566.725 28.863 46.707 56.707 421.707

Qc

vc

(1,1 vc2)/2g

(m2) (m3/detik)

Hubungan Debit yang Lewat Terowongan (D=5,5m) dengan Elevasi Muka Air Waduk


(m) (m/detik)

(1) (2) (3) (4) (5)355.5 7.49745102 1.073 7.908 7.373356 31.4867714 2.947 33.443 11.348

356.5 70.448603 5.245 75.427 14.382357 121.258773 7.801 131.061 16.801

357.5 179.94109 10.500 196.726 18.735358 241.803668 13.246 268.159 20.245

358.5 301.34667 15.945 340.453 21.351359 351.825894 18.502 407.883 22.046

359.5 383.613735 20.799 463.356 22.278360 401.671008 22.674 496.459 21.896

360.5 419.728281 23.758 516.234 21.729361 437.785554 23.758 536.008 22.561

361.5 455.842827 23.758 555.783 23.393362 473.900099 23.758 575.557 24.226

362.5 491.957372 23.758 595.332 25.058363 506.910983 23.758 615.107 25.890

363.5 521.864594 23.758 634.881 26.723364 536.818205 23.758 654.656 27.555

364.5 551.771816 23.758 669.172 28.166365 566.725428 23.758 686.843 28.910

Qc

vc

(m2) (m3/detik)

Hubungan Debit yang Lewat Terowongan (D=5,5m) dengan Elevasi Muka Air Waduk Hubungan Debit yang Lewat Terowongan (D=6m) dengan Elevasi Muka Air Waduk

H Tinggi Garis Energi El. Muka Air Waduk

(m) (m) (m)

(6) (7) (8) (1)3.048 10.545 366.045 355.57.220 38.707 394.707 35611.596 82.045 438.545 356.515.825 137.084 494.084 35719.679 199.620 557.120 357.522.978 264.782 622.782 35825.559 326.905 685.405 358.527.249 379.074 738.074 35927.825 411.438 770.938 359.526.879 428.550 788.550 36026.470 446.198 806.698 360.528.537 466.322 827.322 36130.681 486.524 848.024 361.532.903 506.803 868.803 36235.203 527.161 889.661 362.537.581 544.492 907.492 36340.036 561.900 925.400 363.542.569 579.387 943.387 36444.477 596.249 960.749 364.546.857 613.583 978.583 365

(1,1 vc2)/2g


Tinggi MA A H

(m) (m/detik) (m) (m)

(2) (3) (4) (5) (6) (7)0.5 1.123 6.268 5.583 1.747 2.2471 3.094 17.828 5.763 1.862 2.862

1.5 5.523 32.947 5.965 1.995 3.4952 8.245 51.106 6.199 2.154 4.154

2.5 11.145 72.128 6.472 2.348 4.8483 14.130 96.072 6.799 2.592 5.592

3.5 17.115 123.280 7.203 2.909 6.4094 20.015 154.574 7.723 3.344 7.344

4.5 22.737 191.820 8.436 3.990 8.4905 25.166 239.854 9.531 5.093 10.093

5.5 27.137 316.564 11.665 7.629 13.1296 28.274 382.367 13.523 10.253 16.253

6.5 28.274 448.171 15.851 14.086 20.5867 28.274 513.974 18.178 18.526 25.526

7.5 28.274 579.777 20.505 23.574 31.0748 28.274 645.580 22.833 29.229 37.229

8.5 28.274 711.384 25.160 35.491 43.9919 28.274 777.187 27.487 42.360 51.360

9.5 28.274 797.741 28.214 44.631 54.13110 28.274 818.294 28.941 46.960 56.960

Qc

vc

(1,1 vc2)/2g

(m2) (m3/detik)

Hubungan Debit yang Lewat Terowongan (D=6m) dengan Elevasi Muka Air Waduk Hubungan Debit yang Lewat Terowongan (D=6,5m) dengan Elevasi Muka Air Waduk

Tinggi Garis Energi El. Muka Air Waduk

Tinggi MA A

(m) (m)

(8) (1) (2) (3)357.747 355.5 0.5 1.171358.862 356 1 3.234359.995 356.5 1.5 5.788361.154 357 2 8.665362.348 357.5 2.5 11.753363.592 358 3 14.960364.909 358.5 3.5 18.206366.344 359 4 21.413367.990 359.5 4.5 24.501370.093 360 5 27.379373.629 360.5 5.5 29.933377.253 361 6 33.183382.086 361.5 6.5 33.183387.526 362 7 33.183393.574 362.5 7.5 33.183400.229 363 8 33.183407.491 363.5 8.5 33.183415.360 364 9 33.183418.631 364.5 9.5 33.183421.960 365 10 33.183

(m2)

Hubungan Debit yang Lewat Terowongan (D=6,5m) dengan Elevasi Muka Air Waduk

H Tinggi Garis Energi

(m/detik) (m) (m) (m)

(4) (5) (6) (7) (8)8.669 7.405 3.074 3.574 359.07437.052 11.459 7.362 8.362 364.36284.558 14.610 11.967 13.467 369.967148.929 17.187 16.561 18.561 375.561227.112 19.324 20.935 23.435 380.935315.486 21.088 24.933 27.933 385.933409.929 22.516 28.423 31.923 390.423505.804 23.621 31.282 35.282 394.282597.851 24.401 33.382 37.882 397.382679.890 24.833 34.574 39.574 399.574744.060 24.858 34.643 40.143 400.643768.199 23.150 30.047 36.047 397.047792.338 23.878 31.965 38.465 399.965816.477 24.605 33.943 40.943 402.943840.616 25.333 35.980 43.480 405.980864.755 26.060 38.076 46.076 409.076888.894 26.788 40.231 48.731 412.231913.033 27.515 42.446 51.446 415.446937.172 28.242 44.720 54.220 418.720961.037 28.962 47.026 57.026 422.026

Qc

vc

(1,1 vc2)/2g

(m3/detik)

FORE CAST JARAK ELEVASI

0 365 0 365

26.5 360 1.2 36239

0 365 0 3629 360 356

0 360 B 11.5

3.5 355 0 335 2.31.7 336 B 1.15

0 355.735 377

0 375 262.3 400

Perhitungan Potongan Melintang Sungai Bagian Hulu Untuk Perncanaan Pengelak

Data Teknis Saluran Pengelak : Bagian

Bentuk Saluran Lingkaran 0

Panjang Saluran (m) 306.2341 IElevasi Dasar Sungai 341.19 IIElevasi Hulu 355 III

Elevasi Hilir 340 IV

0.0489821349 V

972.5221372 VI

Angka Kekasaran (Beton) 0.014 VII

TITIK JARAK ELEVASI 0 20.00 375.001 15.00 370.002 13.00 368.003 10.00 365.004 7.50 362.505 6.00 361.006 20.00 375.00

Slope (Δh/ L)Debit Rencana Q

25 th

Perhitungan Potongan Melintang Sungai Bagian Hulu Untuk Perncanaan Pengelak

Elevasi Luasan Perimeter T

341.19 0 0 0

350 468.373 158.323 76.1711360 832.742 190.46 89.9222370 948.332 212.395 99.6713380 1039.638 229.037 107.5412390 1108.831 242.98 114.2249

400 1177.802 257.905 121.9464

410 1269.162 227.351 132.5

407

* Main DAM -autoCAD dikali 100 Mempertimbangkan SkalaEl. Luas (m2) Keliling (m') Luas (m2) Keliling (m') Luas (m2) Keliling (m') pangkat 9.6

