Pssst Tt

BAB VIII

PERHITUNGAN OUTFALL KE SUNGAI

8. Perhitungan Outfall ke sungai

Outfall ke sungai yang digunakan adalah bentuk trapesiumDiketahui data sebagai berikut :

Debit Rencana ( Q ) = #REF!Kecepatan air dalam outfall = 0.6 m/detKoefisien manning (n) = 0.018

8.1. Luas penampang basah ( A )

A = Q = #REF! = #REF!V 0.6

8.2. Mencari lebar saluran dan kedalaman air

A = ( b + ( m x h )) x h Asumsi b = 1.5 hA = ( 1,5 h + ( 1,0 x h )) x hA = ( 1,5 h + 1,0 h ) h A = 2.5

#REF! = 2.5

h = #REF! 0.52.5

h = #REF! m b = ### m

8.3. Keliling basah ( P )

P == ### + 2(2,13) + 1 0.5

P = #REF! m

m3/det

m2

h2

h2

b + 2 h ( m2 + 1 )0,5

(1)2

8.4. Jari-jari Hidrolis ( R )

R = A = #REF! = #REF! mP #REF!

8.5. Tinggi Jagaan

fb = ( 1.5. Q. h60

= ( 1.5 #REF! #REF!60

= #REF! m

8.6. Kemiringan Saluran ( S )

S = Q x n 2 #REF! x 0.018 2#REF! x #REF!

S = #REF!

S saluran = S rencana #REF! = #REF! ###

8.7. Kontrol Debit

Q = 1n

Q = 1#REF! x #REF! x #REF!

0.50.018

Q = #REF!

Q saluran = Q rencana #REF! = #REF! ###

8.8. Kehilangan tingkat energi ( z )

Q = f. A. 2. g. z#REF! = 0.8 #REF! 2 9.8 z

z = #REF! m

dimana : f = koefisien debit = 0.8

)0.5

)0.5

A x R2/3 2/3

A x R2/3 x S0.5

2/3

GAMBAR OUTFALL KE SUNGAI

fb

h

b = #REF! m

#REF! m

#REF! m

Reduced Mean (Yn) Dan Reduced Standard Deviation (Sn)

n Yn Sn n Yn Sn8 0.48430 0,90430 51 0,54890 1.162309 0.49020 0.92880 52 0,54930 1.1638010 0.49520 0.94970 53 0,54970 1.1653011 0,49960 0,96760 54 0,55010 1.6670012 0.50350 0,98330 55 0,55040 1.6810013 0.50700 0,99720 56 0,55080 1.1696014 0,51000 1.00950 57 0,55110 1.1708015 0,51280 1.02057 58 0,55150 1.1721016 0,51570 1.03160 59 0,55180 1.1734017 0,51810 1.04110 60 0,55208 1.1746718 0,52020 1.49300 62 0,55270 1.1770019 0,52200 1.05660 64 0,55330 1.1793020 0,52355 1.06283 66 0,55380 1.1814021 0,52520 1.36960 68 0,55430 1.1834022 0,52680 1.07540 70 0,55477 1.1853623 0.52830 1.08110 72 0,55520 1.1873024 0,52960 1.08640 74 0,55570 1.1890025 0.53086 1.09145 76 0,55610 1.1906026 0,53200 1.09610 78 0,55650 1.1923027 0,53320 1.10040 80 0,55683 1.1938228 0,53430 1.10470 82 0,55720 1.1953029 0,53630 1.10860 84 0,55760 1.1967030 0.53622 1.11238 86 0,55800 1.1980031 0.53710 1.11590 88 0,55830 1.1994032 0,53800 1.11930 90 0,55860 1.2007333 0,53880 1.12260 92 0,55890 1.2020034 0.53960 1.12550 94 0,55920 1.20320

TABEL 1

REDUCED STANDARD DEVIATION (Sn)

n 0 1 2 3 4 5 6 7 810 0.9496 0.9676 0.9833 0.9971 1.0000 1.0206 1.0316 1.0411 1.049320 1.0628 1.0696 1.0754 1.0811 1.0864 1.0915 1.0961 1.1004 1.104730 1.1124 1.1159 1.1193 1.1226 1.1255 1.1285 1.1313 1.1339 1.136340 1.1413 1.1436 1.1458 1.1480 1.1499 1.1519 1.1538 1.1557 1.157450 1.1607 1.1623 1.1638 1.1658 1.1667 1.1681 1.1696 1.1708 1.172160 1.1747 1.1759 1.1770 1.1782 1.1793 1.1803 1.1814 1.1824 1.183470 1.1854 1.1863 1.1873 1.1881 1.1890 1.1898 1.1906 1.1915 1.192380 1.1938 1.1945 1.1953 1.1959 1.1967 1.1973 1.1980 1.1987 1.199490 1.2007 1.2013 1.2020 1.2026 1.2032 1.2036 1.2044 1.2049 1.2055100 1.2065 - - - - - - - -

TABEL 2

REDUCED STANDARD DEVIATION (Sn)

91.05651.10801.13881.15901.17341.18441.19301.20011.2060

-

RETURN PERIODA FUNCTION OF REDUCED VARIATE

Return Periode ( T ) Reduced Variate( years )

2 0.36655 1.499910 2.250220 2.960625 3.198550 3.9019100 4.6001200 5.2960500 6.21401000 6.91905000 8.539010000 9.9210

YT

HUBUNGAN ANTARA T dan U

T U T U T U1.00 - 1,86 15.00 1.63 70.00 3.081.01 - 1,35 16.00 1.69 72.00 3.111.02 - 1,28 17.00 1.74 74.00 3.131.03 - 1,23 18.00 1.80 76.00 3.161.04 - 1,19 19.00 1.85 78.00 3.161.05 - 1,15 20.00 1.89 80.00 3.211.06 - 1,12 21.00 1.94 82.00 3.231.08 - 1,07 22.00 1.98 84.00 3.261.10 - 1,02 23.00 2.02 86.00 3.281.15 - 0,93 24.00 2.06 88.00 3.301.20 - 0,85 25.00 2.10 90.00 3.331.25 - 0,79 26.00 2.13 92.00 3.351.30 - 0,73 27.00 2.17 94.00 3.371.35 - 0,68 28.00 2.19 96.00 3.391.40 - 0,63 29.00 2.24 98.00 3.411.50 - 0,54 30.00 2.27 100.00 3.431.60 - 0,46 31.00 2.30 110.00 3.531.70 - 0,40 32.00 2.33 120.00 3.621.80 - 0,33 33.00 2.36 130.00 3.701.90 - 0,28 34.00 2.39 140.00 3.772.00 -0.22 35.00 2.41 150.00 3.842.20 - 0,13 36.00 2.44 160.00 3.912.40 - 0,04 37.00 2.47 170.00 3.972.60 0.04 38.00 2.49 180.00 4.032.80 0.11 39.00 2.51 190.00 4.093.00 0.17 40.00 2.54 200.00 4.143.20 0.24 41.00 2.56 220.00 4.243.40 0.29 42.00 2.59 240.00 4.333.60 0.34 43.00 2.61 260.00 4.423.80 0.39 44.00 2.63 280.00 4.504.00 0.44 45.00 2.65 300.00 4.574.50 0.55 46.00 2.67 350.00 4.775.00 0.64 47.00 2.69 400.00 4.885.50 0.73 48.00 2.71 450.00 5.016.00 0.81 49.00 2.73 500.00 5.136.50 0.88 50.00 2.75 600.00 5.337.00 0.95 52.00 2.79 700.00 5.517.50 1.01 54.00 2.83 800.00 5.568.00 1.06 56.00 2.86 900.00 5.809.00 1.17 58.00 2.90 1000.00 5.92

10.00 1.26 60.00 2.93 5000.00 7.9011.00 1.35 62.00 2.96 10000.00 8.83

12.00 1.43 64.00 2.99 50000.00 11.0813.00 1.50 66.00 3.00 80000.00 12.3214.00 1.57 68.00 3.05 500000.00 13.74

Koefisien Mn dan Mp Untuk Perhitungan Curah Hujan MaksimumMenurut Metode Ir. J.P. Der Weduwen

n Mn p Mp

1/5 0.2381/4 0.2621/3 0.2911/2 0.3361 0.412 0.493 0.5414 0.5795 0.60210 0.70515 0.76620 0.81125 0.84530 0.87540 0.91550 0.94860 0.97570 180 1.0290 1.03100 1.05

NILAI K DISTRIBUSI LOG PEARSON TIPE III

Kemencengan Periode Ulang (Tahun)

(Cs) 2 5 10 20 25 50

3 -0.36 0.42 1.18 1.912 2.278 3.1522.5 -0.36 0.518 1.25 1.9246666667 2.262 3.0482.2 -0.33 0.574 1.284 1.9213333333 2.24 2.972 -0.307 0.609 1.302 1.9133333333 2.219 2.912

1.8 -0.282 0.643 1.318 1.9013333333 2.193 2.8481.6 -0.254 0.675 1.329 1.885 2.163 2.781.4 -0.225 0.705 1.337 1.8643333333 2.128 2.7061.2 -0.195 0.732 1.34 1.838 2.087 2.6261 -0.164 0.758 1.34 1.8086666667 2.043 2.542

