1 0454 1390 1000 2000 0000 3000 0463 4000 0232 3127

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1 0.454 1.390 1.000 2.000 0.000 3.000 0.463 4.000 0.232 3.127 0.300 5.000 0.159 6.000 0.100 7.000 0.063 5.732 0.040 8.000 0.041 9.000 0.029 10.000 0.021 11.000 0.015 12.000 0.010 13.000 0.007 14.000 0.005 15.000 0.004 16.000 0.003 17.000 0.002 18.000 0.001 19.000 0.001 20.000 0.001 21.000 0.000 22.000 0.000 23.000 0.000 24.000 0.000 Hasil perhitungan detail hidrograf banjir rancangan ditampilkan di lampiran sedangkan rekapitulasi hasil perhitungan hidrograf banjir Metode Nakayasu ditabelkan pada Tabel IV.12.b berikut ini.
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63 Tabel 4.15.b Rekapitulasi Hasil Perhitungan Hidrograf Banjir Rancangan Metode Nakayasu Waktu Q 2th Q 5th Q 10th Q 20th Q 25th Q 50th Q 100th Q 200th Q 1000th Q PMF (jam) m3/det m3/det m3/det m3/det m3/det m3/det m3/det m3/det m3/det m3/det 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.000 6.348 8.861 10.486 12.068 12.408 14.110 15.648 17.163 20.700 28.576 2.000 10.808 15.087 17.854 20.547 21.126 24.025 26.643 29.223 35.244 48.655 3.000 8.114 11.326 13.404 15.425 15.860 18.036 20.002 21.939 26.459 36.527 4.000 7.972 11.128 13.169 15.155 15.582 17.720 19.651 21.554 25.995 35.887 5.000 5.794 8.087 9.570 11.014 11.324 12.878 14.281 15.664 18.892 26.081 6.000 4.798 6.698 7.927 9.122 9.379 10.666 11.828 12.974 15.647 21.601 7.000 4.066 5.676 6.717 7.730 7.948 9.039 10.024 10.994 13.260 18.305 8.000 3.645 5.088 6.022 6.930 7.125 8.103 8.986 9.856 11.886 16.410 9.000 3.249 4.536 5.367 6.177 6.351 7.223 8.010 8.785 10.595 14.627 10.000 2.926 4.084 4.833 5.562 5.719 6.503 7.212 7.910 9.540 13.170 11.000 2.659 3.712 4.392 5.055 5.178 5.911 6.555 7.189 8.671 11.970 12.000 2.439 3.404 4.029 4.637 4.749 5.421 6.012 6.594 7.953 10.979 13.000 2.254 3.146 3.723 4.285 4.398 5.010 5.556 6.094 7.350 10.146 14.000 2.096 2.926 3.462 3.985 4.092 4.659 5.167 5.667 6.835 9.435 15.000 1.964 2.741 3.244 3.733 3.835 4.365 4.840 5.309 6.403 8.840 16.000 1.851 2.584 3.058 3.519 3.616 4.115 4.563 5.005 6.036 8.333 17.000 1.750 2.442 2.890 3.326 3.418 3.889 4.313 4.731 5.706 7.877 18.000 1.663 2.321 2.747 3.161 3.249 3.696 4.099 4.496 5.422 7.485 19.000 1.587 2.215 2.621 3.017 3.101 3.527 3.912 4.290 5.174 7.143 20.000 1.517 2.118 2.506 2.884 2.965 3.372 3.740 4.102 4.947 6.830 21.000 1.460 2.037 2.411 2.775 2.852 3.244 3.598 3.946 4.759 6.570 22.000 1.407 1.964 2.324 2.675 2.750 3.128 3.469 3.805 4.589 6.335 23.000 1.356 1.893 2.241 2.579 2.651 3.015 3.344 3.667 4.423 6.106 24.000 1.311 1.830 2.165 2.492 2.562 2.914 3.231 3.544 4.274 5.901
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64 Grafik4.4 Hidrograf Satuan Sintetik Nakayasu 4.6.2 Hidrograf Satuan Sintetik Snyder Persamaan umum hidrograf satuan sintetik adalah sebagai berikut : P P P T A C Q 275 , 0 Parameter-parameter perhitungan yang diperlukan adalah sebagai berikut I. Karakteristik DAS, meliputi : Luas daerah aliran sungai (A) = 5.8 Km 2 Panjang sungai utama (L) = 7.6 Km Panjang sungai dari outlet ketitik berat DAS = 3.8 km Koefisien waktu (C t ) = 1.202 Koefisien puncak (C p ) = 1.260 Koefisien nilai n = 0.2 II. Parameter-parameter hidrograf : Time Lag (t p ) tP = 0,75 (L x LC)n = 2.35 jam Lama curah hujan efektif te = tP/5.5 = 0.428 jam te > tr = 1 jam, maka Tp = tP + 0.25 (tr - te) 0 10 20 30 40 50 60 0 5 10 15 20 Debit Banjir Rancangan (m3/dt) Waktu (Jam) HIDROGRAF DEBIT BANJIR RANCANGAN METODA NAKAYASU Q2Th Q5Th Q10Th Q20Th Q25Th Q50Th Q100Th Q200Th Q 0,5PMF Q100Th