342 43.06267083 14.5563711691 4306.267083 1455.6371169 43.062671 145.5637116913 Tabel 5.19 Perhitungan Lengkung Kapasitas Waduk Kelompok 20343 96.22646198 135.8271 9622.646198 13582.71 96.226462 1358.271 data karakteristik fisik tampungan waduk344 149.3902531 50.4980283768 14939.02531 5049.8028377 149.39025 504.9802837684

No.Elevasi

345 202.5540443 68.4688569807 20255.40443 6846.8856981 202.55404 684.688569807346 255.7178354 86.4396855846 25571.78354 8643.9685585 255.71784 864.3968558456

347 308.8816266 104.410514188 30888.16266 10441.051419 308.88163 1044.1051418842

348 362.0454177 122.381342792 36204.54177 12238.134279 362.04542 1223.8134279228 (m)

349 415.2092089 140.352171396 41520.92089 14035.21714 415.20921 1403.5217139614 (1) (2)350 468.373 158.323 46837.3 15832.3 468.373 1583.23 1 341351 504.8099 161.5367 50480.99 16153.67 504.8099 1615.367 2 342352 541.2468 164.7504 54124.68 16475.04 541.2468 1647.504 3 343353 577.6837 167.9641 57768.37 16796.41 577.6837 1679.641 4 344354 614.1206 171.1778 61412.06 17117.78 614.1206 1711.778 5 345355 650.5575 174.3915 65055.75 17439.15 650.5575 1743.915 6 346356 686.9944 177.6052 68699.44 17760.52 686.9944 1776.052 7 347357 723.4313 180.8189 72343.13 18081.89 723.4313 1808.189 8 348

Penelusuran Banjir Lewat PengelakDidesain dengan menggunakan 1 terowongan pengelak

n terowongan =Elevasi H S(*10^5) ΔS ΔS/Δt

1

(m) (m)

(1) (2) (3) (4) (5)355.0 0 4681740.3257 0 0.000355.5 0.5 5028093.5641 346353.2383815 96.209356.0 1 5374446.8025 692706.4767631 192.418356.5 1.5 5720800.0409 1039059.715145 288.628357.0 2 6067153.2792 1385412.953526 384.837357.5 2.5 6413506.5176 1731766.191908 481.046358.0 3 6759859.756 2078119.430289 577.255358.5 3.5 7106212.9944 2424472.668671 673.465359.0 4 7452566.2328 2770825.907052 769.674359.5 4.5 7798919.4711 3117179.145434 865.883360.0 5 8145272.7095 3463532.383815 962.092360.5 5.5 8491625.9479 3809885.622197 1058.302361.0 6 8837979.1863 4156238.860579 1154.511361.5 6.5 9184332.4247 4502592.09896 1250.720362.0 7 9530685.6631 4848945.337342 1346.929362.5 7.5 9877038.9014 5195298.575723 1443.138363.0 8 10223392.14 5541651.814105 1539.348363.5 8.5 10569745.378 5888005.052486 1635.557364.0 9 10916098.617 6234358.290868 1731.766364.5 9.5 11262451.855 6580711.529249 1827.975365.0 10 11608805.093 6927064.767631 1924.185

Sumber: Perhitungan

1. Data 4.

2. Data 5. (4)/ 36003. Data 6. Data Outflow Pengelak

Tabel 5.28 Flood Routing Kontrol Saluran Pengelak dengan Q25

Δt = 1 jam = 3600 detik

(m3) (m3) (m3/detik)

(3)n+1 - (3)n

0 4 8 12 16 20 24 28 32 360

200

400

600

800

1000

1200

Penelusuran Banjir Pada D = 3m

Inflow

Outflow

T (jam)

Q (m3/detik)

0 4 8 12 16 20 24 28 32 360

200

400

600

800

1000

1200


Inflow

Outflow

T (jam)

Q (m3/detik)

D = 3m

Q Q/2Psi Phi

φ = ∆S/∆t + Q/2

(6) (7) (8) (9)0.000 0.000 0.000 0.0003.151 1.575 94.634 97.7859.034 4.517 187.901 196.936

16.983 8.492 280.136 297.11927.325 13.663 371.174 398.49942.401 21.200 459.846 502.246

103.860 51.930 525.325 629.185114.210 57.105 616.360 730.570124.560 62.280 707.394 831.954134.909 67.455 798.428 933.338140.873 70.437 891.656 1032.529146.837 73.419 984.883 1131.720152.801 76.401 1078.110 1230.911158.765 79.382 1171.338 1330.103164.729 82.364 1264.565 1429.294170.693 85.346 1357.792 1528.485176.657 88.328 1451.019 1627.676182.621 91.310 1544.247 1726.867188.584 94.292 1637.474 1826.058194.548 97.274 1730.701 1925.250200.512 100.256 1823.929 2024.441

7. (6)/2

8. (5)-(7)9. (5)+(7)


= ∆S/∆t - Q/2

(m3/detik) (m3/detik) (m3/detik) (m3/detik)

0 4 8 12 16 20 24 28 32 360

200

400

600

800

1000

1200


Inflow

Outflow

T (jam)

Q (m3/detik)

0 4 8 12 16 20 24 28 32 360

200

400

600

800

1000

1200


Inflow

Outflow

T (jam)

Q (m3/detik)

Penelusuran Banjir 1 2 3

TInflow Outflow

h(I) (Q)

(jam) (m)

(1) (2) (3) (4) (5) (6) (7)0 2.000 0.000 0.000 0.000 2.000 0.3171 36.599 19.300 108.096 127.396 2.454 0.6492 193.610 115.105 122.488 237.592 5.723 1.2053 539.010 366.310 226.145 592.455 20.208 2.9744 972.522 755.766 552.039 1307.805 60.042 6.4855 956.314 964.418 1187.722 2152.140 420.611 8.9996 893.495 924.905 1310.918 2235.823 440.869 9.3287 814.887 854.191 1354.084 2208.275 132.531 10.7888 722.191 768.539 1943.214 2711.753 158.229 13.2719 616.031 669.111 2395.294 3064.405 176.229 15.010

10 496.890 556.461 2711.946 3268.407 186.642 16.01611 405.439 451.165 2895.123 3346.287 709.693 13.70212 334.320 369.879 1926.900 2296.780 455.626 9.56813 278.480 306.400 1385.528 1691.928 309.202 7.18614 234.266 256.373 1073.525 1329.897 221.560 5.76015 195.778 215.022 886.777 1101.798 64.761 5.38916 168.040 181.909 972.277 1154.185 68.567 5.64217 145.227 156.634 1017.051 1173.685 69.984 5.73618 126.193 135.710 1033.717 1169.428 69.674 5.71519 110.186 118.190 1030.079 1148.268 68.137 5.61320 96.647 103.416 1011.994 1115.410 65.750 5.45521 85.368 91.008 983.911 1074.918 48.163 5.336

22 75.433 80.400 978.592 1058.992 47.351 5.258

23 66.681 71.057 964.290 1035.347 46.145 5.14124 58.973 62.827 943.057 1005.885 44.642 4.99625 52.183 55.578 916.600 972.179 42.923 4.82926 46.203 49.193 886.333 935.526 41.054 4.64927 40.935 43.569 853.419 896.988 39.088 4.45928 36.295 38.615 818.812 857.427 37.070 5.09529 32.208 34.252 943.354 977.605 35.488 4.89630 28.608 30.408 906.630 937.038 33.878 4.69431 25.437 27.023 869.281 896.304 32.262 4.49032 22.644 24.041 831.779 855.820 30.656 4.28833 20.184 21.414 794.507 815.921 29.073 4.08934 18.017 19.100 757.774 776.875 21.724 3.165