0.9 -0.148 0.769 1.339 1.7916666667 2.018 2.4980.8 -0.132 0.78 1.336 1.7773333333 1.993 2.4530.7 -0.116 0.79 1.333 1.7556666667 1.967 2.4070.6 -0.099 0.8 1.328 1.7353333333 1.939 2.3590.5 -0.083 0.808 1.323 1.7143333333 1.91 2.3110.4 -0.066 0.816 1.317 1.6923333333 1.88 2.2610.3 -0.05 0.824 1.309 1.669 1.849 2.2110.2 -0.033 0.842 1.282 1.5946666667 1.751 2.0540.1 -0.017 0.836 1.27 1.5973333333 1.761 20 0 0.842 1.282 1.5946666667 1.751 2.054

-0.1 0.017 0.85 1.258 1.5393333333 1.68 1.945-0.2 0.033 0.85 1.258 1.5393333333 1.68 1.945-0.3 0.05 0.853 1.245 1.5103333333 1.643 1.89-0.4 0.066 0.855 1.231 1.481 1.606 1.834-0.5 0.083 0.856 1.26 1.4646666667 1.567 1.777

-0.543 0.090 0.856 1.234 1.445 1.550 1.752-0.6 0.099 0.857 1.2 1.4186666667 1.528 1.72-0.7 0.116 0.857 1.183 1.3863333333 1.488 1.663

-0.730653 0.121 0.857 1.178 1.376 1.476 1.646-0.8 0.132 0.856 1.166 1.354 1.448 1.606-0.9 0.148 0.854 1.147 1.3203333333 1.407 1.549-1 0.164 0.852 1.128 1.2866666667 1.366 1.492

-1.2 0.195 0.844 1.086 1.2166666667 1.282 1.379-1.338377 0.216 0.836 1.055 1.168 1.224 1.304

-1.4 0.225 0.832 1.041 1.1456666667 1.198 1.2701-1.6 0.254 0.817 0.994 1.0753333333 1.116 1.166-1.8 0.282 0.799 0.945 1.005 1.035 1.069-2 0.307 0.777 0.895 0.9376666667 0.959 0.98

-2.2 0.33 0.752 0.844 0.8733333333 0.888 0.9-2.5 0.36 0.711 0.771 0.7856666667 0.793 0.798-3 0.396 0.636 0.66 0.664 0.666 0.666

NILAI K DISTRIBUSI LOG PEARSON TIPE III

Periode Ulang (Tahun)

100 200 500 1000

4.051 4.97 5.825 7.253.845 4.652 5.3825 6.63.705 4.444 5.1025 6.23.605 4.298 4.9025 5.913.499 4.147 4.714375 5.663.388 3.99 4.515 5.393.271 3.828 4.30875 5.113.149 3.661 4.095625 4.823.022 3.489 3.883125 4.542.957 3.401 3.77375 4.3952.891 3.312 3.66375 4.252.824 3.223 3.55375 4.1052.755 3.132 3.4425 3.962.686 3.041 3.33125 3.8152.615 2.949 3.219375 3.672.544 2.856 3.106875 3.5252.326 2.576 2.76875 3.092.252 2.482 3.0325 3.952.326 2.576 2.76875 3.092.178 2.388 2.97375 3.952.178 2.388 2.54625 2.812.104 2.294 2.436875 2.6752.029 2.21 2.33375 2.541.955 2.108 2.2175 2.41.923 2.068 2.173 2.3461.88 2.016 2.113125 2.275

1.806 1.926 2.01 2.151.784 1.910 1.987 2.1151.733 1.873 1.93375 2.0351.66 1.749 1.809375 1.91

1.588 1.664 1.715 1.81.449 1.501 1.5475 1.6251.358 1.397 1.441 1.5141.318 1.351 1.39375 1.4651.197 1.216 1.24 1.281.087 1.097 1.109375 1.130.99 1.995 1.621875 1

0.905 0.907 0.908125 0.910.799 0.8 0.80075 0.8020.667 0.667 0.667375 0.668

BAB IIIIPERHITUNGAN CURAH HUJAN

3.1. Data Curah Hujan

No. TahunCurah Hujan

Sta B Sta C Sta D1 1975 200 210 1052 1976 145 175 2103 1977 170 210 1904 1978 180 215 2005 1979 210 175 2106 1980 210 195 1957 1981 205 185 1608 1982 150 190 909 1983 90 160 230

10 1984 195 80 20011 1985 180 195 16012 1986 165 160 17513 1987 275 185 22514 1988 175 175 17515 1989 130 150 21016 1990 205 140 15017 1991 195 240 23518 1992 95 90 16519 1993 140 210 13520 1994 135 215 23021 1995 170 110 9022 1996 185 210 19023 1997 145 170 19024 1998 200 215 24025 1999 165 90 21526 2000 245 170 24027 2001 125 200 16028 2002 160 195 25029 2003 150 215 16030 2004 210 165 13031 2005 210 165 21032 2006 200 185 19033 2007 190 240 15034 2008 120 120 200

Sumber : Data Curah Hujan dari keempat stasiun

DRAINASE PERKOTAAN

3.2 PERHITUNGAN CURAH HUJAN3.2.1 METODE GUMBEL

A. Stasiun TamangapaTabel I.1.

X =n

= 685410

= 685.40 mm

Sx = (n-1

Sx = ( 5054508 - 685.40009

Sx = 199.1025

No Tahun X

1 2003 878 770884

2 2004 709 502681

3 2005 575 330625

4 2006 543 294849

5 2007 462 213444

6 2008 572 327184

7 2009 816 665856

8 2010 1116 1245456

9 2011 635 403225

10 2012 548 300304 6854 5054508

n = 10 Yn = 0.4952

X

X2-X.X)0,5

X2

DRAINASE PERKOTAAN

Sn = 0.9497T = 2 Tahun Yt = 0.3665T = 5 Tahun Yt = 1.4999T = 10 Tahun Yt = 2.2502T = 25 Tahun Yt = 3.1985T = 50 Tahun Yt = 3.9019

= X + K. Sx,dimana K =

Yt-YnSn

= 685.4 + (0.3665 - 0.4952 ) x 199.1025 = 658.42

0.9497

= 685.4 + (1.4999 - 0.4952 ) x 199.1025 = 896.03

0.9497

= 685.4 + (2.2502 - 0.4952 ) x 199.1025 = 1053.33

0.9497

X25 = 685.4 + (3.1985 - 0.4952 ) x 199.1025 = 1252.14

0.9497

XTr

X2

X5

X10

DRAINASE PERKOTAAN

X50 = 685.4 + (3.9019 - 0.4952 ) x 199.1025 = 1399.61

0.9497

B. Stasiun HasanuddinTabel I.1.

X =n

= 745810

= 745.8 mm

Sx = (n-1

Sx = ( 5919538 - 745.80009

Sx = 199.2658

No Tahun X

1 2003 1054 1110916

2 2004 684 467856

3 2005 543 294849

4 2006 723 522729

5 2007 803 644809

6 2008 507 257049

7 2009 916 839056

8 2010 909 826281

9 2011 867 751689

10 2012 452 204304 7458 5919538

n = 10 Yn = 0.4952

X

X2-X.X)0,5

X2

DRAINASE PERKOTAAN

Sn = 0.9497T = 2 Tahun Yt = 0.3665T = 5 Tahun Yt = 1.4999T = 10 Tahun Yt = 2.2502T = 25 Tahun Yt = 3.1985T = 50 Tahun Yt = 3.9019


Yt-YnSn

= 745.8 + (0.3665 - 0.4952 ) x 199.266 = 718.80

0.9497

= 745.8 + (1.4999 - 0.4952 ) x 199.266 = 956.61

0.9497

= 745.8 + (2.2502 - 0.4952 ) x 199.266 = 1114.03

0.9497

X25 = 745.8 + (3.1985 - 0.4952 ) x 199.266 = 1313.01

XTr

X2

X5

X10

DRAINASE PERKOTAANX25 = 745.8 +

0.9497x 199.266 = 1313.01

X50 = 746 + (3.9019 - 0.4952 ) x 199.266 = 1460.59

0.9497

C. Stasiun Maritim PaotereTabel I.1.

X =n

= 804910

= 804.90 mm

Sx = (n-1

Sx = ( 6606245 - 804.90009

Sx = 119.0728

No Tahun X

1 2003 925 855625

2 2004 691 477481

3 2005 717 514089

4 2006 645 416025

5 2007 865 748225

6 2008 881 776161

7 2009 955 912025

8 2010 873 762129

9 2011 858 736164

10 2012 639 408321

X

X2-X.X)0,5

X2

DRAINASE PERKOTAAN

8049 6606245

n = 10 Yn = 0.4952Sn = 0.9497

T = 2 Tahun Yt = 0.3665T = 5 Tahun Yt = 1.4999T = 10 Tahun Yt = 2.2502T = 25 Tahun Yt = 3.1985T = 50 tahun Yt = 3.9019


