imam drainase

Lampiran 1REDUCED MEAN (Yn)

n 0 1 2 3 4 5 6 7 8 910 0.4952 0.4996 0.5035 0.5070 0.5100 0.5128 0.5157 0.5181 0.5202 0.522020 0.5236 0.5252 0.5268 0.5283 0.5296 0.5300 0.5820 0.5882 0.5343 0.535330 0.5362 0.5371 0.5380 0.5388 0.5396 0.5400 0.5410 0.5418 0.5424 0.543040 0.5436 0.5442 0.5448 0.5453 0.5458 0.5468 0.5468 0.5473 0.5477 0.548150 0.5485 0.5489 0.5493 0.5497 0.5501 0.5504 0.5508 0.5511 0.5515 0.551860 0.5521 0.5524 0.5527 0.5530 0.5533 0.5535 0.5538 0.5540 0.5543 0.554570 0.5548 0.5550 0.5552 0.5555 0.5557 0.5559 0.5561 0.5563 0.5565 0.556780 0.5569 0.5570 0.5572 0.5574 0.5576 0.5578 0.5580 0.5581 0.5583 0.558590 0.5586 0.5589 0.5589 0.5591 0.5592 0.5593 0.5595 0.5596 0.5598 0.5599

Lampiran 2REDUCED STANDARD DEVIATION (Sn)

n 0 1 2 3 4 5 6 7 8 910 0.9496 0.9676 0.9833 0.9971 1.0000 1.0206 1.0316 1.0411 1.0493 1.056520 1.0628 1.0696 1.0754 1.0811 1.0864 1.0915 1.0961 1.1004 1.1047 1.108030 1.1124 1.1159 1.1193 1.1226 1.1255 1.1285 1.1313 1.1339 1.1363 1.138840 1.1413 1.1436 1.1458 1.1480 1.1499 1.1519 1.1538 1.1557 1.1574 1.159050 1.1607 1.1623 1.1638 1.1658 1.1667 1.1681 1.1696 1.1708 1.1721 1.173460 1.1747 1.1759 1.1770 1.1782 1.1793 1.1803 1.1814 1.1824 1.1834 1.184470 1.1854 1.1863 1.1873 1.1881 1.1890 1.1898 1.1906 1.1915 1.1923 1.193080 1.1938 1.1945 1.1953 1.1959 1.1967 1.1973 1.1980 1.1987 1.1994 1.200190 1.2007 1.2013 1.2020 1.2026 1.2032 1.2036 1.2044 1.2049 1.2055 1.2060

Lampiran 3RETURN PERIOD

A 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 6.2140

1000 6.91905000 8.539010000 9.9210

YT

Lampiran 4

HUBUNGAN ANTARA T dan U

T U T U T U1.00 - 1.86 15.00 1.63 70 3.081.01 - 1.35 16.00 1.69 72 3.111.02 - 1.28 17.00 1.74 74 3.131.03 - 1.23 18.00 1.80 76 3.161.04 - 1.19 19.00 1.85 78 3.161.05 - 1.15 20.00 1.89 80 3.211.06 - 1.12 21.00 1.94 82 3.231.08 - 1.07 22.00 1.98 84 3.261.10 - 1.02 23.00 2.02 86 3.281.15 - 0.93 24.00 2.06 88 3.301.20 - 0.85 25.00 2.10 90 3.331.25 - 0.79 26.00 2.13 92 3.351.30 - 0.73 27.00 2.17 94 3.371.35 - 0.68 28.00 2.19 96 3.391.40 - 0.63 29.00 2.24 98 3.411.50 - 0.54 30.00 2.27 100 3.431.60 - 0.46 31.00 2.30 110 3.531.70 - 0.40 32.00 2.33 120 3.621.80 - 0.33 33.00 2.36 130 3.701.90 - 0.28 34.00 2.39 140 3.772.00 - 0.22 35.00 2.41 150 3.842.20 - 0.13 36.00 2.44 160 3.912.40 - 0.04 37.00 2.47 170 3.972.60 0.04 38.00 2.49 180 4.032.80 0.11 39.00 2.51 190 4.093.00 0.17 40.00 2.54 200 4.143.20 0.24 41.00 2.56 220 4.243.40 0.29 42.00 2.59 240 4.333.60 0.34 43.00 2.61 260 4.423.80 0.39 44.00 2.63 280 4.504.00 0.44 45.00 2.65 300 4.574.50 0.55 46.00 2.67 350 4.775.00 0.64 47.00 2.69 400 4.885.50 0.73 48.00 2.71 450 5.016.00 0.81 49.00 2.73 500 5.136.50 0.88 50.00 2.75 600 5.337.00 0.95 52.00 2.79 700 5.517.50 1.01 54.00 2.83 800 5.568.00 1.06 56.00 2.86 900 5.809.00 1.17 58.00 2.90 1000 5.92

10.00 1.26 60.00 2.93 5000 7.9011.00 1.35 62.00 2.96 10000 8.8312.00 1.43 64.00 2.99 50000 11.0813.00 1.50 66.00 3.00 80000 12.3214.00 1.57 68.00 3.05 500000 13.74

Lampiran 5

Koefisien Mn dan Mp Untuk Perhitungan Curah Hujan Maksimum

Menurut 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 0.705 0.753815 0.76620 0.81125 0.84530 0.87540 0.91550 0.94860 0.97570 180 1.0290 1.03

100 1.05

NILAI K DISTRIBUSI LOG PEARSON TIPE III

Kemencengan Perode Ulang (Tahun)

2 5 10 15 25 50 100 200 1000(Cs)