(I1+I

2)/2 ψ

1

(m3/det) (m3/det) (m3/det) (m3/det) (m3/det)

35 16.108 17.062 587.219 604.282 20.677 3.03336 14.427 15.267 562.927 578.194 19.642 2.903

max 709.693 16.016Sumber : Perhitungan

1. Data 4. interpolasi (7) 7.2. Data 5. (3)+(4) 8.

3. 6. interpolasi (5)[(2)n+1 - (2)n]/2

Elevasi

(m)

(8)355.317355.649356.205357.974361.485363.999364.328365.788368.271370.010371.016368.702364.568362.186360.760360.389360.642360.736360.715360.613360.455360.336

360.258

360.141359.996359.829359.649359.459360.095359.896359.694359.490359.288359.089358.165

358.033357.903371.016

interpolasi (6)35 + (7)



1

(m) (m)

(1) (2) (3) (4) (5)355.0 0 4681740.32571 0 0.000355.5 0.5 5028093.56409 346353.2 96.209356.0 1 5374446.80247 692706.5 192.418356.5 1.5 5720800.04085 1039060 288.628357.0 2 6067153.27924 1385413 384.837357.5 2.5 6413506.51762 1731766 481.046358.0 3 6759859.756 2078119 577.255358.5 3.5 7106212.99438 2424473 673.465359.0 4 7452566.23276 2770826 769.674359.5 4.5 7798919.47114 3117179 865.883360.0 5 8145272.70952 3463532 962.092360.5 5.5 8491625.94791 3809886 1058.302361.0 6 8837979.18629 4156239 1154.511361.5 6.5 9184332.42467 4502592 1250.720362.0 7 9530685.66305 4848945 1346.929362.5 7.5 9877038.90143 5195299 1443.138363.0 8 10223392.1398 5541652 1539.348363.5 8.5 10569745.3782 5888005 1635.557364.0 9 10916098.6166 6234358 1731.766364.5 9.5 11262451.855 6580712 1827.975365.0 10 11608805.0933 6927065 1924.185

Sumber: Perhitungan

1. Data 4.





(3)n+1 - (3)n

0 4 8 12 16 20 24 28 32 360

200

400

600

800

1000

1200


Inflow

Outflow

T (jam)

Q (m3/detik)

0 4 8 12 16 20 24 28 32 360

200

400

600

800

1000

1200


Inflow

Outflow

T (jam)

Q (m3/detik)

D = 4m

Penelusuran Banjir

Q Q/2Psi Phi

Tφ = ∆S/∆t + Q/2

(jam)

(6) (7) (8) (9) (1)0.000 0.000 0.000 0.000 06.600 3.300 92.909 99.509 1

27.173 13.587 178.832 206.005 259.373 29.687 258.941 318.314 399.244 49.622 335.215 434.459 4

141.824 70.912 410.134 551.958 5181.023 90.511 486.744 667.767 6208.587 104.294 569.171 777.758 7222.912 111.456 658.218 881.130 8237.236 118.618 747.265 984.501 9251.560 125.780 836.312 1087.873 10265.885 132.942 925.359 1191.244 11280.209 140.105 1014.406 1294.615 12290.267 145.134 1105.586 1395.854 13300.325 150.163 1196.767 1497.092 14310.383 155.192 1287.947 1598.330 15320.441 160.221 1379.127 1699.568 16330.499 165.250 1470.307 1800.807 17340.557 170.279 1561.487 1902.045 18350.615 175.308 1652.668 2003.283 19360.673 180.337 1743.848 2104.521 20

21

7. (6)/2 22

8. (5)-(7) 239. (5)+(7) 24

25262728293031323334


= ∆S/∆t - Q/2


0 4 8 12 16 20 24 28 32 360

200

400

600

800

1000

1200


Inflow

Outflow

T (jam)

Q (m3/detik)

3536

Sumber : Perhitungan1.2.

3.

0 4 8 12 16 20 24 28 32 360

200

400

600

800

1000

1200


Inflow

Outflow

T (jam)

Q (m3/detik)

Penelusuran Banjir 1 2 3Inflow Outflow

h Elevasi(I) (Q)

(m) (m)

(2) (3) (4) (5) (6) (7) (8)2.000 0.000 0.000 0.000 2.000 0.152 355.152

36.599 19.300 56.307 75.607 2.507 0.380 355.380193.610 115.105 70.592 185.697 6.158 0.933 355.933539.010 366.310 173.380 539.690 45.817 2.567 357.567972.522 755.766 448.056 1203.822 181.678 5.312 360.312956.314 964.418 840.467 1804.885 297.932 7.832 362.832893.495 924.905 1209.021 2133.925 357.552 9.232 364.232814.887 854.191 1418.822 2273.013 382.753 9.824 364.824722.191 768.539 1507.507 2276.046 383.303 9.837 364.837616.031 669.111 1509.440 2178.551 365.637 9.422 364.422496.890 556.461 1447.276 2003.737 318.978 8.326 363.326405.439 451.165 1283.080 1734.245 272.721 7.596 362.596334.320 369.879 1188.803 1558.682 242.587 6.840 361.840278.480 306.400 1073.508 1379.908 211.902 6.070 361.070234.266 256.373 956.105 1212.477 157.869 5.481 360.481195.778 215.022 896.740 1111.762 143.431 5.032 360.032168.040 181.909 824.900 1006.809 128.385 4.565 359.565145.227 156.634 750.039 906.672 114.030 4.119 359.119126.193 135.710 678.612 814.322 100.791 3.708 358.708110.186 118.190 558.306 676.495 59.031 3.209 358.20996.647 103.416 558.433 661.849 57.617 3.140 358.14085.368 91.008 546.616 637.624 55.277 3.026 358.026

75.433 80.400 527.070 607.470 52.364 2.885 357.885

66.681 71.057 502.742 573.799 49.112 2.727 357.72758.973 62.827 475.576 538.403 45.693 2.561 357.56152.183 55.578 447.017 502.595 42.234 2.392 357.39246.203 49.193 418.127 467.320 38.827 2.227 357.22740.935 43.569 389.666 433.235 35.535 2.067 357.06736.295 38.615 1000.435 1039.050 34.458 5.221 360.22132.208 34.252 970.133 1004.385 33.309 5.047 360.04728.608 30.408 937.767 968.175 32.108 4.865 359.86525.437 27.023 903.959 930.982 30.875 4.678 359.67822.644 24.041 869.233 893.273 29.624 4.488 359.48820.184 21.414 834.025 855.439 28.369 4.298 359.29818.017 19.100 798.701 817.801 27.121 4.109 359.109


(I1+I

2)/2 ψ

1


16.108 17.062 763.559 780.621 25.888 3.922 358.92214.427 15.267 728.845 744.113 24.677 3.739 358.739

max 383.303 9.837 364.837Sumber : Perhitungan

Data 4. interpolasi (7) 7. interpolasi (6)Data 5. (3)+(4) 8. 35 + (7)

6. interpolasi (5)[(2)n+1 - (2)n]/2

interpolasi (6)



1

(m) (m)