Yt-YnSn

= 804.9 + (0.3665 - 0.4952 ) x 119.073 = 788.76

0.9497

= 804.9 + (1.4999 - 0.4952 ) x 119.073 = 930.87

0.9497

= 804.9 + (2.2502 - 0.4952 ) x 119.073 = 1024.94

XTr

X2

X5

X10

DRAINASE PERKOTAAN= 804.9 +

0.9497x 119.073 = 1024.94

= 804.9 + (3.1985 - 0.4952 ) x 119.073 = 1143.84

0.9497

= 804.9 + (3.9019 - 0.4952 ) x 119.073 = 1232.03

0.9497

Hasil perhitungan Curah Hujan rata-rata (mm) Metode GUMBEL

No. Periode Ulang StasiunTamngapa Hasanuddin Paotere Rata-rata

1 2 658.42 mm 718.80 mm 788.76 mm 721.99 mm2 5 896.03 mm 956.61 mm 930.87 mm 927.84 mm3 10 1053.33 mm 1114.03 mm 1024.94 mm 1064.10 mm4 25 1252.14 mm 1313.01 mm 1143.84 mm 1236.33 mm5 50 1399.61 mm 1460.59 mm 1232.03 mm 1364.08 mm

X10

X15

X15

DRAINASE PERKOTAAN

685.4000 x 6854 )0,5

DRAINASE PERKOTAAN

mm

mm

mm

mm

DRAINASE PERKOTAAN

mm

7458

745.8000 x

)0,5

DRAINASE PERKOTAAN

mm

mm

mm

mm

DRAINASE PERKOTAANmm

mm

8049

x

804.9000

)0,5

DRAINASE PERKOTAAN

mm

mm

mm

DRAINASE PERKOTAAN

mm

mm

StasiunRata-rata

721.99 mm927.84 mm1064.10 mm1236.33 mm1364.08 mm

DRAINASE PERKOTAAN

3.2.2 Metode HasperA. Curah Hujan Sta BTabel 1.6.

1116 1 11 1.35( Lampiran 4 )878 2 5.5 0.73

n = 10

Sn = 1 ( + )2

=1 1116 - 685.400

+878 - 685.400

2 1.35 0.73

= 291.3993

RT = R + Sn. UT

T = 2 Tahun UT = -0.22T = 5 Tahun UT = 0.64 ( Lampiran 4 )T = 10 Tahun UT = 1.26T = 25 Tahun UT = 2.10T = 50 Tahun UT = 2.75

= 685.40 + 291.3993 x -0.22 = 621.2922 mm= 685.40 + 291.3993 x 0.64 = 871.8955 mm= 685.40 + 291.3993 x 1.26 = 1052.5631 mm= 685.40 + 291.3993 x 2.10 = 1297.3385 mm= 685.40 + 291.3993 x 2.75 = 1486.7480 mm

B. Curah Hujan Sta CTabel 1.7.

955 1 11 1.35( Lampiran 4 )

925 2 5.5 0.73

n = 10

Sn = 1 ( + )2

=1 955 - 745.800

+925 - 745.800

2 1.35 0.73

= 200.2212

Hujan Max R (mm)

Urutan Terbesar (m)

Peride Ulang t=(n+1)/m

Standar Variabel U

R1-R R2-RU1 U2

R2R5R10R15R2

Hujan Max R (mm)

Urutan Terbesar (m)


Standar Variabel U

R1-R R2-RU1 U2

DRAINASE PERKOTAAN

RT = R + Sn. UT


= 745.8000 + 200.2212 x -0.22 = 701.7513 mm= 745.8000 + 200.2212 x 0.64 = 873.9416 mm

R2R5

DRAINASE PERKOTAAN

= 745.8000 + 200.2212 x 1.26 = 998.0787 mmR25 = 745.8000 + 200.2212 x 2.1 = 1166.2645 mmR50 = 745.8000 + 200.2212 x 2.75 = 1296.4083 mm

C. Curah Hujan Sta DTabel 1.8.

1054 1 11 1.35( Lampiran 4 )916 2 5.5 0.73

n = 10

Sn = 1 ( + )2

= 1 1054 - 804.900 + 916 - 804.9002 1.35 0.73

= 168.3551

RT = R + Sn. UT


= 804.9000 + 168.3551 x -0.22 = 767.8619 mm= 804.9000 + 168.3551 x 0.64 = 912.6473 mm= 804.9000 + 168.3551 x 1.26 = 1017.0275 mm= 804.9000 + 168.3551 x 2.1 = 1158.4458 mm= 804.9000 + 168.3551 x 2.75 = 1267.8767 mm

R10

Hujan Max R (mm)

Urutan Terbesar (m)


Standar Variabel U

R1-R R2-RU1 U2

R2R5R10R15R15

3.2.3 METODE LOG PEARSON III

A. Stasiun TamangapaTabel 1.15

No Tahun Xi (mm) Log Xi1 2003 878 2.9435 0.0150 0.00182 2004 709 2.8506 0.0009 0.00003 2005 575 2.7597 0.0038 -0.00024 2006 543 2.7348 0.0075 -0.00065 2007 462 2.6646 0.0245 -0.00386 2008 572 2.7574 0.0041 -0.00037 2009 816 2.9117 0.0082 0.00078 2010 1116 3.0477 0.0513 0.01169 2011 635 2.8028 0.0003 0.000010 2012 548 2.7388 0.0068 -0.0006

Jumlah 28.2116 0.1223 0.0087

n= 10

Log X =28.2116

= 2.821155510

Sx = Cs =(n - 1)

=0.1223

=10 . 0.0087

9 9 . 8 . 0.1166 3

= 0.1165535447 = 0.7618511294

(Log Xi - Log X)2 (Log Xi - Log X)3

(Log Xi - Log X)2 n . (Log Xi - Log X)3

(n - 1)(n - 2)(Sx)3

Berdasarkan nilai Cs = 0.8 maka diperoleh nilai K untuk setiap periode ulang (tabel 3)

Log X = Log X + K . SxTabel 1.16

T (tahun) K Log X Sx Xi (mm)2 -0.132 2.8212 0.11655 639.405 0.780 2.8212 0.11655 816.71

10 1.336 2.8212 0.11655 948.1425 1.993 2.8212 0.11655 1130.9650 2.453 2.8212 0.11655 1279.56

B. Stasiun CTabel 1.17

No Tahun Xi (mm) Log Xi1 2003 925 2.9661 0.0210 0.00302 2004 691 2.8395 0.0003 0.00003 2005 717 2.8555 0.0012 0.00004 2006 645 2.8096 0.0001 0.00005 2007 865 2.9370 0.0134 0.00166 2008 881 2.9450 0.0153 0.00197 2009 955 2.9800 0.0252 0.00408 2010 873 2.9410 0.0144 0.00179 2011 858 2.9335 0.0126 0.001410 2012 639 2.8055 0.0002 0.0000

Jumlah 29.0127 0.1039 0.0137

n= 10

Log X =29.0127

= 2.901269610

Sx = Cs =(n - 1)

=0.1039

=10 . 0.0137

9 9 . 8 . 0.1074 3



(n - 1)(n - 2)(Sx)3

= 0.1074396331 = 1.5331495463




10 1.333 2.9013 0.10744 1107.8625 2.146 2.9013 0.10744 1354.6750 2.743 2.9013 0.10744 1570.28

C. Stasiun D

Tabel 1.19

No Tahun Xi (mm) Log Xi1 2003 1054 3.0228 0.0407 0.00822 2004 684 2.8351 0.0002 0.00003 2005 543 2.7348 0.0075 -0.00064 2006 723 2.8591 0.0014 0.00015 2007 803 2.9047 0.0070 0.00066 2008 507 2.7050 0.0135 -0.00167 2009 916 2.9619 0.0198 0.00288 2010 909 2.9586 0.0189 0.00269 2011 867 2.9380 0.0137 0.001610 2012 452 2.6551 0.0276 -0.0046

Jumlah 28.5752 0.1502 0.0090

n= 10

Log X =28.5752

= 2.857517510

Sx = Cs =(n - 1)

=0.1502

=10 . 0.0090

9 9 . 8 . 0.1292 3

= 0.1291640659 = 0.5824266218



(n - 1)(n - 2)(Sx)3




10 1.328 2.8575 0.12916 1069.1725 1.939 2.8575 0.12916 1282.2350 2.359 2.8575 0.12916 1452.83

0.00180.0000-0.0002-0.0006-0.0038-0.00030.00070.01160.0000-0.00060.0087

(Log Xi - Log X)3

0.00300.00000.00000.00000.00160.00190.00400.00170.00140.00000.0137

(Log Xi - Log X)3

0.00820.0000-0.00060.00010.0006-0.00160.00280.00260.0016-0.00460.0090

(Log Xi - Log X)3

3.2.4 Tabel Rekapitulasi Perhitungan Curah Hujan Rencana

CURAH HUJAN RATA-RATA KETIGA STASIUN DENGAN METODE GUMBEL

NO PERIODE ULANGCURAH HUJAN (mm)METODE GUMBEL

TAMANGAPA PAOTERE HASANUDDIN1 2 658.42 718.80 788.762 5 896.033 956.606 930.8693 10 1053.332 1114.034 1024.9414 25 1252.141 1313.006 1143.8385 50 1399.607 1460.593 1232.030

CURAH HUJAN RATA-RATA KETIGA STASIUN DENGAN METODE HASPER

NO PERIODE ULANGCURAH HUJAN (mm)

METODE HASPERTAMANGAPA PAOTERE HASANUDDIN

1 2 621.292 701.751 767.8622 5 871.896 873.942 912.6473 10 1052.563 998.079 1017.0274 25 1297.339 1166.265 1158.4465 50 1486.748 1296.408 1267.877

CURAH HUJAN RATA-RATA KETIGA STASIUN DENGAN METODE LOG PEARSON III


LOG PEARSON IIITAMANGAPA PAOTERE HASANUDDIN

1 2 639.40 750.73 699.412 5 816.709 944.937 913.7953 10 948.137 1107.865 1069.1724 15 1130.959 1354.675 1282.2325 25 1279.562 1570.278 1452.833

REKAPITULASI KESELURUHAN


METODE GUMBEL HASPER LOG PEARSON III

1 2 721.993 696.968 696.5122 5 927.836 886.161 891.8143 10 1064.102 1022.556 1041.724

4 25 1236.328 1207.350 1255.9555 50 1364.077 1350.344 1434.224

CURAH HUJAN RATA-RATA KETIGA STASIUN DENGAN METODE GUMBEL

RATA-RATA

721.993927.8361064.1021236.3281364.077

CURAH HUJAN RATA-RATA KETIGA STASIUN DENGAN METODE HASPER

RATA-RATA

696.968886.1611022.5561207.3501350.344

CURAH HUJAN RATA-RATA KETIGA STASIUN DENGAN METODE LOG PEARSON III

RATA-RATA

696.512891.8141041.7241255.9551434.224

DIAMBIL MAX.