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65 te < tr = 1 jam, maka Tp = tP + 0.5 tr Tp = 2.855 jam Deit Puncak (Q p ) = 0.712 III. Metode Alexeyev = 0.350 = 0.560 Tabel 4.16.a Tabulasi Perhitungan Hidrograf Satuan Sintetis Snyder Waktu t (jam) X Y HSS Unit U(t,1) 0.000 0.000 0.000 0.000 1.000 0.350 0.211 0.150 2.000 0.700 0.848 0.603 3.000 1.051 0.997 0.709 4.000 1.401 0.862 0.614 2.855 0.876 0.977 0.696 5.000 1.751 0.660 0.470 6.000 2.101 0.475 0.338 7.000 2.452 0.330 0.235 8.000 2.802 0.224 0.160 9.000 3.152 0.150 0.107 10.000 3.502 0.100 0.071 11.000 3.853 0.066 0.047 12.000 4.203 0.043 0.031 13.000 4.553 0.028 0.020 14.000 4.903 0.018 0.013 15.000 5.254 0.012 0.008 16.000 5.604 0.008 0.005 17.000 5.954 0.005 0.004 18.000 6.304 0.003 0.002 19.000 6.655 0.002 0.001 20.000 7.005 0.001 0.001 21.000 7.355 0.001 0.001 22.000 7.705 0.001 0.000 23.000 8.056 0.000 0.000 24.000 8.406 0.000 0.000
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66 Tabel 4.16.b Rekapitulasi Hasil Perhitungan Hidrograf Banjir Rancangan Metode Snyder Waktu Q 2th Q 5th Q 10th Q 25th Q 50th Q 100th Q 200th Q 1000th Q PMF (jam) m3/det m3/det m3/det m3/det m3/det m3/det m3/det m3/det m3/det 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.000 2.812 3.925 4.645 5.496 6.251 6.932 7.603 9.169 12.659 2.000 12.008 16.762 19.836 23.472 26.692 29.600 32.467 39.157 54.057 3.000 16.701 23.312 27.588 32.645 37.123 41.168 45.156 54.459 75.182 4.000 17.377 24.256 28.705 33.966 38.626 42.835 46.984 56.664 78.226 5.000 16.153 22.546 26.682 31.573 35.904 39.816 43.673 52.671 72.713 6.000 14.292 19.950 23.609 27.936 31.769 35.230 38.643 46.604 64.338 7.000 12.393 17.299 20.472 24.224 27.547 30.549 33.508 40.412 55.789 8.000 10.696 14.930 17.668 20.907 23.775 26.365 28.919 34.878 48.149 9.000 9.267 12.935 15.308 18.114 20.599 22.843 25.056 30.218 41.717 10.000 8.100 11.306 13.379 15.832 18.004 19.965 21.899 26.411 36.461 11.000 7.158 9.991 11.824 13.934 15.911 17.644 19.353 23.341 32.222 12.000 6.402 8.936 10.575 12.464 14.230 15.780 17.309 20.875 28.818 13.000 5.792 8.085 9.568 11.284 12.875 14.278 15.661 18.888 26.075 14.000 5.296 7.393 8.749 10.325 11.772 13.055 14.319 17.270 23.841 15.000 4.888 6.823 8.074 9.535 10.865 12.049 13.216 15.939 22.004 16.000 4.551 6.353 7.518 8.883 10.117 11.219 12.306 14.841 20.489 17.000 4.268 5.957 7.050 8.334 9.487 10.520 11.539 13.917 19.213 18.000 4.024 5.617 6.648 7.860 8.945 9.920 10.880 13.122 18.116 19.000 3.815 5.326 6.303 7.454 8.481 9.405 10.316 12.441 17.175 20.000 3.633 5.071 6.001 7.098 8.075 8.955 9.822 11.846 16.353 21.000 3.473 4.847 5.736 6.786 7.719 8.560 9.389 11.323 15.632 22.000 3.334 4.654 5.507 6.516 7.411 8.218 9.014 10.871 15.008 23.000 3.209 4.479 5.300 6.271 7.132 7.909 8.675 10.463 14.444 24.000 3.094 4.318 5.110 6.046 6.876 7.626 8.364 10.088 13.926
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