(1) (2) (3) (4) (5)355.0 0 4681740.32571 0 0.000355.5 0.5 5028093.56409 346353.2 96.209356.0 1 5374446.80247 692706.5 192.418356.5 1.5 5720800.04085 1039060 288.628357.0 2 6067153.27924 1385413 384.837357.5 2.5 6413506.51762 1731766 481.046358.0 3 6759859.756 2078119 577.255358.5 3.5 7106212.99438 2424473 673.465359.0 4 7452566.23276 2770826 769.674359.5 4.5 7798919.47114 3117179 865.883360.0 5 8145272.70952 3463532 962.092360.5 5.5 8491625.94791 3809886 1058.302361.0 6 8837979.18629 4156239 1154.511361.5 6.5 9184332.42467 4502592 1250.720362.0 7 9530685.66305 4848945 1346.929362.5 7.5 9877038.90143 5195299 1443.138363.0 8 10223392.1398 5541652 1539.348363.5 8.5 10569745.3782 5888005 1635.557364.0 9 10916098.6166 6234358 1731.766364.5 9.5 11262451.855 6580712 1827.975365.0 10 11608805.0933 6927065 1924.185

Sumber: Perhitungan

1. Data 4.





(3)n+1 - (3)n

0 4 8 12 16 20 24 28 32 360

200

400

600

800

1000

1200

Penelusuran Banjir Pada D = 5,5m

Inflow

Outflow

T (jam)

Q (m3/detik)

0 4 8 12 16 20 24 28 32 360

200

400

600

800

1000

1200


Inflow

Outflow

T (jam)

Q (m3/detik)

D = 5,5m

Penelusuran Banjir

Q Q/2Psi Phi

Tφ = ∆S/∆t + Q/2

(jam)

(6) (7) (8) (9) (1)0.000 0.000 0.000 0.000 07.908 3.954 92.255 100.163 1

33.443 16.721 175.697 209.140 275.427 37.713 250.914 326.341 3

131.061 65.531 319.306 450.367 4196.726 98.363 382.683 579.409 5268.159 134.080 443.176 711.335 6340.453 170.227 503.238 843.691 7407.883 203.941 565.732 973.615 8463.356 231.678 634.205 1097.561 9496.459 248.229 713.863 1210.322 10516.234 258.117 800.185 1316.418 11536.008 268.004 886.507 1422.515 12555.783 277.891 972.829 1528.611 13575.557 287.779 1059.151 1634.708 14595.332 297.666 1145.472 1740.805 15615.107 307.553 1231.794 1846.901 16634.881 317.441 1318.116 1952.998 17654.656 327.328 1404.438 2059.094 18669.172 334.586 1493.390 2162.561 19686.843 343.421 1580.763 2267.606 20

21

7. (6)/2 22

8. (5)-(7) 23Data Outflow Pengelak 9. (5)+(7) 24

25262728293031323334


= ∆S/∆t - Q/2


0 4 8 12 16 20 24 28 32 360

200

400

600

800

1000

1200


Inflow

Outflow

T (jam)

Q (m3/detik)

3536

Sumber : Perhitungan1.2.

3.0 4 8 12 16 20 24 28 32 36

0

200

400

600

800

1000

1200


Inflow

Outflow

T (jam)

Q (m3/detik)

Penelusuran Banjir 1 2 3Inflow Outflow

h Elevasi(I) (Q)

(m) (m)

(2) (3) (4) (5) (6) (7) (8)2.000 0.000 0.000 0.000 2.000 0.126 355.126

36.599 19.300 46.666 65.966 2.604 0.329 355.329193.610 115.105 60.758 175.862 6.942 0.878 355.878539.010 366.310 161.978 528.288 54.112 2.464 357.464972.522 755.766 420.064 1175.830 189.866 5.124 360.124956.314 964.418 796.099 1760.517 359.378 7.282 362.282893.495 924.905 1041.762 1966.667 451.328 7.875 362.875814.887 854.191 1064.011 1918.202 438.997 7.687 362.687722.191 768.539 1040.208 1808.747 411.148 7.263 362.263616.031 669.111 986.452 1655.563 335.838 6.859 361.859496.890 556.461 983.887 1540.348 309.997 6.394 361.394405.439 451.165 920.354 1371.519 272.131 5.714 360.714334.320 369.879 827.257 1197.136 193.682 5.215 360.215278.480 306.400 809.773 1116.172 179.180 4.870 359.870234.266 256.373 757.812 1014.185 160.913 4.434 359.434195.778 215.022 692.358 907.380 141.783 3.979 358.979168.040 181.909 623.813 805.722 123.575 3.545 358.545145.227 156.634 558.571 715.205 76.011 3.322 358.322126.193 135.710 563.183 698.894 74.100 3.247 358.247110.186 118.190 550.694 668.884 70.584 3.109 358.10996.647 103.416 527.716 631.133 66.161 2.936 357.93685.368 91.008 498.811 589.818 61.321 2.747 357.747

75.433 80.400 467.177 547.577 56.372 2.553 357.553

66.681 71.057 434.833 505.890 51.488 2.362 357.36258.973 62.827 402.915 465.742 46.784 2.177 357.17752.183 55.578 372.173 427.752 42.333 2.003 357.00346.203 49.193 343.085 392.278 38.177 1.840 356.84040.935 43.569 315.923 359.492 34.336 1.690 356.69036.295 38.615 290.820 329.435 30.815 1.552 356.55232.208 34.252 267.805 302.057 11.923 1.508 356.50828.608 30.408 278.210 308.618 12.182 1.541 356.54125.437 27.023 284.253 311.276 12.287 1.554 356.55422.644 24.041 286.701 310.742 12.266 1.551 356.55120.184 21.414 286.209 307.623 12.143 1.536 356.53618.017 19.100 283.337 302.437 11.938 1.510 356.510


(I1+I

2)/2 ψ

1


16.108 17.062 278.560 295.622 11.669 1.476 356.47614.427 15.267 272.283 287.551 11.351 1.435 356.435


Data 4. interpolasi (7) 7. interpolasi (6)Data 5. (3)+(4) 8. 35 + (7)

6. interpolasi (5)[(2)n+1 - (2)n]/2

interpolasi (6)

Penelusuran Banjir Lewat Pengelak D = 5mDidesain dengan menggunakan 1 terowongan pengelak

Penelusuran Banjir 1 2 3

Elevasi H S(*10^5) ΔS ΔS/Δt Q Q/2Psi Phi

TInflow Outflow

h Elevasiφ = ∆S/∆t + Q/2 (I) (Q)

(m) (m) (jam) (m) (m)