721.993927.8361064.102

1255.9551434.224

3.3 PERHITUNGAN INTENSITAS CURAH HUJAN

1. Intensitas Curah Hujan Rencana Dengan Metode Mononobe

I =R

X (24

24 t

Diketahui := 721.993 mm= 927.836 mm= 1064.102 mm

R25 = 1255.955 mmR50 = 1434.224 mm

= 5/60 = 0.083 jam

721.993x (

24= 1311.948 mm/jam

24 0.083

927.836x (

24= 1685.990 mm/jam

24 0.083

1064.102x (

24= 1933.602 mm/jam

24 0.083

1255.955x (

24= 2282.222 mm/jam

24 0.083

1434.224x (

24= 2606.158 mm/jam

24 0.083

Perhitungan selanjutnya ditabelkan ;

t Intensitas Curah Hujan (mm/jam)(menit) I50

5 1311.948 1685.990 1933.602 2282.222 2606.15810 826.475 1062.107 1218.093 1437.710 1641.77715 630.719 810.539 929.579 1097.178 1252.91020 520.647 669.085 767.350 905.700 1034.25525 448.680 576.600 661.283 780.509 891.29430 397.328 510.608 585.598 691.179 789.28435 358.524 460.740 528.407 623.676 712.20040 327.987 421.497 483.400 570.556 651.54045 303.218 389.667 446.895 527.468 602.33650 282.651 363.235 416.582 491.690 561.48055 265.250 340.873 390.936 461.420 526.91360 250.301 321.663 368.904 435.415 497.21865 237.295 304.948 349.734 412.790 471.381

)2/3

R2R5R10

Contoh : Untuk t = 5 menit

I2 = )2/3

I5 = )2/3

I10 = )2/3

I25 = )2/3

I50 = )2/3

I 2 I 5 I10 I15

0 10 20 30 40 50 60 70 80 90 1000

500

1000

1500

2000

2500

3000 Column CColumn DColumn EColumn FColumn GColumn HColumn IColumn JColumn KColumn LColumn MColumn NColumn OColumn P

GRAFIK IDF

I2I5I10I25I50

70 225.856 290.248 332.875 392.891 448.65875 215.703 277.201 317.911 375.230 428.48980 206.619 265.527 304.523 359.427 410.44485 198.435 255.009 292.461 345.190 394.18690 191.015 245.475 281.526 332.284 379.448

0 10 20 30 40 50 60 70 80 90 1000

500

1000

1500

2000

2500

3000 Column CColumn DColumn EColumn FColumn GColumn HColumn IColumn JColumn KColumn LColumn MColumn NColumn OColumn P

GRAFIK IDF

I2I5I10I25I50

2. Intensitas Curah Hujan Rencana Dengan Metode Talbot

Data curah hujan maksimum dari perhitungan sebelumnya :

= 721.993 mm = 1064.102 mm= 927.836 mm = 1255.955 mm

I =a dimana :

a =t + b

b =

Untuk menghitung intensitas curah hujan diperlukan data curah hujan jangka pendekRumus :

R =R = 30.083 mm24 = 38.660 mm

= 44.338 mm= 52.331 mm

Presipitas/intensitas curah hujan jangka pendekRumus :

i = R60t

Periode Koefisien Untuk Periode Ulang 2 Tahun

No.Menit i

i x t it( t ) menit

1 5 360.996 1804.982 651591.889 130318.378 807.2122 10 180.498 1804.982 325795.945 32579.594 570.7853 15 120.332 1804.982 217197.296 14479.820 466.0444 20 90.249 1804.982 162897.972 8144.899 403.6065 25 72.199 1804.982 130318.378 5212.735 360.9966 30 60.166 1804.982 108598.648 3619.955 329.5437 35 51.571 1804.982 93084.556 2659.559 305.0988 40 45.125 1804.982 81448.986 2036.225 285.3939 45 40.111 1804.982 72399.099 1608.869 269.07110 50 36.100 1804.982 65159.189 1303.184 255.26311 55 32.818 1804.982 59235.626 1077.011 243.38412 60 30.083 1804.982 54299.324 904.989 233.02213 65 27.769 1804.982 50122.453 771.115 223.88014 70 25.785 1804.982 46542.278 664.890 215.73715 75 24.066 1804.982 43439.459 579.193 208.42116 80 22.562 1804.982 40724.493 509.056 201.80317 85 21.235 1804.982 38328.935 450.929 195.77818 90 20.055 1804.982 36199.549 402.217 190.262

Jumlah 1261.721 32489.673 2277384.075 207322.616 5765.299

R2 R10R5 R15

(it). (i2) - (i2t). (i)N. (i2) - (i). (i)

(i). (it) - (N). (i2t)N. (i2) - (i). (i)

R2R5R10R15

i2t i2

Intensitas Curah Hujan dengan Formula TALBOT

a =###

b =0.0

2139866.392 ###a = 1804.982 b = 0.0


No.Menit i

i x t it( t ) menit

1 5 463.918 2319.590 1076099.278 215219.856 1037.3522 10 231.959 2319.590 538049.639 53804.964 733.5193 15 154.639 2319.590 358699.759 23913.317 598.9154 20 115.979 2319.590 269024.819 13451.241 518.6765 25 92.784 2319.590 215219.856 8608.794 463.9186 30 77.320 2319.590 179349.880 5978.329 423.4977 35 66.274 2319.590 153728.468 4392.242 392.0828 40 57.990 2319.590 134512.410 3362.810 366.7599 45 51.546 2319.590 119566.586 2657.035 345.78410 50 46.392 2319.590 107609.928 2152.199 328.04011 55 42.174 2319.590 97827.207 1778.676 312.77312 60 38.660 2319.590 89674.940 1494.582 299.45813 65 35.686 2319.590 82776.868 1273.490 287.71014 70 33.137 2319.590 76864.234 1098.060 277.24415 75 30.928 2319.590 71739.952 956.533 267.84316 80 28.995 2319.590 67256.205 840.703 259.33817 85 27.289 2319.590 63299.958 744.705 251.59518 90 25.773 2319.590 59783.293 664.259 244.506

Jumlah 1621.443 41752.615 3761083.278 342391.796 7409.010


a = ### b = 0.003533973.82 3533973.82

a = 2319.59 b = 0.00


No.Menit i

i x t it( t ) menit

1 5 532.051 2660.255 1415391.549 283078.310 1189.7022 10 266.026 2660.255 707695.775 70769.577 841.2473 15 177.350 2660.255 471797.183 31453.146 686.8754 20 133.013 2660.255 353847.887 17692.394 594.8515 25 106.410 2660.255 283078.310 11323.132 532.0516 30 88.675 2660.255 235898.592 7863.286 485.694

7 35 76.007 2660.255 202198.793 5777.108 449.6658 40 66.506 2660.255 176923.944 4423.099 420.6239 45 59.117 2660.255 157265.728 3494.794 396.56710 50 53.205 2660.255 141539.155 2830.783 376.21711 55 48.368 2660.255 128671.959 2339.490 358.70912 60 44.338 2660.255 117949.296 1965.822 343.43713 65 40.927 2660.255 108876.273 1675.020 329.96414 70 38.004 2660.255 101099.396 1444.277 317.96115 75 35.470 2660.255 94359.437 1258.126 307.180

i2 x t i2

i2 x t i2

16 80 33.253 2660.255 88461.972 1105.775 297.42617 85 31.297 2660.255 83258.326 979.510 288.54518 90 29.558 2660.255 78632.864 873.698 280.416