3.0 -0.360 0.420 1.180 1.455 2.278 3.152 4.051 4.970 7.250

2.5 -0.360 0.518 1.250 1.503 2.262 3.048 3.845 4.652 6.600

2.2 -0.330 0.574 1.284 1.523 2.240 2.970 3.705 4.444 6.200

2.0 -0.307 0.609 1.302 1.531 2.219 2.912 3.605 4.298 5.910

1.8 -0.282 0.643 1.318 1.537 2.193 2.848 3.499 4.147 5.660

1.6 -0.254 0.675 1.329 1.537 2.163 2.780 3.388 3.990 5.390

1.4 -0.225 0.705 1.337 1.535 2.128 2.706 3.271 3.828 5.110

1.2 -0.195 0.732 1.340 1.527 2.087 2.626 3.149 3.661 4.820

1.0 -0.164 0.758 1.340 1.516 2.043 2.542 3.022 3.489 4.540

0.9 -0.148 0.769 1.339 1.509 2.018 2.498 2.957 3.401 4.395

0.8 -0.132 0.780 1.336 1.502 1.998 2.453 2.891 3.312 4.250

0.7 -0.116 0.790 1.333 1.492 1.967 2.407 2.824 3.223 4.105

0.6 -0.099 0.800 1.328 1.481 1.939 2.359 2.755 3.132 3.960

0.5 -0.083 0.808 1.323 1.470 1.910 2.311 2.686 3.041 3.815

0.4 -0.066 0.816 1.317 1.458 1.880 2.261 2.615 2.949 3.670

0.3 -0.050 0.824 1.309 1.444 1.849 2.211 2.544 2.856 3.525

0.2 -0.033 0.842 1.282 1.399 1.751 2.054 2.326 2.576 3.090

0.1 -0.017 0.836 1.270 1.393 1.761 2.000 2.252 2.482 3.950

0.0 0.000 0.842 1.282 1.399 1.751 2.054 2.326 2.576 3.090

-0.1 0.017 0.850 1.258 1.364 1.680 1.945 2.178 2.388 3.950

-0.2 0.033 0.850 1.258 1.364 1.680 1.945 2.178 2.388 2.810

-0.3 0.050 0.853 1.245 1.345 1.643 1.890 2.104 2.294 2.675

-0.4 0.066 0.855 1.231 1.325 1.606 1.834 2.029 2.210 2.540

-0.5 0.083 1.856 1.260 1.337 1.567 1.777 1.955 2.108 2.400

-0.6 0.099 0.857 1.200 1.282 1.528 1.720 1.880 2.016 2.275

-0.7 0.116 0.857 1.183 1.259 1.488 1.663 1.806 1.926 2.150

-0.8 0.132 0.856 1.166 1.237 1.448 1.606 1.733 1.873 2.035

-0.9 0.148 0.854 1.147 1.212 1.407 1.549 1.660 1.749 1.910

-1.0 0.164 0.852 1.128 1.188 1.366 1.492 1.588 1.664 1.800

-1.2 0.195 0.844 1.086 1.135 1.282 1.379 1.449 1.501 1.625

-1.4 0.225 0.832 1.041 1.080 1.198 1.270 1.318 1.351 1.465

-1.6 0.254 0.817 0.994 1.025 1.116 1.166 1.197 1.216 1.280

-1.8 0.282 0.799 0.945 0.967 1.035 1.0.69 1.087 1.097 1.130

-2.0 0.307 0.777 0.895 0.911 0.959 0.980 0.990 1.995 1.000

-2.2 0.330 0.752 0.844 0.855 0.888 0.900 0.905 0.907 0.910

-2.5 0.360 0.711 0.771 0.777 0.793 0.798 0.799 0.800 0.802

-3.0 0.396 0.636 0.660 0.662 0.666 0.666 0.667 0.667 0.668

40.50656

0.99488

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

n Yn Sn n Yn Sn8 ### 0,90430 51 0,54890 ###9 ### 0,92880 52 0,54930 ###10 ### 0,94970 53 0,54970 ###11 0,499600,96760 54 0,55010 ###12 ### 0,98330 55 0,55040 ###13 ### 0,99720 56 0,55080 ###14 ### ### 57 0,55110 ###15 0,51280 ### 58 0,55150 ###16 0,51570 ### 59 0,55180 ###17 0,51810 ### 60 0,55208 ###18 0,52020 ### 62 0,55270 ###19 0,52200 ### 64 0,55330 ###20 0,52355 ### 66 0,55380 ###21 0,52520 ### 68 0,55430 ###22 0,52680 ### 70 0,55477 ###23 ### ### 72 0,55520 ###24 0,52960 ### 74 0,55570 ###25 0,53086 ### 76 0,55610 ###26 0,53200 ### 78 0,55650 ###27 0,53320 ### 80 0,55683 ###28 0,53430 ### 82 0,55720 ###29 0,53630 ### 84 0,55760 ###30 ### ### 86 0,55800 ###31 ### ### 88 0,55830 ###32 0,53800 ### 90 0,55860 ###33 0,53880 ### 92 0,55890 ###34 0,53960 ### 94 0,55920 ###35 0,54034 ### 96 0,55950 ###36 0,54100 ### 98 0,55980 ###37 0,54180 ### 100 0,56002 ###38 0,54240 ### 150 0,56461 ###39 0,54300 ### 200 0,56715 ###40 0,54362 ### 250 0,56878 ###41 0,54420 ### 300 0,56993 ###42 0,54480 ### 400 0,57144 ###43 0,54530 ### 500 0,57240 ###44 0,54580 ### 750 0,57377 ###45 0,54630 ### 1000 0,57450 ###46 0,54680 ### - - -47 0,54730 ### - - -

TABEL 1

48 0,54770 ### - - -49 0,54810 ### - - -50 0,54854 ### - - -

TUGAS REKAYASA DRAINASE

NAMA : IMAM MA'ARIEF

NIM : D 111 09 334

Dari data curah hujan berikut ini, tentukan besarnya curah hujan max untuk 3 metode dengan periode ulang perencanaan 5, 10, dan 25, serta hitung Intensitas Curah Hujan dengan metode Dr. Mononobe

No Tahun Curah Hujan (mm)

1 2000 2042 2001 1933 2002 2344 2003 1835 2004 1746 2005 3237 2006 2748 2007 2439 2008 294

10 2009 15311 2010 14412 2011 21313 2012 34414 2013 293

Adapun metode dalam menetukan curah hujan maksimum dengan periode Ulang 5, 10, 25 Tahun adalah sebagai berikut :

1. Metode Gumbel2. Metode Hasper3. Metode Weduwen

Adapun metode yang digunakan dalam menghitung Intensitas curahHujan nya adalah metode Mononobe.