(1) (2) (3) (4) (5) (6) (7) (8) (9) (1) (2) (3) (4) (5) (6) (7) (8)355.0 0 4681740.32571 0 0.000 0.000 0.000 0.000 0.000 0 2.000 0.000 0.000 0.000 2.000 0.133 355.133355.5 0.5 5028093.56409 346353.238 96.209 7.497 3.749 92.461 99.958 1 36.599 19.300 49.329 68.629 2.574 0.343 355.343356.0 1 5374446.80247 692706.477 192.418 31.487 15.743 176.675 208.162 2 193.610 115.105 63.481 178.586 6.698 0.893 355.893356.5 1.5 5720800.04085 1039059.72 288.628 70.449 35.224 253.403 323.852 3 539.010 366.310 165.191 531.501 70.190 2.397 357.397357.0 2 6067153.27924 1385413 384.837 121.259 60.629 324.208 445.466 4 972.522 755.766 391.121 1146.887 207.155 4.884 359.884357.5 2.5 6413506.51762 1731766.19 481.046 179.941 89.971 391.076 571.017 5 956.314 964.418 732.576 1696.994 353.112 6.984 361.984358.0 3 6759859.756 2078119.43 577.255 241.804 120.902 456.354 698.157 6 893.495 924.905 990.771 1915.675 404.218 7.855 362.855358.5 3.5 7106212.99438 2424472.67 673.465 301.347 150.673 522.791 824.138 7 814.887 854.191 1107.240 1961.431 414.911 8.037 363.037359.0 4 7452566.23276 2770825.91 769.674 351.826 175.913 593.761 945.587 8 722.191 768.539 1131.610 1900.148 400.589 7.793 362.793359.5 4.5 7798919.47114 3117179.15 865.883 383.614 191.807 674.076 1057.690 9 616.031 669.111 1098.970 1768.081 336.922 7.438 362.438360.0 5 8145272.70952 3463532.38 962.092 401.671 200.836 761.257 1162.928 10 496.890 556.461 1094.237 1650.698 312.401 6.955 361.955360.5 5.5 8491625.94791 3809885.62 1058.302 419.728 209.864 848.437 1268.166 11 405.439 451.165 1025.896 1477.061 276.128 6.241 361.241361.0 6 8837979.18629 4156238.86 1154.511 437.786 218.893 935.618 1373.404 12 334.320 369.879 924.804 1294.684 238.030 5.491 360.491361.5 6.5 9184332.42467 4502592.1 1250.720 455.843 227.921 1022.799 1478.641 13 278.480 306.400 818.624 1125.024 170.133 4.963 359.963362.0 7 9530685.66305 4848945.34 1346.929 473.900 236.950 1109.979 1583.879 14 234.266 256.373 784.759 1041.131 156.006 4.600 359.600362.5 7.5 9877038.90143 5195298.58 1443.138 491.957 245.979 1197.160 1689.117 15 195.778 215.022 729.119 944.141 139.674 4.181 359.181363.0 8 10223392.1398 5541651.81 1539.348 506.911 253.455 1285.892 1792.803 16 168.040 181.909 664.793 846.702 123.266 3.760 358.760363.5 8.5 10569745.3782 5888005.05 1635.557 521.865 260.932 1374.625 1896.489 17 145.227 156.634 600.169 756.803 76.562 3.535 358.535364.0 9 10916098.6166 6234358.29 1731.766 536.818 268.409 1463.357 2000.175 18 126.193 135.710 603.680 739.390 74.631 3.455 358.455364.5 9.5 11262451.855 6580711.53 1827.975 551.772 275.886 1552.090 2103.861 19 110.186 118.190 590.127 708.317 71.187 3.311 358.311365.0 10 11608805.0933 6927064.77 1924.185 566.725 283.363 1640.822 2207.547 20 96.647 103.416 565.943 669.360 66.868 3.131 358.131

Sumber: Perhitungan 21 85.368 91.008 535.623 626.631 62.132 2.934 357.934

1. Data 4. 7. (6)/2 22 75.433 80.400 502.368 582.768 57.269 2.731 357.731

2. Data 5. (4)/ 3600 8. (5)-(7) 23 66.681 71.057 468.229 539.286 52.449 2.530 357.5303. Data 6. Data Outflow Pengelak 9. (5)+(7) 24 58.973 62.827 434.387 497.215 47.786 2.336 357.336

25 52.183 55.578 401.644 457.222 43.352 2.151 357.15126 46.203 49.193 370.517 419.710 39.194 1.978 356.97827 40.935 43.569 341.322 384.891 35.334 1.817 356.81728 36.295 38.615 314.223 352.838 31.781 1.669 356.66929 32.208 34.252 289.276 323.527 12.133 1.618 356.61830 28.608 30.408 299.261 329.669 12.364 1.649 356.64931 25.437 27.023 304.942 331.964 12.450 1.661 356.66132 22.644 24.041 307.065 331.106 12.417 1.656 356.65633 20.184 21.414 306.271 327.685 12.289 1.639 356.63934 18.017 19.100 303.106 322.206 12.084 1.612 356.61235 16.108 17.062 298.039 315.101 11.817 1.576 356.57636 14.427 15.267 291.467 306.734 11.503 1.534 356.534


1. Data 4. interpolasi (7) 7. interpolasi (6)2. Data 5. (3)+(4) 8. 35 + (7)

3. 6. interpolasi (5)



(I1+I

2)/2 ψ

1 = ∆S/∆t - Q/2

(m3) (m3) (m3/detik) (m3/detik) (m3/detik) (m3/detik) (m3/detik) (m3/det) (m3/det) (m3/det) (m3/det) (m3/det)

(3)n+1 - (3)n

[(2)n+1 - (2)n]/2

0 4 8 12 16 20 24 28 32 360

200

400

600

800

1000

1200


Inflow

Outflow

T (jam)

Q (m3/detik)


n terowongan =Elevasi H S(*10^5) ΔS ΔS/Δt Q

1

(m) (m)

(1) (2) (3) (4) (5) (6)355.0 0 4681740.326 0 0.000 0.000355.5 0.5 5028093.564 346353.2 96.209 7.497356.0 1 5374446.802 692706.5 192.418 31.487356.5 1.5 5720800.041 1039060 288.628 70.449357.0 2 6067153.279 1385413 384.837 121.259357.5 2.5 6413506.518 1731766 481.046 179.941358.0 3 6759859.756 2078119 577.255 241.804358.5 3.5 7106212.994 2424473 673.465 301.347359.0 4 7452566.233 2770826 769.674 351.826359.5 4.5 7798919.471 3117179 865.883 383.614360.0 5 8145272.71 3463532 962.092 401.671360.5 5.5 8491625.948 3809886 1058.302 419.728361.0 6 8837979.186 4156239 1154.511 437.786361.5 6.5 9184332.425 4502592 1250.720 455.843362.0 7 9530685.663 4848945 1346.929 473.900362.5 7.5 9877038.901 5195299 1443.138 491.957363.0 8 10223392.14 5541652 1539.348 506.911363.5 8.5 10569745.38 5888005 1635.557 521.865364.0 9 10916098.62 6234358 1731.766 536.818364.5 9.5 11262451.85 6580712 1827.975 551.772365.0 10 11608805.09 6927065 1924.185 566.725

Sumber: Perhitungan

1. Data 4.




(m3) (m3) (m3/detik) (m3/detik)

(3)n+1 - (3)n

0 4 8 12 16 20 24 28 32 360

200

400

600

800

1000

1200


Column N

Column R

T (jam)

Q (m3/detik)

0 4 8 12 16 20 24 28 32 360

200

400

600

800

1000

1200


Column N

Column R

T (jam)

Q (m3/detik)

D = 5m

Penelusuran Banjir

Q/2Psi Phi

TInflow

φ = ∆S/∆t + Q/2 (I)

(jam)

(7) (8) (9) (1) (2)0.000 0.000 0.000 0 2.0003.749 92.461 99.958 1 41.051

15.743 176.675 208.162 2 218.26135.224 253.403 323.852 3 608.09960.629 324.208 445.466 4 1097.38589.971 391.076 571.017 5 1079.091120.902 456.354 698.157 6 1008.191150.673 522.791 824.138 7 919.468175.913 593.761 945.587 8 814.847191.807 674.076 1057.690 9 695.029200.836 761.257 1162.928 10 560.561209.864 848.437 1268.166 11 457.344218.893 935.618 1373.404 12 377.074227.921 1022.799 1478.641 13 314.050236.950 1109.979 1583.879 14 264.148245.979 1197.160 1689.117 15 220.708253.455 1285.892 1792.803 16 189.402260.932 1374.625 1896.489 17 163.654268.409 1463.357 2000.175 18 142.171275.886 1552.090 2103.861 19 124.104283.363 1640.822 2207.547 20 108.824