Jumlah 1859.576 47884.594 4946946.438 450347.347 8497.130


a ###

b = 0.004648229.76 4648229.76

a 2660.26 b = 0.00


No.Menit i

i x t it( t ) menit

1 5 627.978 3139.888 1971779.412 394355.882 1404.2012 10 313.989 3139.888 985889.706 98588.971 992.9203 15 209.326 3139.888 657259.804 43817.320 810.7164 20 156.994 3139.888 492944.853 24647.243 702.1005 25 125.596 3139.888 394355.882 15774.235 627.9786 30 104.663 3139.888 328629.902 10954.330 573.2637 35 89.711 3139.888 281682.773 8048.079 530.7388 40 78.497 3139.888 246472.426 6161.811 496.4609 45 69.775 3139.888 219086.601 4868.591 468.06710 50 62.798 3139.888 197177.941 3943.559 444.04711 55 57.089 3139.888 179252.674 3259.140 423.38212 60 52.331 3139.888 164314.951 2738.583 405.35813 65 48.306 3139.888 151675.339 2333.467 389.45514 70 44.856 3139.888 140841.387 2012.020 375.28815 75 41.865 3139.888 131451.961 1752.693 362.56316 80 39.249 3139.888 123236.213 1540.453 351.05017 85 36.940 3139.888 115987.024 1364.553 340.56918 90 34.888 3139.888 109543.301 1217.148 330.973

Jumlah 2194.850 56517.985 6891582.150 627378.076 10029.127


a ###

b = 0.006475440.48 6475440.48

a 3139.89 b = 0.00

Contoh Perhitungan untuk setiap periode ulang dengan t = 5 menit

=1804.982

= 360.996 (mm/menit)5 + 0.000

=2319.590

= 463.918 (mm/menit)5 + 0.000

=2660.255

= 532.051 (mm/menit)

i2 x t i2

I2

I5

I10

=5 + 0.000

= 532.051 (mm/menit)

=3139.888

= 627.978 (mm/menit)5 + 0.000

Perhitungan selanjutnya ditabelkan ;

Menit Intensitas Curah Hujan ( mm/menit )( t )5 360.996 463.918 532.051 627.97810 180.498 231.959 266.026 313.98915 120.332 154.639 177.350 209.32620 90.249 115.979 133.013 156.99425 72.199 92.784 106.410 125.59630 60.166 77.320 88.675 104.66335 51.571 66.274 76.007 89.71140 45.125 57.990 66.506 78.49745 40.111 51.546 59.117 69.77550 36.100 46.392 53.205 62.79855 32.818 42.174 48.368 57.08960 30.083 38.660 44.338 52.33165 27.769 35.686 40.927 48.30670 25.785 33.137 38.004 44.85675 24.066 30.928 35.470 41.86580 22.562 28.995 33.253 39.24985 21.235 27.289 31.297 36.94090 20.055 25.773 29.558 34.888

GRAFIK

I10

I15

I2 I5 I10 I15

0 10 20 30 40 50 60 70 80 90 1000

500

1000

1500

2000

2500

Grafik Intensitas Curah Hujan Metode Mononobe

TAHUN 10Column MTAHUN 5Column I

Waktu Konsentrasi (menit)

Intensitas (mm/jam)

0 10 20 30 40 50 60 70 80 90 1000

25

50

75

100

125

150

Grafik Intesitas Curah Hujan Metode Talbot

2 TAHUN

5 TAHUN

10 TAHUN

15 TAHUN

Waktu Konsentrasi (menit)

Intensitas (mm/jam)

0 10 20 30 40 50 60 70 80 90 1000

20

40

60

80

Grafik Intesitas Curah Hujan Metode Ishiguro

Column V

Waktu (menit)

Intensitas (mm/jam)

27 26 25 24 23 22 21 20

ib c d

A0 A1 A2 A3 A4 A5 A6

hI B II C III D

C1 C1 C228 IV

B0 B1 B2 B3 B4 B5 C3

C0 C1 C2 C3

D0

gVC1

29 E0

F0 F1 VIA C2

VIIG0 G1 G2 G3 C3

fVIII IX H0 H1 H2C1 C1 F

30

I0 I1 I2

X XIJ0 J1 J2 J3 J4 C2 J5 J6 C3

E

ea

Q3Q1 Q2

Diketahui :Q1 = 0.6 C1 = 0.4

Q2 = 0.5 C2 = 0.5Q3 = 0.7 C3 = 0.6

a = 90 m f = 190 m k = 215 mb = 340 m g = 190 m l = 65 mc = 190 m h = 90 m m = 315 m

d = 90 m i = 40 me = 190 m j = 190 m

Lebar Jalan + Trotoar :Jalan A = 20 m = 0.7

Jalan B = 20 mJalan C = 20 mJalan D = 20 m

Jalan E = 20 mJalan F = 20 m

m3/detik

m3/detikm3/detik

Cjalan

20

A7

j

D1

E1

m

k

H3

I3

l

J7

PERHITUNGAN DAN PERENCANAAN

4.1 DATA DASAR

4.1.1 Data Curah Hujan

No TahunCurah Hujan (mm)

Tamangapa Paotere Hasanuddin1 2003 878 925 10542 2004 709 691 6843 2005 575 717 5434 2006 543 645 7235 2007 462 865 8036 2008 572 881 5077 2009 816 955 9168 2010 1116 873 9099 2011 635 858 86710 2012 548 639 452

4.1.2 Data TopografiRumus perhitungan Elevasi, Panjang Lahan Terjauh, dan kemiringan lahan

n

m

Perhitungan Elevasi Awal dan AkhirR

=X P = Jarak areal ke garis berikutnya (m)

P r R = Jarak antar kontur (m)r = Interval antar kontur yang membatasi titik

Sehingga tinggi elevasi = Kontur -X

Perhitungan panjang lahan terjauh= +

StE awal - E akhir

x Lt

Mencari Luas lahanA = m x n

Perhitungan Luas Areal

PETAKPanjang Lebar Luas

(m) (m) (Ha)I 230 90 2.07II 90 90 0.81III 190 90 1.71IV 190 90 1.71V 340 190 6.46VI 315 190 5.985VII 215 140 3.01VIII 230 190 4.37IX 190 90 1.71X 190 65 1.235XI 90 65 0.585

Lt2 m2 n2

110109

108P

R

Lt

Dengan mengacu pada denah, dapat dibuat tabel data topografi sebagai berikut :

No PetakLuas Areal Elevasi ( m ) Panjang lahan ( Lt ) Kemiringan

( Ha ) Awal Akhir ( m ) Lahan ( % )

1 I 2.07 26.67 24.55 246.98 0.85885

2 II 0.81 25.16 23.00 127.28 1.69634

3 III 1.71 23.60 21.33 210.24 1.07814

4 IV 1.71 23.53 20.50 210.24 1.43947

5 V 6.46 27.50 24.00 389.49 0.89862

6 VI 5.99 26.68 23.00 367.87 0.99901

7 VII 3.01 25.84 23.00 256.56 1.10776

8 VIII 4.37 28.90 26.70 298.33 0.73904

9 IX 1.71 27.27 26.00 210.24 0.60537

10 X 1.24 26.78 26.00 200.81 0.38732

11 XI 0.59 26.30 25.44 111.02 0.77065

Jumlah 29.66

3.1.3 Data Saluran

No SaluranElevasi ( m ) Panjang Kemiringan

Awal Akhir Saluran ( m ) Saluran ( % )

1 25.67 24.55 230 0.49

2 24.27 23.00 90 1.41

3 22.00 21.33 190 0.35

4 21.19 20.50 90 0.76

5 25.16 24.55 90 0.68

6 23.80 23.00 90 0.89

7 22.50 21.33 90 1.30

8 22.72 20.50 190 1.17

9 26.62 24.00 340 0.89

10 23.85 23.00 190 0.45

11 25.83 24.00 190 0.96

12 26.00 23.00 315 0.95

13 23.67 23.00 90 0.74

14 25.18 23.00 215 1.01

15 27.75 26.70 230 0.46

16 26.55 26.00 90 0.61

17 28.70 26.70 190 1.05

18 27.27 26.00 190 0.67

19 26.78 26.00 190 0.41

20 26.06 25.44 90 0.69

21 26.78 26.00 65 1.20

22 26.00 25.44 65 0.85

23 28.90 28.21 230 0.30

24 27.27 27.30 90 -0.03

25 26.40 26.78 190 -0.20

26 26.30 26.00 90 0.33

A0 - A1A2 - A3A4 - A5A6 - A7B1 - A1B3 - A3B5 - A5D1 - A7C0 - C1C2 - C3F1 - C1H1 - C3E0 - E1H3 - E1G0 - G1G2 - G3J1 - G1J3 - G3I0 - I1I2 - I3J5 - I1J7 - I3J0 - J1J2 - J3J4 - J5J6 - J7

4.2 PERHITUNGAN DEBIT RENCANA

4.2.1 Rumus Perhitungan Debit

Qs = 0,00278 . Cs. Cr. I.A

Cs =2 tc

tc = to + td2 tc + td

td = Lsv

Cr =

to = 0.0197LtSt

ket. :A = Luas areal (Ha)Ls = Panjang Saluran (m)Lt = Panjang lahan terjauh (m)St = Kemiringan lahan (%)to = Waktu untuk mengalir dari permukaan lahan ke saluran terdekat (menit)td = Waktu pengaliran dalam saluran (menit)tc = Waktu pengumpulan air (menit)Cs = Koefisien penampunganCr = Koefisien pengaliran rata-rataI = Intensitas curah hujan (mm/jam)v = Kecepatan rencana (m/dtk)

(diasumsikan, v = 0.4 m/dtk)