2. Tingkat kepadatan penduduk (Kp)

Kp 1 = 500 org / haKp 2 = 400 org / haKp 3 = 550 org / haKp 4 = 450 org / haKp 5 = 375 org / ha

3. Koefisien Run Off (C)

C1 = 0.5C2 = 0.45C3 = 0.3C4 = 0.6C5 = 0.7Cjalur = 0.8

4. Tingkat pemakaian air bersih adalah 135 liter/org/hari

5. Presentase air limbah 85 % dari pemakaian air bersih

6. Bentuk saluran trapesium

kemiringan talud ( m ) = 1.35koefisien Manning (n) = 0.025

1. Menghitung Curah Hujan Rencana dengan Metode Gumbel, Hasper, Weduwen

A. METODE GUMBELNo Tahun X

X = 3269 = 233.501 2000 204 41616 142 2001 193 372493 2002 234 547564 2003 183 33489 (n-1)5 2004 174 302766 2005 323 1043297 2006 274 75076 815975 - 233.50 32698 2007 243 59049 139 2008 294 86436

10 2009 153 2340911 2010 144 20736

63.64812 2011 213 4536913 2012 344 11833614 2013 293 85849 Untuk

Jumlah 3269 815975 n = 14 = 0.5100= 1.0095

T = 5 th = 1.4999T = 10 th = 2.2502T = 25 th = 3.1985

Faktor Frekuensi K :

= - = 1.4999 - 0.5100 = 0.98061.0095

= 2.2502 - 0.5100 = 1.72381.0095

= 3.1985 - 0.5100 = 2.66321.0095

Jadi tinggi curah hujan rata-rata untuk stasiun A dengan periode ulang 5, 10, dan 25 tahun adalah:= X + K . Sx X5 = 233.50 + ( 0.9806 x 63.648 )

= 295.91 mmX10 = 233.50 + ( 1.7238 x 63.648 )

= 343.22 mmX25 = 233.50 + ( 2.6632 x 63.648 )

= 403.01 mm

X2

Sx =(Σ X2 - (X . Σ X) 0,5

Sx =0,5

Sx =

Yn

Sn

Yt

Yt

Yt

K Yt Yn K5Sn

K10

K25

XTr

B. METODE HASPER

No Urutan X Maks m T T=(n+1)/m1 1 204 344 1 15 1.632 2 193 323 2 7.5 1.013 3 234 Tinggi curah hujan rata-rata:4 4 183

R = Σ X = 3269 = 233.500 mm5 5 174 n 146 6 3237 7 274 = 0.648 8 243 = 1.269 9 294 = 2.10

10 10 15311 11 14412 12 213 Standar deviasi:13 13 344

=1

+14 14 293 2

Jumlah 3269 = 1 344 - 233.500+

323 - 233.5002 1.63 1.01

= 78.203

Tinggi curah hujan rata-rata untuk periode ulang 2,5,10,dan 15 tahun:= R + x= 233.500 + 78.203 x 0.64= 216.295 mm

= R + x= 233.500 + 78.203 x 1.26= 332.035 mm

= R + x= 233.500 + 78.203 x 2.1= 397.726 mm

Ut

U5

U10

U25

SnR1 - R R2 - R

U1 U2

R5 Sn U5

R10 Sn U10

R25 Sn U25

Q5

Ganti sesuai nilai T, lihat di lampiran

C. METODE WEDUWEN

Rumus yang digunakan adalah :

= MnRmax II

Mp

323 mm

n = 14 tahun Mp = 0.7538

T = 5 th Mn = 0.602T = 10 th Mn = 0.705T = 25 th Mn = 0.845

= 0.602323

= 257.9544 mm0.7538

= 0.705323

= 302.0894 mm0.7538

= 0.845323

= 362.0788 mm0.7538

RT

R max II =

R5

R10

R25

I12

angQ: interpolasi...

ASHADI AMIRD11108002

C. METODE IWAI

1. 0

No Tahun Xi Log(Xi) Xi + b Log (Xi + b)

(1) (2) (3) (4) (5) (6) (7)

1 2000 204 2.30963 #NAME? #NAME? #NAME?2 2001 193 2.28556 #NAME? #NAME? #NAME?3 2002 234 2.36922 #NAME? #NAME? #NAME?4 2003 183 2.26245 #NAME? #NAME? #NAME?5 2004 174 2.24055 #NAME? #NAME? #NAME?6 2005 323 2.50920 #NAME? #NAME? #NAME?7 2006 274 2.43775 #NAME? #NAME? #NAME?8 #NAME? #NAME? #NAME? #NAME? #NAME? #NAME?9 #NAME? #NAME? #NAME? #NAME? #NAME? #NAME?

10 2013 293 2.46687 #NAME? #NAME? #NAME?Jumlah #NAME? #NAME? #NAME? #NAME? #NAME?

Rata-Rata #NAME? #NAME? #NAME? #NAME?

ΣLog (Xi) = #NAME?

Log (X) =#NAME?

= #NAME?10

X = #NAME?

= #NAME?

No Xa Xt Xa . Xt Xa + Xt 2Log(X) - (5) (6)/(7)

(1) (2) (3) (4) (5) (6) (7) (8)

1 293 204 59772 497 #NAME? #NAME? #NAME?

2 #NAME? 193 #NAME? #NAME? #NAME? #NAME? #NAME?

Σb = #NAME?

b = #NAME?

1=

2n=

20 x #NAME? - #NAME? = #NAME?

C n - 1 9

T ξ 1/c x ξ Xo+(3) INV LOG(4) (5) - b

(1) (2) (3) (4) (5) (6)

2 0 #NAME? #NAME? #NAME? #NAME?

5 0.5945 #NAME? #NAME? #NAME? #NAME?