21 96.093

7. (6)/2 22 84.880

8. (5)-(7) 23 75.0039. (5)+(7) 24 66.303

25 58.64026 51.89027 45.94428 40.70729 36.09430 32.03131 28.45232 25.30033 22.52334 20.077


= ∆S/∆t - Q/2

(m3/detik) (m3/detik) (m3/detik) (m3/det)

0 4 8 12 16 20 24 28 32 360

200

400

600

800

1000

1200


Column N

Column R

T (jam)

Q (m3/detik)

35 17.92336 16.025

Sumber : Perhitungan1. Data2. Data

3. [(2)n+1 - (2)n]/2

0 4 8 12 16 20 24 28 32 360

200

400

600

800

1000

1200


Column N

Column R

T (jam)

Q (m3/detik)

1 2 3Outflow

h Elevasi(Q)

(m) (m)

(3) (4) (5) (6) (7) (8)0.000 0.000 0.000 2.000 0.133 355.133

21.525 49.329 70.854 2.657 0.354 355.354129.656 65.540 195.196 7.320 0.976 355.976413.180 180.555 593.735 80.670 2.666 357.666852.742 432.396 1285.138 236.036 5.452 360.452

1088.238 813.066 1901.304 400.859 7.798 362.7981043.641 1099.586 2143.227 457.397 8.761 363.761963.829 1228.434 2192.264 468.856 8.957 363.957867.158 1254.551 2121.709 452.368 9.176 364.176754.938 1216.973 1971.912 417.360 8.079 363.079627.795 1137.191 1764.986 369.002 7.255 362.255508.952 1026.983 1535.935 288.427 6.483 361.483417.209 959.081 1376.290 255.077 5.827 360.827345.562 866.135 1211.698 184.727 5.337 360.337289.099 842.243 1131.342 171.196 4.990 359.990242.428 788.949 1031.377 154.363 4.558 359.558205.055 722.650 927.705 136.906 4.110 359.110176.528 653.892 830.420 120.525 3.689 358.689152.913 589.371 742.284 74.952 3.468 358.468133.138 592.380 725.517 73.093 3.391 358.391116.464 579.330 695.795 69.799 3.253 358.253102.459 556.197 658.656 65.682 3.082 358.082

90.487 527.293 617.779 61.150 2.893 357.893

79.942 495.478 575.420 56.455 2.697 357.69770.653 462.510 533.163 51.771 2.502 357.50262.471 429.622 492.094 47.218 2.312 357.31255.265 397.658 452.923 42.876 2.131 357.13148.917 367.171 416.088 38.793 1.961 356.96143.326 338.503 381.829 34.995 1.802 356.80238.401 311.839 350.240 31.493 1.657 356.65734.063 287.254 321.317 12.050 1.607 356.60730.242 297.216 327.458 12.281 1.638 356.63826.876 302.897 329.773 12.367 1.650 356.65023.912 305.038 328.950 12.337 1.645 356.64521.300 304.276 325.577 12.210 1.629 356.629

(I1+I

2)/2 ψ

1

(m3/det) (m3/det) (m3/det) (m3/det)

19.000 301.156 320.157 12.007 1.601 356.60116.974 296.143 313.117 11.743 1.566 356.566


4. interpolasi (7) 7. interpolasi (6)5. (3)+(4) 8. 35 + (7)

6. interpolasi (5)[(2)n+1 - (2)n]/2


n terowongan =Elevasi H S(*10^5) ΔS ΔS/Δt Q

1

(m) (m)

(1) (2) (3) (4) (5) (6)355.0 0 4681740.3257 0 0.000 0.000355.5 0.5 5028093.5641 346353.2 96.209 8.669356.0 1 5374446.8025 692706.5 192.418 37.052356.5 1.5 5720800.0409 1039060 288.628 84.558357.0 2 6067153.2792 1385413 384.837 148.929357.5 2.5 6413506.5176 1731766 481.046 227.112358.0 3 6759859.756 2078119 577.255 315.486358.5 3.5 7106212.9944 2424473 673.465 409.929359.0 4 7452566.2328 2770826 769.674 505.804359.5 4.5 7798919.4711 3117179 865.883 597.851360.0 5 8145272.7095 3463532 962.092 679.890360.5 5.5 8491625.9479 3809886 1058.302 744.060361.0 6 8837979.1863 4156239 1154.511 768.199361.5 6.5 9184332.4247 4502592 1250.720 792.338362.0 7 9530685.6631 4848945 1346.929 816.477362.5 7.5 9877038.9014 5195299 1443.138 840.616363.0 8 10223392.14 5541652 1539.348 864.755363.5 8.5 10569745.378 5888005 1635.557 888.894364.0 9 10916098.617 6234358 1731.766 913.033364.5 9.5 11262451.855 6580712 1827.975 937.172365.0 10 11608805.093 6927065 1924.185 961.037

Sumber: Perhitungan

1. Data 4.




(m3) (m3) (m3/detik) (m3/detik)

(3)n+1 - (3)n

0 4 8 12 16 20 24 28 32 360

200

400

600

800

1000

1200


Inflow

Outflow

T (jam)

Q (m3/detik)

0 4 8 12 16 20 24 28 32 360

200

400

600

800

1000

1200


Inflow

Outflow

T (jam)

Q (m3/detik)

D = 6,5m

Penelusuran Banjir

Q/2Psi Phi

TInflow

φ = ∆S/∆t + Q/2 (I)

(jam)

(7) (8) (9) (1) (2)0.000 0.000 0.000 0 2.0004.335 91.875 100.544 1 36.599

18.526 173.892 210.945 2 193.61042.279 246.349 330.907 3 539.01074.464 310.373 459.301 4 972.522113.556 367.490 594.602 5 956.314157.743 419.512 734.998 6 893.495204.964 468.500 878.429 7 814.887252.902 516.772 1022.576 8 722.191298.926 566.957 1164.809 9 616.031339.945 622.148 1302.037 10 496.890372.030 686.272 1430.332 11 405.439384.099 770.411 1538.610 12 334.320396.169 854.551 1646.889 13 278.480408.238 938.691 1755.168 14 234.266420.308 1022.831 1863.446 15 195.778432.377 1106.970 1971.725 16 168.040444.447 1191.110 2080.004 17 145.227456.516 1275.250 2188.283 18 126.193468.586 1359.390 2296.561 19 110.186480.518 1443.666 2404.703 20 96.647

21 85.368

7. (6)/2 22 75.433

8. (5)-(7) 23 66.6819. (5)+(7) 24 58.973

25 52.18326 46.20327 40.93528 36.29529 32.20830 28.60831 25.43732 22.64433 20.18434 18.017


= ∆S/∆t - Q/2

(m3/detik) (m3/detik) (m3/detik) (m3/det)

0 4 8 12 16 20 24 28 32 360

200

400

600

800

1000

1200


Inflow

Outflow

T (jam)

Q (m3/detik)