4.2.2 Contoh Perhitungan Debit

= 0.7diketahui data-data sbb :

4.37 Ha = 43700

0.46 Ha = 4600Ls = 230 mLt = 298.33 mSt = 0.0074Cj = 0.7

0.4

to = 0.0197 x Lt 0.77St

to = 0.0197 x 298.3287 0.770.0860

to = 10.4844 menit

Cjalan . Ajalan + Clahan . AlahanAjalan + Alahan

Saluran J0 - J1Q3 m3/dtk

AL = m2

AJ= m2

CL=

td =Ls

v = 0.4 m/detv

td =230

= 9.5833 menit0.4 x 60

tc = to + tdtc = 10.4844 + 9.5833tc = 20.0678 menit

Cs = 2 tc = 40.13552 tc + td 40.1355 + 9.5833

= 0.8072

Cr =

= 0.70 . 0.46 + ### 4.370.46 + 4.37 = 0.429

Periode ulang 2 tahun untuk Saluran TersierPeriode ulang 5 tahun untuk Saluran SekunderPeriode ulang 10 tahun untuk Saluran Primer

dimana : tc = 20.0678 menit= 1204.07 dtk= 0.7220 m .....Tabel curah hujan maximum

= 0.7220 ( 24 = 0.00221 m/dtk24 ###

Qs = 0.00278 x Cs x Cr x I x AQs = 0.00278 x 0.807 x 0.429 x 0.00221 x 43700Qs = 0.0930

+= 0.7 + 0.0930= 0.7930

diketahui data-data sbb :4.37 Ha = 437000.38 Ha = 3800

Ls = 190 mLt = 298.33 mSt = 0.0074Cj = 0.7

0.4

to = 0.0197 x Lt 0.77St


Penentuan Intensitas dengan Metode Mononobe Untuk periode ulang T = 2 tahun

R2 ThnI2 )2/3

m3/dtk

Qkomulatif = Q2 Q (J0-J1)

m3/dtk

Saluran J1 - G1

AL = m2AJ= m2

CL=

to = 0.0197 x 298.3287 0.770.0860

to = 10.4844 menit

td = Ls v = 0.4 m/detv

td = 190 = 7.9167 menit0.4 x 60


Cs = 2 tc = 36.80222 tc + td 36.8022 + 7.9167

= 0.8230

Cr =

= 0.70 . 0.38 + ### 4.370.38 + 4.37 = 0.424



= 0.9278 ( 24 = 0.00301 m/dtk24 ###


+= 0.7930 + 0.1276= 0.9206



R5 ThnI5 )2/3

m3/dtk

Qkomulatif = Q (J0-J1) Q (J1-G1)

m3/dtk

diketahui data-data sbb :1.71 Ha = 171000.38 Ha = 3800

Ls = 190 mLt = 210.24 mSt = 0.0108Cj = 0.7

0.5

to = 0.0197 x Lt 0.77St

to = 0.0197 x 210.2380 0.770.1038

to = 6.9243 menit

td = Ls v = 0.4 m/detv

td = 190 = 7.9167 menit0.4 x 60


Cs = 2 tc = 29.68192 tc + td 29.6819 + 7.9167

= 0.7894

Cr =

= 0.70 . 0.38 + ### 1.710.38 + 1.71 = 0.536



= 1.0641 ( 24 = 0.00399 m/dtk24 890.5


Saluran A4 - A5

AL = m2AJ= m2

CL=



R10 ThnI2 )2/3

m3/dtk

4.2.3 TABEL PERHITUNGAN DEBIT (Q) CURAH HUJAN UNTUK PERIODE ULANG 2 TAHUN, 5 TAHUN, DAN 10 TAHUN

Tabel 4.2.3.1. Debit Rencana Untuk Periode Ulang 2 Tahun (Saluran Tersier)

NoAliran Permukaan Aliran dalam saluran tc

Cs CrCurah Hujan Luas (A)Lt St to Ls V td T I

(m) menit (m) m/dtk menit menit Thn m/dtk1 246.982 0.0086 8.556 230 0.40 9.583 18.139 0.791 0.455 2 0.00237 20700 0.04892 246.982 0.0086 8.556 90 0.40 3.750 12.306 0.868 0.424 2 0.00306 20700 0.06493 389.49 0.00898618 11.940 340 0.40 14.167 26.107 0.787 0.429 2 0.00186 64600 0.11234 367.87 0.00999007 10.970 190 0.40 7.917 18.887 0.827 0.512 2 0.00230 59850 0.16225 256.56 0.01107758 7.988 90 0.40 3.750 11.738 0.862 0.606 2 0.00316 30100 0.13826 298.33 0.00739038 10.484 230 0.40 9.583 20.068 0.807 0.429 2 0.00221 43700 0.09307 200.81 0.00387319 9.913 190 0.40 7.917 17.830 0.818 0.547 2 0.00239 12350 0.03688 111.02 0.77064569 0.818 90 0.40 3.750 4.568 0.709 0.624 2 0.00593 5850 0.04269 298.33 0.00739038 10.484 230 0.40 9.583 20.068 0.807 0.429 2 0.00221 43700 0.0930

10 210.238 0.0061 8.647 90 0.40 3.750 12.397 0.869 0.429 2 0.00305 17100 0.054011 200.811 0.0039 9.913 190 0.40 7.917 17.830 0.818 0.547 2 0.00239 12350 0.036812 111.018 0.0077 4.819 90 0.40 3.750 8.569 0.820 0.624 2 0.00390 5850 0.0324

Nama saluran

Q Rencana (m3/det)m2

A0 - A1A1 - B1C0 - C1C2 - C3E0 - E1G0 - G1I0 - I1I2 - I3J0 - J1J2 - J3J4 - J5J6 - J7

Tabel 4.2.3.2 Debit Rencana Untuk Periode Ulang 5 Tahun (Saluran Sekunder)



(m) menit (m) m/dtk menit menit Thn m/dtk1 127.279 0.0170 3.952 90 0.40 3.750 7.702 0.804 0.455 5 0.00538 8100 0.04432 127.28 0.0170 3.952 90 0.40 3.750 7.702 0.804 0.455 5 0.00538 8100 0.04433 210.24 0.0108 6.924 90 0.40 3.750 10.674 0.851 0.519 5 0.00433 17100 0.09094 210.24 0.0144 6.195 190 0.40 7.917 14.112 0.781 0.618 5 0.00359 17100 0.08255 389.49 0.0090 11.940 190 0.40 7.917 19.857 0.834 0.417 5 0.00286 64600 0.17866 367.87 0.0100 10.970 315 0.40 13.125 24.095 0.786 0.519 5 0.00252 59850 0.17087 256.56 0.0111 7.988 215 0.40 8.958 16.946 0.791 0.613 5 0.00318 30100 0.12908 298.33 0.0074 10.484 190 0.40 7.917 18.401 0.823 0.424 5 0.00301 43700 0.12769 210.24 0.0061 8.647 90 0.40 3.750 12.397 0.869 0.429 5 0.00392 17100 0.0693

10 210.238 0.0061 8.647 190 0.40 7.917 16.564 0.807 0.455 5 0.00323 17100 0.056311 200.811 0.0039 9.913 65 0.40 2.708 12.621 0.903 0.519 5 0.00387 12350 0.062312 111.018 0.0077 4.819 65 0.40 2.708 7.528 0.848 0.618 5 0.00546 5850 0.0466

Tabel 4.2.3.3 Debit Rencana Untuk Periode Ulang 10 Tahun (Saluran Primer)



(m) menit (m) m/dtk menit menit Thn m/dtk1 210.24 0.0107814 6.924 190 0.4 7.917 14.841 0.789 0.536 10 0.00399 17100 0.08022 210.238 0.0144 6.195 90 0.40 3.750 9.945 0.841 0.610 10 0.00520 17100 0.1269

= += 3.4910 + 0.4713= 3.9622

Nama saluran


A2 - A3B3 - A3B5 - A5D1 - A7F1 - C1H1 - C3H3 - E1J1 - G1G2 - G3J3 - G3J5 - I1J7 - I3

Nama saluran


A4 - A5A6 - A7

Q total Q (A6-A7) Q (D1-A7)

m3/dtkQtotal dipakai untuk perencanaan Outfall (Saluran Pembuang)

4.2.3 TABEL PERHITUNGAN DEBIT (Q) CURAH HUJAN UNTUK PERIODE ULANG 2 TAHUN, 5 TAHUN, DAN 10 TAHUN

0.04890.06490.11230.16220.13820.09300.03680.04260.79300.05400.03680.0324

Q Kumulatif (m3/det)

0.15812.12840.99730.47131.97170.74430.25060.92061.08290.71030.53680.0790

2.36673.4910



4.3 Perhitungan Dimensi Saluran

Dimensi saluran bentuk trapesiumDimana:

- Kecepatan rencana (v) = 0.4 m/dtk- Koefisien kekasaran Manning (n) = 0.0178- Kemiringan talud rencana (m : n)= 1 : 2

T

w

1 h 2 hm

b

Penampang Ekonomisb = 1.5 h

Luas penampang trapesium (A)

A = Q , dimana : A = (b + m.h).hv

Keliling basah (p)

p =

Jari-jari Hidrolik ( R )