(Log (Xi + b))2

X2

(4) - X2

0,5

Xa - Xo2

0,5 0,5 0,5


2 ###


(1) (2) (3) (4) (5) (6) (7)

1 2000 0 Err:502 #NAME? #NAME? #NAME?2 2001 0 Err:502 #NAME? #NAME? #NAME?3 2002 0 Err:502 #NAME? #NAME? #NAME?4 2003 0 Err:502 #NAME? #NAME? #NAME?5 2004 0 Err:502 #NAME? #NAME? #NAME?6 2005 0 Err:502 #NAME? #NAME? #NAME?7 2006 0 Err:502 #NAME? #NAME? #NAME?8 #NAME? #NAME? #NAME? #NAME? #NAME? #NAME?9 #NAME? #NAME? #NAME? #NAME? #NAME? #NAME?

10 2013 0 Err:502 #NAME? #NAME? #NAME?Jumlah #NAME? Err:502 #NAME? #NAME? #NAME?

Rata-Rata Err:502 #NAME? #NAME? #NAME?

ΣLog (Xi) = Err:502

Log (X) =Err:502

= Err:50210

X = Err:502

= Err:502


(1) (2) (3) (4) (5) (6) (7) (8)

1 0 0 0 0 Err:502 Err:502 Err:502

2 #NAME? 0 #NAME? #NAME? #NAME? Err:502 #NAME?

Σb = Err:502

b = Err:502

1=

2n=


C n - 1 9

T ξ 1/c x ξ Xo+(3) INV LOG(4) (5) - b

(1) (2) (3) (4) (5) (6)




(Log (Xi + b))2

X2

(4) - X2

0,5

Xa - Xo2

0,5 0,5 0,5


3 ###


(1) (2) (3) (4) (5) (6) (7)





Log (X) =Err:502

= Err:50210

X = Err:502

= Err:502


(1) (2) (3) (4) (5) (6) (7) (8)

1 0 0 0 0 Err:502 Err:502 Err:502


Σb = Err:502

b = Err:502

1=

2n=


C n - 1 9

T ξ 1/c x ξ Xo+(3) INV LOG(4) (5) - b

(1) (2) (3) (4) (5) (6)




(Log (Xi + b))2

X2

(4) - X2

0,5

Xa - Xo2

0,5 0,5 0,5


4 ###


(1) (2) (3) (4) (5) (6) (7)





Log (X) =Err:502

= Err:50210

X = Err:502

= Err:502


(1) (2) (3) (4) (5) (6) (7) (8)

1 0 0 0 0 Err:502 Err:502 Err:502


Σb = Err:502

b = Err:502

1=

2n=


C n - 1 9

T ξ 1/c x ξ Xo+(3) INV LOG(4) (5) - b

(1) (2) (3) (4) (5) (6)




(Log (Xi + b))2

X2

(4) - X2

0,5

Xa - Xo2

0,5 0,5 0,5

E. METODE LOG PERSON III

1. Stasiun D

No TahunCurah hujan

Log Xi(Xi)

1 2000 204 2.30963 #NAME? #NAME?2 2001 193 2.28556 #NAME? #NAME?3 2002 234 2.36922 #NAME? #NAME?4 2003 183 2.26245 #NAME? #NAME?5 2004 174 2.24055 #NAME? #NAME?6 2005 323 2.50920 #NAME? #NAME?7 2006 274 2.43775 #NAME? #NAME?8 #NAME? #NAME? #NAME? #NAME? #NAME?9 #NAME? #NAME? #NAME? #NAME? #NAME?

10 2013 293 2.46687 #NAME? #NAME?11 0 0 Err:502 Err:502 Err:50212 0 0 Err:502 Err:502 Err:50213 0 0 Err:502 Err:502 Err:50214 0 0 Err:502 Err:502 Err:50215 0 0 Err:502 Err:502 Err:50216Adapun metode yang digunakan dalam menghitung Intensitas curah0 Err:502 Err:502 Err:502

Jumlah #NAME? #NAME? #NAME? #NAME?

Log X =Σ (Log Xi)

Σx =1/2

n n - 1

Log X =#NAME?

=#NAME? 1/2

16 15

= #NAME? = #NAME?

Cs =n .

(n-1) (n-2)

=16 x #NAME?

15 x 14 x #NAME?

= #NAME?

Cs = #NAME? = 0.091= 1.333= 1.229= 1.286

Persamaan garis lurus untuk distribusi normal := Log X + Sx . k

= #NAME? + ( #NAME? x 0.0910 )

= #NAME? = #NAME? mm

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

Σ (Log Xi - Log X)2

Σ ( Log Xi - Log X )3

(Sx)3

K2

K5

K10

K15

Log XT

Log X2

X2

N38

angQ: interpolasi… tabel log person III

= #NAME? + ( #NAME? x 1.3330 )


= #NAME? + ( #NAME? x 1.2290 )


= #NAME? + ( #NAME? x 0.0000 )


2. Stasiun E

No TahunCurah hujan

Log Xi(Xi)

1 2000 0 Err:502 Err:502 Err:5022 2001 0 Err:502 Err:502 Err:5023 2002 0 Err:502 Err:502 Err:5024 2003 0 Err:502 Err:502 Err:5025 2004 0 Err:502 Err:502 Err:5026 2005 0 Err:502 Err:502 Err:5027 2006 0 Err:502 Err:502 Err:5028 #NAME? #NAME? #NAME? #NAME? #NAME?9 #NAME? #NAME? #NAME? #NAME? #NAME?

10 2013 0 Err:502 Err:502 Err:50211 0 0 Err:502 Err:502 Err:50212 0 0 Err:502 Err:502 Err:50213 0 0 Err:502 Err:502 Err:50214 0 0 Err:502 Err:502 Err:50215 0 0 Err:502 Err:502 Err:50216Adapun metode yang digunakan dalam menghitung Intensitas curah0 Err:502 Err:502 Err:502

Jumlah #NAME? Err:502 Err:502 Err:502

Log X =Σ (Log Xi)

Σx =1/2

n n - 1

Log X =Err:502

=Err:502 1/2

16 15

= Err:502 = Err:502

Cs =n .