35 16.10836 14.427

Sumber : Perhitungan1. Data2. Data

3. [(2)n+1 - (2)n]/2

0 4 8 12 16 20 24 28 32 360

200

400

600

800

1000

1200


Inflow

Outflow

T (jam)

Q (m3/detik)

1 2 3Outflow

h Elevasi(Q)

(m) (m)

(3) (4) (5) (6) (7) (8)0.000 0.000 0.000 2.000 0.115 355.115

19.300 42.391 61.690 2.660 0.307 355.307115.105 56.371 171.476 7.393 0.853 355.853366.310 156.690 523.000 58.640 2.413 357.413755.766 405.721 1161.487 206.736 4.962 359.962964.418 748.016 1712.434 388.594 6.880 361.880924.905 935.246 1860.150 425.623 7.455 362.455854.191 1008.904 1863.095 426.361 7.467 362.467768.539 1010.372 1778.911 405.258 7.139 362.139669.111 968.394 1637.505 369.811 6.588 361.588556.461 897.882 1454.343 323.897 5.875 360.875451.165 806.549 1257.713 225.788 5.363 360.363369.879 806.136 1176.016 209.612 5.022 360.022306.400 756.791 1063.191 187.273 4.552 359.552256.373 688.646 945.018 163.874 4.060 359.060215.022 617.270 832.292 98.398 2.681 357.681181.909 417.536 599.445 68.466 2.759 357.759156.634 462.513 619.146 70.999 2.849 357.849135.710 477.149 612.859 70.191 2.820 357.820118.190 472.478 590.668 67.338 2.720 357.720103.416 455.992 559.409 63.320 2.578 357.57891.008 432.769 523.777 58.739 2.417 357.417

80.400 406.298 486.698 53.973 2.249 357.249

71.057 378.752 449.809 49.231 2.082 357.08262.827 351.347 414.174 44.650 1.920 356.92055.578 324.873 380.452 40.316 1.768 356.76849.193 299.820 349.014 36.274 1.625 356.62543.569 276.465 320.034 13.797 1.592 356.59238.615 292.439 331.054 14.272 1.646 356.64634.252 302.509 336.761 14.519 1.675 356.67530.408 307.724 338.132 14.578 1.682 356.68227.023 308.977 335.999 14.486 1.671 356.67124.041 307.028 331.069 14.273 1.646 356.64621.414 302.522 323.936 13.966 1.611 356.61119.100 296.005 315.105 13.585 1.567 356.567

(I1+I

2)/2 ψ

1

(m3/det) (m3/det) (m3/det) (m3/det)

17.062 287.936 304.998 13.149 1.517 356.51715.267 278.700 293.967 12.674 1.462 356.462


4. interpolasi (7) 7. interpolasi (6)5. (3)+(4) 8. 35 + (7)

6. interpolasi (5)[(2)n+1 - (2)n]/2

PERHITUNGAN TINGGI JAGAAN COFFERDAM

Tinggi muka air akibat banjir abnormal, yakni

= 363.037

= 364.176

Elevasi Dasar Sungai = 341.190

= 1.138 m

Tambahan tinggi jagaan pada cofferdam

= 0.5 m

Hw, dengan

v = 32 m/detik 115.2 km/jam

F = 1.2 km

= 0.856

S, dengan

D = 32.04 m α = 0

= 0.008 m

Ht, dengan

Hw = 0.2607879473 ft

Hd = 0.3390243315 ft

Vg = 5.678048663 ft/det

g = 32.18 ft/det2

= 0.5009359326 ft

= 0.153 m

He, dengan

k = 0.15

1 detik

g = 9.81 m/det2

Ho = 21.847 m

= 0.349 m

Hf total = hi+0,5Hw+S+Ht+ = 1.438 7.202

0.0720187446

7.274 7.300

= 363.037

= 364.176

= 1.138 m

= 1.200 m

Tinggi Muka Air Max = 21.847 = 21.900 EL. =

Elevasi mercu cofferdam = 364.475

Elevasi dasar sungai = 341.190

Tinggi cofferdam = 23.29 m

Tambahan ketinggian bendungan untuk mengantisipasi bahaya konsolidasi sebesar 1 %

= 0.233 m

Tinggi cofferdam akhir = 23.52 m

= 23.6 m pada elevasi =

Elevasi saat Q 25 th


H

hi

τ =

Tinggi jagaan dengan menggunakan PMF



H

h

Elly:ni tinggi yang dipakai

Elly:ni lebar puncak coffer dam

Lebar mercu cofferdam = 7.33

= 6.400 m 3.2

Kemiringan lereng cofferdam-tipe homogen

= 2.75 (berat volume tanah jenuh)

= 1.75

= 36

k = 0.15

= 1.57 (berat efektif tanah)

Kemiringan lereng bagian hulu

=m - 0.2357142857

1 + 0.2357142857 m

1.1 =m - 0.2357142857

1 + 0.2357142857 m

1.514 =m - 0.2357142857

1 + 0.2357142857 m

1.514 + 0.357 m = m -

1.750 = 0.643 m

Kemiringan hulu m = 2.72

Kemiringan lereng bagian hilir

=n - 0.15

1 + 0.15 n

1.1 =n - 0.15

1 + 0.15 n

1.1 + 0.165 n = 0.727 n

1.209 = 0.562 n

Kemiringan hilir n = 2.15

sat ton / m3

sub ton / m3

o

' ton / m3

FS hulu

FS hilir


DIMENSI ZONAL COFFERDAM Hbanjir =

Inti Cofferdam

H = 24.6

Z = 0.75

b bawah = 14 7.38 -

b atas = -22.9

= -22.9

363.090

68.8

aman 69

364.79

406

Elly:ni tinggi yang dipakai


65

11.77

g sat

68.8

tan 36

0.727

0.236

3.00 L= 70.8 = 70.8

tan 36

0.727

- 0.109

2.20 L= 51.92 = 52


Elly:ni kemiringan hulu ne

Elly:ni kemiringan hilir e di bulatkan jadi 2 ja

24.60

18.45

12.3

5.8828186735

Penentuan Formasi Garis Depresi

H = 21.90 m

= 48 m

= 12.305 m

= 14.4 md = 26.705

= 7.8314593582

= 15.6629187164

= 61.331755679

= 3.9157296791

Y =

X =

X Y

1 -3.916 0.0002 -3.913 0.2003 -3.906 0.4004 -3.893 0.6005 0.000 7.8316 0.200 8.0297 0.400 8.2228 0.600 8.4109 0.800 8.594

10 1.000 8.77511 1.200 8.95112 1.400 9.12513 1.600 9.29514 1.800 9.46215 2.000 9.62616 2.200 9.78717 2.400 9.94618 2.600 10.10219 2.800 10.25620 3.000 10.40821 3.200 10.55722 26.705 21.900

X Y X Y

-3.916 0.000 1.400 9.125

l1

l2

0,3.l1

Y0

2.Y0

Y0

2

0.5.Y0

(5.076x + 6.419)1/2

(Y2-6.419)/5.076

Elly:data yang dipakai buat di edit

Elly:Dapat dari gambar

-3.913 0.200 1.600 9.295-3.906 0.400 1.800 9.462-3.893 0.600 2.000 9.6260.000 7.831 2.200 9.7870.200 8.029 2.400 9.9460.400 8.222 2.600 10.1020.600 8.410 2.800 10.2560.800 8.594 3.000 10.4081.000 8.775 3.200 10.557