R = AP

= (b + m.h).h

Dengan menggunakan rumus Manning, maka v (kecepatan) :

v =

Dimana:

v = Q ; R = AA p

ket:Q =A =p = keliling basah (m)R = jari-jari hidrolisS = kemiringan saluran

1/n . R2/3 . S1/2

debit (m3/dtk)Luas (m2)

21.2 mhb

21.2 mhb

Q = 1 . A . SA n p

== n . Q ................................................... ( 1 )=

Untuk trapesium dimana b = 1.5 h, didapat:

A = (b + m.h).h , misal m = 1

= ( 1.5h + 1 . h ) .h= 2.5

p ==== 4.328 h

Dari persamaan 1, didapat := n . Q=

= n . Q ; n= 0.0178

97.656 = ### Q 318.732

5.2135 = 0.0000056 Q 3

= 0.00000108 Q 3

h = 0.17958 Q .............................. ( 2 )

2/3 1/2

n . Q . P2/3 A5/3 . S1/2A5/3p2/3 S1/2

h2

1.5h + 2h.1 + 121.5 h + 2h . 2

A5/3p2/3 S1/2

( 2.5.h2 )5 1/3(4.328.h)2 S1/2

h10h2 S1/2

h8 S1/2

h8 S1/2

3/8

S1/2

21.2 mhb

Tabel Perhitungan Dimensi Saluran Tersier

No. saluranQ maks v Dimensi Saluran

n m P R Sw V saluran Q saluranA h b

m/dt m m m m/dtk1 0.04895 0.40 0.06177 0.15719 0.23579 0.0178 1 0.68032 0.09080 0.00487 0.3393 0.7924 0.048952 0.064875 0.40 0.06743 0.16423 0.24635 0.0178 1 0.71079 0.09487 0.006779 0.34106 0.96212 0.064883 0.112349 0.40 0.09196 0.19179 0.28768 0.0178 1 0.83006 0.11078 0.008889 0.34795 1.22176 0.112354 0.162162 0.40 0.15665 0.25032 0.37548 0.0178 1 1.08339 0.14459 0.004474 0.36258 1.03517 0.162165 0.138177 0.40 0.11499 0.21447 0.32171 0.0178 1 0.92823 0.12389 0.007407 0.35362 1.2016 0.138186 0.092951 0.40 0.10242 0.20240 0.30360 0.0178 1 0.87599 0.11691 0.004565 0.3506 0.90759 0.092957 0.036779 0.40 0.05323 0.14591 0.21887 0.0178 1 0.63152 0.08429 0.004094 0.33648 0.69098 0.036788 0.042647 0.40 0.04895 0.13993 0.20989 0.0178 1 0.60561 0.08083 0.006882 0.33498 0.87125 0.042659 0.792951 0.40 0.59685 0.48861 0.73292 0.0178 1 2.11471 0.28224 0.00302 0.42215 1.32855 0.79295

10 0.053956 0.40 0.0178 1 #VALUE! -0.00030 #VALUE! #VALUE! #VALUE!11 0.036779 0.40 0.0178 1 #VALUE! -0.00200 #VALUE! #VALUE! #VALUE!12 0.032448 0.40 0.05233 0.14468 0.21703 0.0178 1 0.62620 0.08357 0.00333 0.33617 0.62002 0.03245

m3/dt m2 m3/dtkA0 - A1A1 - B1C0 - C1C2 - C3E0 - E1G0 - G1I0 - I1I2 - I3J0 - J1J2 - J3J4 - J5J6 - J7

Tabel Perhitungan Dimensi Saluran Sekunder



m/dt m m m m/dtk1 0.15812 0.40 0.09984 0.19984 0.29975 0.0178 1 0.86489 0.11543 0.01414 0.34996 1.58383 0.158122 2.12840 0.40 0.83502 0.57793 0.86690 0.0178 1 2.50129 0.33383 0.008889 0.44448 2.54893 2.128403 0.99734 0.40 0.41053 0.40523 0.60784 0.0178 1 1.75383 0.23407 0.012963 0.40131 2.42941 0.997344 0.47127 0.40 0.24317 0.31188 0.46782 0.0178 1 1.34981 0.18015 0.011696 0.37797 1.93801 0.471275 1.97175 0.40 0.76549 0.55335 0.83003 0.0178 1 2.39490 0.31963 0.009619 0.43834 2.57579 1.971756 0.74432 0.40 0.37003 0.38472 0.57709 0.0178 1 1.66509 0.22223 0.009524 0.39618 2.0115 0.744327 0.25061 0.40 0.15986 0.25287 0.37930 0.0178 1 1.09442 0.14607 0.010123 0.36322 1.56772 0.250618 0.92060 0.40 0.41834 0.40907 0.61360 0.0178 1 1.77044 0.23629 0.010503 0.40227 2.20061 0.920609 1.08289 0.40 0.58072 0.48196 0.72294 0.0178 1 2.08594 0.27840 0.00606 0.42049 1.86473 1.08289

10 0.71029 0.40 0.40767 0.40382 0.60572 0.0178 1 1.74771 0.23326 0.006699 0.40095 1.74232 0.7102911 0.53678 0.40 0.26554 0.32591 0.48886 0.0178 1 1.41053 0.18825 0.01200 0.38148 2.02147 0.5367812 0.07901 0.40 0.07166 0.16931 0.25396 0.0178 1 0.73276 0.09780 0.00855 0.34233 1.10249 0.07901

Tabel Perhitungan Dimensi Saluran Primer



m/dt m m m m/dtk1 2.36675 0.40 1.28131 0.71591 1.07386 0.0178 1 3.09845 0.41353 0.00351 0.47898 1.84713 2.366752 3.49098 0.40 1.28262 0.71627 1.07441 0.0178 1 3.10003 0.41374 0.00761 0.47907 2.72176 3.49098

m3/dt m2 m3/dtkA2 - A3B3 - A3B5 - A5D1 - A7F1 - C1H1 - C3H3 - E1J1 - G1G2 - G3J3 - G3J5 - I1J7 - I3

m3/dt m2 m3/dtkA4 - A5A6 - A7

0 50

50

Grafik Intensitas Curah Hujan

Waktu (m enit)

Intensitas Curah Hujan ( m m / jam )

Periode Ulang 5 Tahun




4.4 Perhitungan Inlet pada Trotoar

Definisi Inlet :Lubang-lubang di sisi jalan yang berfungsi untuk menampung dan menyalurkan limpasan air hujan yang berada di sepanjang jalan menuju ke dalam saluran.

Diketahui data-data sebagai berikut:A6 - A7

= 90 m= 8 m= 1 m= 10 m

D = 280 x S 50 mw

dimana: w = lebar jalan (m)s = kemiringan jalan (%) = 2%D = jarak antara sreet inlet (m)

Q =L

dimana :Q =L = lebar bahan inlet (m)g = kecepatan grafitasid = kedalaman air (m)

A6 - A7Dik: w = 8 m

S = 0.02 = 2%g = 9.8

Jalur Trotoar yang direncanakan Panjang Saluran Lebar jalan lebar trotoar jalan + trotoar

Jarak antara Sreet Inlet ( D )

Kapasitas untuk inlet tegak

0,36 x g x d3/2

kapasitas inlet (m3/det)

m/det2

Perencanaan inlet pada jalur trotoar

m/det2

Jarak antara Sreet Inlet ( D )

D = 280 x S 50 mw

280 x 2 508

49.50 50 ( Oke !!! )

Selanjutnya jumlah inlet tegak yang dibuat di sepanjang jalan A

N = Ltot = 90 = 2D 49.50

Luas 1 inletA =A = 0.5 x 8 x 49A = 0.02

Kapasitas inlet tegak (Curb Inlet)

Data-data :A = 0.02 Ha st = 2.0 %Lt = 4.001 m C = 0.7Ls = 90

Perhitungan:

to = 0.0197 (Lt

)0.8

( st ) 0.5

= 0.0197 (4.00079992

)0.77

= 0.0439( 2.000 ) 0.5

td =Ls Untuk kemiringan 0-1% = 0.4v Untuk kemiringan 1-2% = 0.6

Untuk kemiringan 2-4% = 0.9

=90

= 225.00 detik = 3.75 menit0.4

tc = to + td

= 0.0438756 + 3.750 = 3.79 menit

Cs =2 . tc

=2 x 3.794

x w x D

Cs =2 . tc + td

=( 2 x 3.794 ) + 3.75

Gunakan Curah Hujan Maksimum antara periode ulang 2, 5, 10 dan 15 tahun

I15 = R x 242/3

24 tc / 60

= 1255.9552 x 242/3

=24 3.794 / 60

Tinggi Genangan Air

d = 0.046= 0.046 ( 49 . 2743.36 ( 1 / 2= 14.7565425555 mm

dimana tinggi genangan maksimum yang diijinkan untuk jalur jalan yang lurus = 6.5 mm( modul perencanaan drainase permukaan, teknik sipil unhas, hal.2-12 )