(n-1) (n-2)

=16 x Err:502

15 x 14 x Err:502

= Err:502

Cs = Err:502 = 0.247= 0.821= 1.006= 1.050

Log X5

X5

Log X10

X10

Log X15

X15




(Sx)3

K2

K5

K10

K15


= Err:502 + ( Err:502 x 0.2470 )

= Err:502 = Err:502 mm

= Err:502 + ( Err:502 x 0.8210 )

= Err:502 = Err:502 mm

= Err:502 + ( Err:502 x 1.0060 )

= Err:502 = Err:502 mm

= Err:502 + ( Err:502 x 0.0000 )

= Err:502 = Err:502 mm

3. StasiunF

No TahunCurah hujan

Log Xi(Xi)


10 2013 0 Err:502 Err:502 Err:50211 0 0 Err:502 Err:502 Err:50212 0 0 Err:502 Err:502 Err:50213 0 0 Err:502 Err:502 Err:50214 0 0 Err:502 Err:502 Err:50215 0 0 Err:502 Err:502 Err:50216Adapun metode yang digunakan dalam menghitung Intensitas curah0 Err:502 Err:502 Err:502


Log X =Σ (Log Xi)

Σx =1/2

n n - 1

Log X =Err:502

=Err:502 1/2

16 15

= Err:502 = Err:502

Cs =n .

(n-1) (n-2)

=16 x Err:502

15 x 14 x Err:502

Log XT

Log X2

X2

Log X5

X5

Log X10

X10

Log X15

X15




(Sx)3

= Err:502

Cs = Err:502 = 0.1520= 0.8535= 1.1423= 1.2060


= Err:502 + ( Err:502 x 0.1520 )

= Err:502 = Err:502 mm

= Err:502 + ( Err:502 x 0.8535 )

= Err:502 = Err:502 mm

= Err:502 + ( Err:502 x 1.1423 )

= Err:502 = Err:502 mm

= Err:502 + ( Err:502 x 0.0000 )

= Err:502 = Err:502 mm

4. Stasiun F

No TahunCurah hujan

Log Xi(Xi)


10 2013 0 Err:502 Err:502 Err:50211 0 0 Err:502 Err:502 Err:50212 0 0 Err:502 Err:502 Err:50213 0 0 Err:502 Err:502 Err:50214 0 0 Err:502 Err:502 Err:50215 0 0 Err:502 Err:502 Err:50216Adapun metode yang digunakan dalam menghitung Intensitas curah0 Err:502 Err:502 Err:50217 #NAME? #NAME? #NAME? #NAME? #NAME?18 #NAME? #NAME? #NAME? #NAME? #NAME?19 #NAME? #NAME? #NAME? #NAME? #NAME?20 #NAME? #NAME? #NAME? #NAME? #NAME?21 #NAME? #NAME? #NAME? #NAME? #NAME?22 #NAME? #NAME? #NAME? #NAME? #NAME?

K2

K5

K10

K15

Log XT

Log X2

X2

Log X5

X5

Log X10

X10

Log X15

X15


23 #NAME? #NAME? #NAME? #NAME? #NAME?24 #NAME? #NAME? #NAME? #NAME? #NAME?25 #NAME? #NAME? #NAME? #NAME? #NAME?26 #NAME? #NAME? #NAME? #NAME? #NAME?27 #NAME? #NAME? #NAME? #NAME? #NAME?28 #NAME? #NAME? #NAME? #NAME? #NAME?29 #NAME? #NAME? #NAME? #NAME? #NAME?30 #NAME? #NAME? #NAME? #NAME? #NAME?31 #NAME? #NAME? #NAME? #NAME? #NAME?32 #NAME? #NAME? #NAME? #NAME? #NAME?


Log X =Σ (Log Xi)

Σx =1/2

n n - 1

Log X =Err:502

=Err:502 1/2

32 31

= Err:502 = Err:502

Cs =n .

(n-1) (n-2)

=32 x Err:502

31 x 30 x Err:502

= Err:502

Cs = Err:502 = 0.20625= 0.83950= 1.06913= 1.11438


= Err:502 + ( Err:502 x 0.2063 )

= Err:502 = Err:502 mm

= Err:502 + ( Err:502 x 0.8395 )

= Err:502 = Err:502 mm

= Err:502 + ( Err:502 x 1.0691 )

= Err:502 = Err:502 mm

= Err:502 + ( Err:502 x 0.0000 )

= Err:502 = Err:502 mm

Tabel Curah Hujan Rata - Rata Keempat Stasiun dengan Metode LogPearson III dalam mm



(Sx)3

K2

K5

K10

K15

Log XT

Log X2

X2

Log X5

X5

Log X10

X10

Log X15

X15

No.Periode Ulang Stasiun A Stasiun C Stasiun E Stasiun F Rata - Rata

( Tahun ) ( mm ) ( mm ) ( mm ) ( mm ) ( mm )

1 2 #NAME? Err:502 Err:502 Err:502 #NAME?




Rata - Rata

( mm )

#NAME?

#NAME?

#NAME?

#NAME?


Rekap metode Gambel

NO PERIODE ULANG CURAH HUJAN (mm)

METODE GAMBEL

1 5 295.912

2 10 343.218

3 25 403.007

Rekap metode Hasper


METODE HASPER

1 5 216.295

2 10 332.035

3 25 397.726

Rekap metode Weduwen


METODE WEDUWEN

1 5 257.954

2 10 302.089

3 25 362.079

CURAH HUJAN MAKSIMUM

NO PERIODE ULANG

CURAH HUJAN (mm)

MAXMETODE

GUMBEL HASPER WEDUWEN

1 5 295.912 216.295 257.954 295.912

2 10 343.218 332.035 302.089 343.218

3 15 403.007 397.726 362.079 403.007

2. Menghitung Intensitas Curah Hujan dengan Metode Mononobe

METODE MONONOBEData curah hujan maksimum dari perhitungan sebelumnya :

= 295.912 mm= 343.218 mm= 403.007 mm

Rumus : I = R X 2424 t/60

Contoh : untuk t = 5 menit

= 295.912 24 = 537.708 mm/jam24 5/60

= 343.218 24 = 623.668 mm/jam24 5/60

= 403.007 24 = 732.312 mm/jam24 5/60

TABEL INTENSITAS CURAH HUJANt Intensitas Curah Hujan(mm/jam)

