t UH2 8 7 3 5 1

0 0 0 01 4 8 0 82 10 20 32 0 523 16 32 80 28 0 1404 13 26 128 70 12 0 2365 8 16 104 112 30 20 0 2826 4 8 64 91 48 50 4 2657 1.5 3 32 56 39 80 10 2208 0 0 12 28 24 65 16 145

0 10.5 12 40 13 75.50 4.5 20 8 32.5

0 7.5 4 11.50 1.5 1.5

0 0

t UH6 Tambahan Kurva S Tertinggal0 0 0 0 01 5 5 5 62 30 30 30 363 60 60 60 724 90 90 90 1085 120 0 120 0 120 1446 100 5 105 5 100 1207 80 30 110 30 80 968 67 60 127 60 67 80.49 56 90 146 90 56 67.2

10 48 120 0 168 120 48 57.611 40 100 5 145 105 40 4812 33 80 30 143 110 33 39.613 26 67 60 153 127 26 31.214 22 56 90 168 146 22 26.415 16 48 120 184 168 16 19.216 12 40 100 0 152 145 7 8.417 8 33 80 5 126 143 -17 -20.418 5 26 67 30 128 153 -25 -3019 2.5 22 56 60 140.5 168 -27.5 -3320 1 16 48 90 155 184 -29 -34.821 0 12 40 120 172 152 20 24

Raverage 23.5 mmjam Curah Hujan R(m) Kehilangan Air dengan parameter non fisika

1 4 k= 12 5.5 fc= 2.5 mm3 7.25 fo 17.625 075%xhujan rata-rata

-50

0

50

100

150

200

UH 5 jamUH 6 jam

4 3 parameter fisik5 2.25 L 50 km6 0.75 A 850 km27 0.5 Lc 15 km8 0.25 non fisik

Total 23.5 Ct 1.2Cp 0.7n 0.25

Kapasitasinfiltrasi dapat dihitung dengan persamaan fp=fc+(f0-fc)e^-ktfp 2.566116

t 1 2 3 4 5 6 7 8R(mm) 4 5.5 7.25 3 2.25 0.75 0.5 0.25fp(mm) 2.566116 2.504371 2.500289 2.500019 2.500001 2.5 2.5 2.5Ref=R-fp 1.433884 2.995629 4.749711 0.499981 0 0 0 0

UH parameter fisikL 50 kmA 850 km2Lc 15 kmnon fisikCt 1.2Cp 0.7n 0.25tp=Ct(LxLc)^ntp 6.279811 jamqp=275x Cp/tpqp 30.65379 l/dt/km2te=tp/5.5te 1.141784 jam >tr maka tr 1 jamKoreksi tp tp=tp+0.25(tr-te)tp 6.276266Debit PuncakTp=tp+0.5trTp 6.776266 jamQp=qp(25.4/1000)xAQp 661.8153 m3/sordinat ordinart UHLamda=QpxTp/W W=1000xhxALamda 0.000208 W 21590000a 1.32l2+0.15l+0.045a 0.045031

Berdasarkan Unit hidrograph 1 inch dan distribusi efektif, maka dapat di hitung hidrg alirant ordinatUH hujan efektif (inch)

1 Hujan harian Maksimum dengan masa ulang 25 10 25 A

P.SUNGAITahun Hujan x m (x-xa)2 p=m/(n+1)y=-ln ln 1/p y-ya)^2 G

1 1992 189 5476 0.076923 2.564949 -0.941939 2.089288 R2 1993 167 2704 0.153846 1.871802 -0.626902 1.277804 KOE3 1995 130 225 0.230769 1.466337 -0.382768 0.785467 V4 1996 121 36 0.307692 1.178655 -0.164374 0.446053 V5 1997 120 25 0.384615 0.955511 0.045509 0.209755 Hitung konsentrasi Tc=L/v6 1998 115 0 0.461538 0.77319 0.257231 0.060648 Tc7 1999 112 9 0.538462 0.619039 0.479587 0.000572 I hujan8 2000 100 225 0.615385 0.485508 0.72256 0.047988 i=r24/24*(24/t)^0.679 2001 98 289 0.692308 0.367725 1.000421 0.246932 I