Q = 0.36

dimana : Q =g = = 9.81L = Lebar bukaan curb ( m )

diambil l = 20 cm = 0.2 md = kedalaman air dalam curb (m)

diambil d = 10 cm = 0.1 m

Q = 0.36 x 9.81 x 0.03162 x 0.2= 0.0223358= 22.3358 lt/det

Sketsa Inlet :

d = 0.10 m

L0.20 m

( D . I ) 0.5 ( 1 / S ) 0.2

) 0.5 ) 0.2

g. d3/2. L

kapasitas inlet tegak ( m3/det )percepatan gravitasi ( m/det2 ) m/det2

m3/det

0.0439 menit

= 0.67

3.75= 0.67

2743.36 mm/jam

4.5 Perhitungan Dimensi Gorong-gorong dan Kehilangan Energi

Perhitungan Gorong-gorong A1 - A2

Data-data sbb:Bangunan pelintas gorong-gorong bentuk Segi empat

= 0.114= kecepatan di hulu saluran = 0.40 m/s= kecepatan didalam gorong-gorong = 1.5 m/s= kecepatan di hilir saluran = 0.4 m/s

g = perc. Gravitasi = 9.81n = Koefisien kekasaran Manning = 0.018

Luas penampang Gorong-gorong

A = Q

= 0.114 = 0.07588261.5

Tinggi permukaan air gorong-gorong (h) dapat dihitung :A = b x h (Asumsi h = b)

0.07588 = h x hh = 0.28 m

Jadi, Lebar gorong-gorong b = 0.28 m

Keliling Basah P = b + 2h

= 0.275468 + 2 . 0.28= 0.826404 m

Jari - jari Hidrolis

R = AP

= 0.075883 = 0.0918226 m0.826

Kemiringan Dasar Saluran

S =2

= 1.5 . 0.0182

= 0.0172 = 1.72 %0.204

Qsaluran m3/sv1v2v3

m/s2

v2

m2

v2 x n

R2/3

Kehilangan Energi :1. Akibat pemasukan

hc = 0.502 . g

= 0.50( 1.5 - 0.40 = 0.0308 m2 x 9.81

2. Akibat gesekanNilai koefisien kekasaran Strickler (k) untuk beton 70

hf = Cf = 1 R 1/6 = 1 0.092 1/6 = 0.010 m2 . g k 70

= 0.009595 x 1.52

= 0.0011 m2 x 9.81

3. Akibat pengeluaran

ho = 0.112 . g

= 0.11( 1.5 - 0.40 = 0.0068 m2 x 9.81

4. = hc + hf + ho

= 0.0308 + 0.0011 + 0.0068= 0.0387 m

Sketsa Penampang Gorong-Gorong A1 - A2

0.28

m=

h

b = 0.28 m

(v2 - v1)2

)2

Cf . v22

(v2 - v3) 2

) 2

Htotal

Tabel Perhitungan Dimensi Gorong-gorong (Segiempat)

SKETSA PENAMPANG GORONG-GORONG

h ( m )

b ( m )

No Nama Gorong-GorongKecepatan Aliran Dimensi Koefisien P R SA h b Manning

m/dt m/dt m/dt m m ( n ) m m %1 A1 - A2 0.11 0.40 1.5 0.40 0.08 0.28 0.28 0.0178 0.83 0.09 1.7212 A3 - A4 2.29 0.40 1.5 0.40 1.52 1.23 1.23 0.0178 3.70 0.41 0.2333 A5 - A6 3.36 0.40 1.5 0.40 2.24 1.50 1.50 0.0178 4.49 0.50 0.1804 C1 - B3 2.08 0.40 1.5 0.40 1.39 1.18 1.18 0.0178 3.54 0.39 0.2485 C3 - B5 0.91 0.40 1.5 0.40 0.60 0.78 0.78 0.0178 2.33 0.26 0.4326 E1 - D1 0.39 0.40 1.5 0.40 0.26 0.51 0.51 0.0178 1.53 0.17 0.7597 G1 - G2 1.01 0.40 1.5 0.40 0.68 0.82 0.82 0.0178 2.47 0.27 0.4018 G3 - F1 1.79 0.40 1.5 0.40 1.20 1.09 1.09 0.0178 3.28 0.36 0.2749 I1 - H1 0.57 0.40 1.5 0.40 0.38 0.62 0.62 0.0178 1.86 0.21 0.585

10 I3 - H3 0.12 0.40 1.5 0.40 0.08 0.28 0.28 0.0178 0.85 0.09 1.646

No Nama Gorong-GorongKehilangan Energi

hc hf hom m m m

1 A1 - A2 0.0308 0.0011 0.0068 0.03872 A3 - A4 0.0308 0.0014 0.0068 0.0390

Q1 V1 V2 V3m3/det m2

H

3 A5 - A6 0.0308 0.0015 0.0068 0.03914 C1 - B3 0.0308 0.0014 0.0068 0.03905 C3 - B5 0.0308 0.0013 0.0068 0.03896 E1 - D1 0.0308 0.0012 0.0068 0.03887 G1 - G2 0.0308 0.0013 0.0068 0.03898 G3 - F1 0.0308 0.0014 0.0068 0.03909 I1 - H1 0.0308 0.0013 0.0068 0.0389

10 I3 - H3 0.0308 0.0011 0.0068 0.0387

4.6Perhitungan Outfall ke sungai

Outfall ke sungai yang digunakan adalah bentuk trapesiumDiketahui data sbb:Debit rencana (Q) = 3.96Kecepatan air dalam outfall = 0.40 m/dtk

Luas penampang basah (A)

A = Q = 3.9622v 0.40= 9.9056

Mencari lebar saluran dan kedalaman air

A = 2.5 ; diasumsikan b = 1.5 h9.9056 = 2.5

h = 1.9905 mb = 2.9858 m

Jari-jari hidrolis ( R )

R = A = 2.5p 4.328 h

= 9.905628.61505R = 1.14980 m

Tinggi jagaan

fb = 1.5 . Q .h 0.560

= 1.5 . 3.9622 . 1.9905 0.560

= 0.44404 m

Kehilangan tingkat energi (z)

Q = . A . 2g .z ; dimana : = koefisien debit =0.8z = kehilangan tinggi energi (m)

z = Q g = . A . 2g

= 3.962250.8 . 9.9056 . 19.62

z = 0.02548 m

m3/dtk

m2

h2h2

h2

percepatan gravitasi (m/s2)

Sketsa penampang

0.44404 m

1.99054 m

2.98581 m

Petak Titik Sudut Titik Kontur Selisih Kontur Jarak Kontur X

I

A0 26 25 1 1.5 0.5 0.33A1 25 24 1 1.1 0.5 0.45B0 27 26 1 1.8 0.6 0.33B1 26 25 1 4.5 3.8 0.84

II

A2 25 24 1 1.1 0.8 0.73A3 24 23 1 1.8 1.8 1.00B2 26 25 1 4.4 3.7 0.84B3 24 23 1 1.5 0.3 0.20

III

A4 22 21 1 4.5 4.5 0.00A5 22 21 1 3 2 0.67B4 24 23 1 1.5 0.6 0.40B5 23 22 1 0.8 0.4 0.50

IV

A6 22 21 1 2.7 2.2 0.81A7 21 20 1 2 1 0.50D0 24 23 1 1.9 0.9 0.47D1 23 22 1 1.8 0.5 0.28

V

C0 27 26 1 1.3 0.5 0.38C1 25 24 1 0.6 0.6 1.00F0 28 27 1 1.4 0.7 0.50F1 26 25 1 2.9 0.5 0.17

VI

C2 24 23 1 2 0.3 0.15C3 24 23 1 3 3 1.00H0 27 26 1 4 1.3 0.33H1 27 26 1 4.5 4.5 1.00

VII

E0 24 23 1 1.5 0.5 0.33E1 24 23 1 1.6 1.6 1.00H2 26 25 1 1.9 0.3 0.16H3 26 25 1 1.7 1.4 0.82

VIII

G0 28 27 1 2 0.5 0.25G1 27 26 1 2 0.6 0.30J0 29 28 1 4.2 0.4 0.10J1 29 28 1 4.6 1.4 0.30

IX

G2 27 26 1 2.2 1 0.45G3 27 26 1 2.5 2.5 1.00J2 28 27 1 1.8 1.8 1.00J3 28 27 1 1.1 0.8 0.73

X

I0 27 26 1 4.5 1 0.22I1 27 26 1 4.7 4.2 0.89J4 27 26 1 5 5 1.00J5 27 26 1 5 3 0.60

XI

I2 27 26 1 4.7 4.4 0.94I3 26 25 1 1.8 1 0.56J6 27 26 1 5 3.5 0.70J7 27 26 1 5 5 1.00

Jarak Titik Sudut

Saluran ke Kontur

Elevasi

25.6724.5526.6725.1624.2723.0025.1623.8022.0021.3323.6022.5021.1920.5023.5322.72

26.6224.0027.5025.8323.8523.0026.6826.0023.6723.0025.8425.1827.7526.7028.9028.7026.5526.0027.0027.2726.7826.1126.0026.4026.0625.4426.3026.00

OUTFALL KE SUNGAILAMPIRAN 1LAMPIRAN 2LAMPIRAN 3LAMPIRAN 4LAMPIRAN 5Log Person IIIDATA MAXGUMBELHASPERLogREKAPITULASIINTENSITASGraf. Int. mononobeGraf. Int. TalbotGraf.Int. IshiguroDENAH_QDATA dasarPerh. DebitTabel QPerh. Dimensi SaluranTabel DimensiGrafikInletGorong-gorongTabel gorongOutfallSheet1

Pssst Tt

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