MENIT5 537.70781 623.66764 732.31180

10 338.73469 392.88600 461.3275215 258.50295 299.82813 352.0587920 213.38949 247.50267 290.6181325 183.89348 213.29133 250.4471130 162.84666 188.87989 221.7831435 146.94258 170.43333 200.1231540 134.42695 155.91691 183.0779545 124.27526 144.14233 169.2522150 115.84564 134.36512 157.7717955 108.71377 126.09313 148.0588060 102.58696 118.98687 139.7146265 97.25623 112.80395 132.4546370 92.56802 107.36627 126.0696975 88.40677 102.53978 120.4024180 84.68367 98.22150 115.3318885 81.32931 94.33089 110.7635290 78.28851 90.80398 106.62221

R5

R10

R25

2/3

I5

2/3

I10

2/3

I25

2/3

I 5 I 10 I 25

0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 1000

100

200

300

400

500

600

700

800

GRAFIK INTENSITAS HUJAN TERHADAP WAKTU DENGAN METODE MONONOBE

5 tahun

10 tahun

25 tahun

Waktu Konsentrasi (menit)

Inte

nsit

as C

urah

Huj

an (m

m/j

am)

B. METODE TALBOT

Data curah hujan maksimum dari perhitungan sebelumnya :

= 295.912 mm

= 343.218 mm

= 403.007 mm

= Err:509 mm

Rumus : I =a

t + b

dimana :

a =

b =

Untuk menghitung intensitas curah hujan diperlukan data curah hujan jangka pendek

Rumus :

R =R

24

= 12.33 mm

= 14.30 mm

= 16.79 mm

= Err:509 mm

Presipitas/intensitas curah hujan jangka pendek

Rumus :

i = R60

t

R2

R5

R10

R15

(it)(i2) - (i2t)(i)

N(i2) - (i)(i)

(i)(it) - (N)(i2t)

N(i2) - (i)(i)

R2

R5

R10

R15

Menit iit

( t ) menit

5 147.9560 739.7800 109454.8987 21890.9797

10 73.9780 739.7800 54727.4493 5472.7449

15 49.3187 739.7800 36484.9662 2432.3311

20 36.9890 739.7800 27363.7247 1368.1862

25 29.5912 739.7800 21890.9797 875.6392

30 24.6593 739.7800 18242.4831 608.0828

35 21.1366 739.7800 15636.4141 446.7547

40 18.4945 739.7800 13681.8623 342.0466

45 16.4396 739.7800 12161.6554 270.2590

50 14.7956 739.7800 10945.4899 218.9098

55 13.4505 739.7800 9950.4453 180.9172

60 12.3297 739.7800 9121.2416 152.0207

65 11.3812 739.7800 8419.6076 129.5324

70 10.5683 739.7800 7818.2070 111.6887

75 9.8637 739.7800 7296.9932 97.2932

80 9.2473 739.7800 6840.9312 85.5116

85 8.7033 739.7800 6438.5235 75.7473

90 8.2198 739.7800 6080.8277 67.5648

Jumlah 517.1222 13316.041 382556.7005 34826.2099

a =265918648.75139

429108.79589

a = 619.69983

b =0.00000

429108.79589

b = 0

Tabel Untuk Periode ulang 2 tahun (R2)