1.200 8.951 26.705 21.900

sumber : perhitungan

y x0.000 -3.9160.200 -3.9130.400 -3.9060.600 -3.8937.831 0.0008.029 0.2008.222 0.4008.410 0.6008.594 0.8008.775 1.0008.951 1.200

9.125 1.400

9.295 1.6009.462 1.8009.626 2.0009.787 2.2009.946 2.40010.102 2.60010.256 2.80010.408 3.00010.557 3.200

21.900 26.705

7.7 00 5.8

Stabilitas keamanan terhadap piping

h = 14.069 m

L = 13.3525 m

e = 0.250 m

-2.00.02.04.06.08.00

1

2

3

4

5

6

7

8

9

Formasi Garis Depresi Cofferdam

Garis Depresi

Lereng Inti

X (m)

Y (m)


Gs = 2.6 m

i = 1.0536

= 2.1333

1.054

= 2.1869592942

d =

W = 1.159E-06 m / dt

F = 0.001 mm

= 5.93412E-007 gr

= 7.85398E-007

0.086092973 cm / dt

0.0086092973 m / dt

ic

karena i < ic maka bendungan aman terhadap piping

v rembesan

vc

cm2

karena v < vc maka bendungan aman terhadap piping

Elly:ini yang dipakai buat perbandingan

Penyesuaian rumus teoritis menurut Cassagrande

= 1.33

= 53.13 C =

= 19.58

= 0.34 0.8

= 6.74 m

a = 12.84 m (tinggi bidang singgung yang melewati inti)

untuk zone inti

6142041.079

###

###

y =

x y

-3071020.54 00 6142041.0791 6142042.0792 6142043.0793 6142044.0794 6142045.0795 6142046.0796 6142047.0797 6142048.0798 6142049.0799 6142050.07910 6142051.07911 6142052.07912 6142053.07913 6142054.07914 6142055.07915 6142056.07916 6142057.07917 6142058.07918 6142059.079

19 6142060.079

20 6142061.079

tg

a+ a

a

a+ a

a

h2

h22

2.h2

(2,520.x + 1,587)1/2


Elly:Dapat dari gambar

0.8

0.222290373

-2.00.02.04.06.08.00

1

2

3

4

5

6

7

8

9


Garis Depresi

Lereng Inti

X (m)

Y (m)



aman trhdp bahaya piping

Mencari debit rembesan

Nd = 10

Nf = 4

k = 1.10E-06 m / dt

H = 21.90 m

L = 43.6 m

q = 0.000420

= 36.299

= 0.4201296 lt/dt

m3 / dt

m3 / hari

Elly:ini yang dipakai buat perbandingan

Elly:ni data yang dipakai

0.344 (grafik) 11.0903

10.0385

0.090516037

(tinggi bidang singgung yang melewati inti)

-2.00.02.04.06.08.00

1

2

3

4

5

6

7

8

9


Garis Depresi

Lereng Inti

X (m)

Y (m)

DataGs 2.6e 0.25Sr 1 HULU HILIRФ 36° 36 36θ 68 66C 1.9 Kg/m²

γw 9.81γ 1.650Fs 1.8 Asumsik 1.10E-06

2.75

1.75

58°

sat

sub

0.726543

Irisan b h w α sinα wsinα cb[1] [2] [3] [4] [5] [6] [7] [8]1 8 4.906 64.759 47 0.731 47.362 15.22 8 10.270 135.564 36 0.588 79.683 15.23 8 12.459 164.459 26 0.438 72.094 15.24 8 12.992 171.494 17 0.292 50.140 15.25 8 12.319 162.611 9 0.156 25.438 15.26 8 10.115 133.518 0 0.000 0.000 15.27 8 6.886 90.895 -8 -0.139 -12.650 15.28 8 2.561 33.805 -17 -0.292 -9.884 15.2

JUMLAH 252.183Sumber: Perhitungan

Keterangan :

1 : irisan 7 : [4] x [6] 132 : data 8 : [2] x C 143 : dari gambar 9 :0,4 x [3] x γ 154 : [2] x [3] x γ 10 : [2] x [9] 165 : dari gambar 11 : tanФ 176 : sin [5] 12 : ([4] - [10]) x [11] 18

JANGAN DIPAKAI DULUIrisan b h w α sinα wsinα cb

[1] [2] [3] [4] [5] [6] [7] [8]1 8 6.269 82.751 49 0.755 62.453 15.22 8 11.137 147.008 35 0.574 84.321 15.23 8 11.405 150.546 24 0.407 61.233 15.24 8 9.528 125.770 14 0.242 30.426 15.25 8 5.872 77.510 2 0.035 2.705 15.26 8 1.777 23.456 -5 -0.087 -2.044 15.2

JUMLAH 239.093Sumber: Perhitungan

Keterangan :

1 : irisan 7 : [4] x [6] 132 : data 8 : [2] x C 14

3 : dari gambar 9 :0,4 x [3] x γ 154 : [2] x [3] x γ 10 : [2] x [9] 165 : dari gambar 11 : tanФ 176 : sin [5] 12 : ([4] - [10]) x [11] 18

u ub (8) + (12) cosα secα[9] [10] [11] [12] [13] [14] [15]

3.238 25.904 0.727 28.230 43.430 0.682 1.4666.778 54.226 0.727 59.096 74.296 0.809 1.2368.223 65.784 0.727 71.692 86.892 0.899 1.1138.575 68.598 0.727 74.759 89.959 0.956 1.0468.131 65.044 0.727 70.886 86.086 0.988 1.0126.676 53.407 0.727 58.204 73.404 1.000 1.0004.545 36.358 0.727 39.624 54.824 0.990 1.0101.690 13.522 0.727 14.737 29.937 0.956 1.046

: [18] + [12] 19 : [13 * [18]: cos [5]: 1 / [14] Fs = 2.100 >1,5 Aman: tan [5]1+ (([16] * [11]/1,8)): [15] / [17]

JANGAN DIPAKAI DULUu ub (8) + (12) cosα secα

[9] [10] [11] [12] [13] [14] [15]4.138 33.100 0.727 36.073 51.273 0.656 1.5247.350 58.803 0.727 64.085 79.285 0.819 1.2217.527 60.218 0.727 65.627 80.827 0.914 1.0956.288 50.308 0.727 54.826 70.026 0.970 1.0313.876 31.004 0.727 33.789 48.989 0.999 1.0011.173 9.383 0.727 10.225 25.425 0.996 1.004

: [18] + [12] 19 : [13 * [18]: cos [5]

tanФ (w-ub)tanФ

tanФ (w-ub)tanФ

: 1 / [14] Fs = 1.439589037 >1 Aman: tan [5]1+ (([16] * [11]/1,8)): [15] / [17]

1+((tan*tan)/1,8) [15/17] [13*18][16] [17] [18] [19]

1.072 1.433 1.023 44.4440.727 1.293 0.956 71.0100.488 1.197 0.930 80.7740.306 1.123 0.931 83.7360.158 1.064 0.952 81.9220.000 1.000 1.000 73.404-0.141 0.943 1.071 58.692-0.306 0.877 1.193 35.711

8.055 529.693

1+((tan*tan)/1,8) [15/17] [13*18][16] [17] [18] [19]

1.150 1.464 1.041 53.3710.700 1.283 0.952 75.4610.445 1.180 0.928 74.9980.249 1.101 0.936 65.5710.035 1.014 0.987 48.337-0.087 0.965 1.041 26.457

5.884 344.196

tanα

tanα

Bendungan I

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