10 2002 89 676 0.769231 0.262364 1.338021 0.696429 Q11 2003 70 2025 0.846154 0.167054 1.789438 1.6536412 2004 69 2116 0.923077 0.080043 2.525195 4.087258 3 pen

jumlah 1380 13806 10.79218 6.041978 11.60183 R115 0.503498 A

GStandard deviasi 35.42726 Q100?Yn=ya=Sigmay/n 0.503498 tr<12 jamStandad deviasi reduced variate Ambil taksran Sn 0.98327 Betauntuk T 10 qYt 0.105361 2.250367 TetaK 1.776592 trXt xa+sd.K tr harus sama denga yang di taksir

177.9398

x t y Q x t y Q1 2 3 4 1 2 3 4

0.1 0.677627 0.862858 571.0528 3.1 21.00643 0.862858 571.05280.2 1.355253 0.717629 474.938 3.2 21.68405 0.854851 565.75330.3 2.03288 0.844207 558.7092 3.3 22.36168 0.846864 560.46750.4 2.710506 0.910903 602.8492 3.4 23.03931 0.838903 555.1990.5 3.388133 0.949477 628.3783 3.5 23.71693 0.830973 549.95090.6 4.06576 0.972729 643.7667 3.6 24.39456 0.823079 544.72610.7 4.743386 0.986757 653.051 3.7 25.07219 0.815223 539.5270.8 5.421013 0.994829 658.3931 3.8 25.74981 0.807409 534.35550.9 6.09864 0.998849 661.0533 3.9 26.42744 0.799639 529.2137

1 6.776266 1 661.8153 4 27.10506 0.791917 524.10291.1 7.453893 0.999058 661.1918 4.1 27.78269 0.784244 519.02471.2 8.131519 0.99655 659.5319 4.2 28.46032 0.776622 513.98021.3 8.809146 0.992847 657.0815 4.3 29.13794 0.769052 508.97051.4 9.486773 0.98822 654.019 4.4 29.81557 0.761536 503.99651.5 10.1644 0.982867 650.4765 4.5 30.4932 0.754076 499.05891.6 10.84203 0.97694 646.554 4.6 31.17082 0.746671 494.1585

0.17 1.151965 0.656928 434.7649 4.7 31.84845 0.739324 489.29571.8 12.19728 0.963804 637.8605 4.8 32.52608 0.732034 484.47111.9 12.87491 0.956759 633.1977 4.9 33.2037 0.724802 479.6851

2 13.55253 0.949477 628.3783 5 33.88133 0.717629 474.9382.1 14.23016 0.942006 623.4337 5.1 34.55896 0.710516 470.23012.2 14.90779 0.934383 618.3891 5.2 35.23658 0.703461 465.56152.3 15.58541 0.926642 613.2657 5.3 35.91421 0.696467 460.93252.4 16.26304 0.918807 608.0808 5.4 36.59184 0.689533 456.34322.5 16.94067 0.910903 602.8492 5.5 37.26946 0.682658 451.79362.6 17.61829 0.902946 597.5832 5.6 37.94709 0.675844 447.28382.7 18.29592 0.894952 592.2932 5.7 38.62472 0.66909 442.8138

0 5 10 15 20 25 30 35 40 450

100

200

300

400

500

600

700

Hidrograph

Hidrograph

2.8 18.97355 0.886936 586.9881 5.8 39.30234 0.662396 438.38352.9 19.65117 0.878909 581.6754 5.9 39.97997 0.655761 433.9929

3 20.3288 0.87088 576.3618 6 40.6576 0.649187 429.642

0 5 10 15 20 25 30 35 40 450

100

200

300

400

500

600

700

Hidrograph

Hidrograph

50 KM210 KM

0.003100 mm

0.7572*(H/L)^0.62.205999 km/jam

Hitung konsentrasi Tc=L/v4.533094 jam

i=r24/24*(24/t)^0.6712.72758

132.685 m3/dt

40 thn205 mm

24 km20.005

Ambil taksran 4.5 jam0.90123511.369750.762275

5.52773tr harus sama denga yang di taksir