i2t i2

Intensitas Curah Hujan dengan Formula TALBOT

Menit iit

( t ) menit

5 171.6088 858.0438 147247.8416 29449.5683

10 85.8044 858.0438 73623.9208 7362.3921

15 57.2029 858.0438 49082.6139 3272.1743

20 42.9022 858.0438 36811.9604 1840.5980

25 34.3218 858.0438 29449.5683 1177.9827

30 28.6015 858.0438 24541.3069 818.0436

35 24.5155 858.0438 21035.4059 601.0116

40 21.4511 858.0438 18405.9802 460.1495

45 19.0676 858.0438 16360.8713 363.5749

50 17.1609 858.0438 14724.7842 294.4957

55 15.6008 858.0438 13386.1674 243.3849

60 14.3007 858.0438 12270.6535 204.5109

65 13.2007 858.0438 11326.7570 174.2578

70 12.2578 858.0438 10517.7030 150.2529

75 11.4406 858.0438 9816.5228 130.8870

80 10.7255 858.0438 9202.9901 115.0374

85 10.0946 858.0438 8661.6377 101.9016

90 9.5338 858.0438 8180.4356 90.8937

Jumlah 599.7912 15444.789 514647.1207 46851.1168

a =414924803.29822

577272.87484

a = 718.76719

b =0.00000

577272.87484

b = 0


i2t i2


Menit iit

( t ) menit

5 201.5034 1007.5168 203018.0128 40603.6026

10 100.7517 1007.5168 101509.0064 10150.9006

15 67.1678 1007.5168 67672.6709 4511.5114

20 50.3758 1007.5168 50754.5032 2537.7252

25 40.3007 1007.5168 40603.6026 1624.1441

30 33.5839 1007.5168 33836.3355 1127.8778

35 28.7862 1007.5168 29002.5733 828.6450

40 25.1879 1007.5168 25377.2516 634.4313

45 22.3893 1007.5168 22557.5570 501.2790

50 20.1503 1007.5168 20301.8013 406.0360

55 18.3185 1007.5168 18456.1830 335.5670

60 16.7919 1007.5168 16918.1677 281.9695

65 15.5003 1007.5168 15616.7702 240.2580

70 14.3931 1007.5168 14501.2866 207.1612

75 13.4336 1007.5168 13534.5342 180.4605

80 12.5940 1007.5168 12688.6258 158.6078

85 11.8531 1007.5168 11942.2360 140.4969

90 11.1946 1007.5168 11278.7785 125.3198

Jumlah 704.2760 18135.302 709569.8966 64595.9936

a =671734801.82855

795915.17685

a = 843.97788

b =0.00000

795915.17685

b = 0


i2t i2


Menit iit

( t ) menit

5 Err:509 Err:509 Err:509 Err:509

10 Err:509 Err:509 Err:509 Err:509

15 Err:509 Err:509 Err:509 Err:509

20 Err:509 Err:509 Err:509 Err:509

25 Err:509 Err:509 Err:509 Err:509

30 Err:509 Err:509 Err:509 Err:509

35 Err:509 Err:509 Err:509 Err:509

40 Err:509 Err:509 Err:509 Err:509

45 Err:509 Err:509 Err:509 Err:509

50 Err:509 Err:509 Err:509 Err:509

55 Err:509 Err:509 Err:509 Err:509

60 Err:509 Err:509 Err:509 Err:509

65 Err:509 Err:509 Err:509 Err:509

70 Err:509 Err:509 Err:509 Err:509

75 Err:509 Err:509 Err:509 Err:509

80 Err:509 Err:509 Err:509 Err:509

85 Err:509 Err:509 Err:509 Err:509

90 Err:509 Err:509 Err:509 Err:509

Jumlah Err:509 Err:509 Err:509 Err:509

a =Err:509

Err:509

a = Err:509

b =Err:509

Err:509

b = Err:509


i2t i2


Dengan hasil perhitungan satu contoh prosedur perhitungan untuk setiap periode

ulang dengan t = 5 menit ;

=619.69983

= 123.94 (mm/menit)5 + 0

=718.76719

= 143.75 (mm/menit)5 + 0

=843.97788

= 168.80 (mm/menit)5 + 0

=Err:509

= Err:509 (mm/menit)5 + 0

Menit Intensitas Curah Hujan ( mm/menit )

( t )

5 123.94 143.75 168.80 Err:509

10 61.97 71.88 84.40 Err:509

15 41.31 47.92 56.27 Err:509

20 30.98 35.94 42.20 Err:509

25 24.79 28.75 33.76 Err:509

30 20.66 23.96 28.13 Err:509

35 17.71 20.54 24.11 Err:509

40 15.49 17.97 21.10 Err:509

45 13.77 15.97 18.76 Err:509

50 12.39 14.38 16.88 Err:509

55 11.27 13.07 15.35 Err:509

60 10.33 11.98 14.07 Err:509

65 9.53 11.06 12.98 Err:509

70 8.85 10.27 12.06 Err:509

75 8.26 9.58 11.25 Err:509

80 7.75 8.98 10.55 Err:509

85 7.29 8.46 9.93 Err:509

90 6.89 7.99 9.38 Err:509

I2

I5

I10

I15

I2 I5 I10 I15

0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 1000

20

40

60

80

100

120

140

160

180

GRAFIK INTENSITAS HUJAN TERHADAP WAKTUDENGAN FORMULA TALBOT

2 tahun

5 tahun

10 tahun

15 tahun


Inte

nsit

as C

urah

Huj

an (m

m/j

am)

C. METODE SHERMAN


= 295.912 mm

= 343.218 mm

= 403.007 mm

= Err:509 mm

Rumus : I =a

dimana :

Log a =

n =Σ Log I . Σ Log t - N . Σ ( Log t . Log I )


Rumus :

R =R

24

= 12.33 mm

= 14.30 mm

= 16.79 mm

= Err:509 mm


Rumus :

i = R60

t

R2

R5

R10

R15

tn

Σ Log I . Σ ( Log t ) 2 - Σ ( Log t . Log I ) Σ Log t

N . Σ ( Log t )2 - (Σ Log t)2

N . Σ ( Log t )2 - (Σ Log t)2

R2

R5

R10

R15

t i log t log i log t . log i

5 147.956 0.6990 2.170133 1.51686 0.48856

10 73.978 1.0000 1.869103 1.86910 1.00000

15 49.319 1.1761 1.693011 1.99114 1.38319

20 36.989 1.3010 1.568073 2.04011 1.69268

25 29.591 1.3979 1.471163 2.05660 1.95424

30 24.659 1.4771 1.391981 2.05613 2.18189

35 21.137 1.5441 1.325035 2.04594 2.38415

40 18.495 1.6021 1.267043 2.02988 2.56660

45 16.440 1.6532 1.21589 2.01012 2.73311

50 14.796 1.6990 1.170133 1.98802 2.88650

55 13.451 1.7404 1.12874 1.96442 3.02886

60 12.330 1.7782 1.090951 1.93988 3.16182

65 11.381 1.8129 1.056189 1.91478 3.28665

70 10.568 1.8451 1.024005 1.88939 3.40439

75 9.864 1.8751 0.994041 1.86389 3.51585

80 9.247 1.9031 0.966013 1.83841 3.62175

85 8.703 1.9294 0.939684 1.81304 3.72266

90 8.220 1.9542 0.91486 1.78786 3.81906

Σ 517.122 28.3878 23.2560 34.61556 46.83196

Log a =23.256 x 46.8320 - 34.61556 x 28.3878

18 x 46.8320 - 28.3878 2

Log a = 2.869103

a = 739.78003

n =23.25605 x 28.38780 - 18 x 34.61556

18 x 46.8320 - 28.3878 2

n = 1.00000


(log t)2


5 171.609 0.6990 2.234539 1.56188 0.48856

10 85.804 1.0000 1.933509 1.93351 1.00000

15 57.203 1.1761 1.757418 2.06688 1.38319

20 42.902 1.3010 1.632479 2.12390 1.69268

25 34.322 1.3979 1.535569 2.14663 1.95424

30 28.601 1.4771 1.456388 2.15126 2.18189

35 24.516 1.5441 1.389441 2.14539 2.38415

40 21.451 1.6021 1.331449 2.13306 2.56660

45 19.068 1.6532 1.280297 2.11660 2.73311

50 17.161 1.6990 1.234539 2.09745 2.88650

55 15.601 1.7404 1.193147 2.07651 3.02886

60 14.301 1.7782 1.155358 2.05440 3.16182

65 13.201 1.8129 1.120596 2.03154 3.28665

70 12.258 1.8451 1.088411 2.00823 3.40439

75 11.441 1.8751 1.058448 1.98466 3.51585

80 10.726 1.9031 1.030419 1.96098 3.62175

85 10.095 1.9294 1.004091 1.93731 3.72266

90 9.534 1.9542 0.979267 1.91373 3.81906

Σ 599.791 28.3878 24.4154 36.44392 46.83196

Log a =24.415 x 46.8320 - 36.44392 x 28.3878

18 x 46.8320 - 28.3878 2

Log a = 2.933509

a = 858.04383

n =24.41537 x 28.38780 - 18 x 36.44392

18 x 46.8320 - 28.3878 2

n = 1.00000


(log t)2


5 201.503 0.6990 2.304282 1.61062 0.48856

10 100.752 1.0000 2.003252 2.00325 1.00000

15 67.168 1.1761 1.827161 2.14891 1.38319

20 50.376 1.3010 1.702222 2.21464 1.69268

25 40.301 1.3979 1.605312 2.24413 1.95424

30 33.584 1.4771 1.526131 2.25428 2.18189

35 28.786 1.5441 1.459184 2.25308 2.38415

40 25.188 1.6021 1.401192 2.24479 2.56660

45 22.389 1.6532 1.35004 2.23190 2.73311

50 20.150 1.6990 1.304282 2.21594 2.88650

55 18.318 1.7404 1.26289 2.19789 3.02886

60 16.792 1.7782 1.225101 2.17841 3.16182

65 15.500 1.8129 1.190339 2.15798 3.28665

70 14.393 1.8451 1.158154 2.13691 3.40439

75 13.434 1.8751 1.128191 2.11543 3.51585

80 12.594 1.9031 1.100162 2.09371 3.62175

85 11.853 1.9294 1.073833 2.07187 3.72266

90 11.195 1.9542 1.04901 2.05002 3.81906

Σ 704.276 28.3878 25.6707 38.42377 46.83196

Log a =25.671 x 46.8320 - 38.42377 x 28.3878

18 x 46.8320 - 28.3878 2

Log a = 3.003252

a = 1007.51678

n =25.67074 x 28.38780 - 18 x 38.42377

18 x 46.8320 - 28.3878 2

n = 1.00000


(log t)2


5 Err:509 0.6990 Err:509 Err:509 0.48856

10 Err:509 1.0000 Err:509 Err:509 1.00000

15 Err:509 1.1761 Err:509 Err:509 1.38319

20 Err:509 1.3010 Err:509 Err:509 1.69268

25 Err:509 1.3979 Err:509 Err:509 1.95424

30 Err:509 1.4771 Err:509 Err:509 2.18189

35 Err:509 1.5441 Err:509 Err:509 2.38415

40 Err:509 1.6021 Err:509 Err:509 2.56660

45 Err:509 1.6532 Err:509 Err:509 2.73311

50 Err:509 1.6990 Err:509 Err:509 2.88650

55 Err:509 1.7404 Err:509 Err:509 3.02886

60 Err:509 1.7782 Err:509 Err:509 3.16182

65 Err:509 1.8129 Err:509 Err:509 3.28665

70 Err:509 1.8451 Err:509 Err:509 3.40439

75 Err:509 1.8751 Err:509 Err:509 3.51585

80 Err:509 1.9031 Err:509 Err:509 3.62175

85 Err:509 1.9294 Err:509 Err:509 3.72266

90 Err:509 1.9542 Err:509 Err:509 3.81906

Σ Err:509 28.3878 Err:509 Err:509 46.83196

Log a =Err:509 x 46.8320 - Err:509 x 28.3878

18 x 46.8320 - 28.3878 2

Log a = Err:509

a = Err:509

n =Err:509 x 28.38780 - 18 x Err:509

18 x 46.8320 - 28.3878 2

n = Err:509


(log t)2



=739.7800

= ### (mm/menit)5 1.00

=858.0438

= 171.6088 (mm/menit)5 1.00

=###

= 201.5034 (mm/menit)5 1.00

=Err:509

= Err:509 (mm/menit)5 ###


( t )

5 147.96 171.61 201.50 Err:509

10 73.98 85.80 100.75 Err:509

15 49.32 57.20 67.17 Err:509

20 36.99 42.90 50.38 Err:509

25 29.59 34.32 40.30 Err:509

30 24.66 28.60 33.58 Err:509

35 21.14 24.52 28.79 Err:509

40 18.49 21.45 25.19 Err:509

45 16.44 19.07 22.39 Err:509

50 14.80 17.16 20.15 Err:509

55 13.45 15.60 18.32 Err:509

60 12.33 14.30 16.79 Err:509

65 11.38 13.20 15.50 Err:509

70 10.57 12.26 14.39 Err:509

75 9.86 11.44 13.43 Err:509

80 9.25 10.73 12.59 Err:509

85 8.70 10.09 11.85 Err:509

90 8.22 9.53 11.19 Err:509

I2

I5

I10

I15

I2 I5 I10 I15

0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 1000

50

100

150

200

250

GRAFIK INTENSITAS HUJAN TERHADAP WAKTUDENGAN FORMULA SHERMAN

2 tahun

5 tahun

10 tahun

15 tahun


Inte

nsit

as C

urah

Huj

an (m

m/j

am)

D. METODE ISHIGURO


= 295.912 mm

= 343.218 mm

= 403.007 mm

= Err:509 mm

Rumus : I =a

dimana :

a =

b =


Rumus :

R =R

24

= 12.33 mm

= 14.30 mm

= 16.79 mm

= Err:509 mm


Rumus :

i = R60

t

R2

R5

R10

R15

√t + b

(i√t)(i2) - (i√t)(i)

N(i2) - (i)(i)

(i)(i√t) - (N)(i2t)

N(i2) - (i)(i)

R2

R5

R10

R15

Menit iit i√t

( t ) menit

5 147.9560 739.7800 109454.8987 21890.9797 330.8397

10 73.9780 739.7800 54727.4493 5472.7449 233.9390

15 49.3187 739.7800 36484.9662 2432.3311 191.0104

20 36.9890 739.7800 27363.7247 1368.1862 165.4198

25 29.5912 739.7800 21890.9797 875.6392 147.9560

30 24.6593 739.7800 18242.4831 608.0828 135.0647

35 21.1366 739.7800 15636.4141 446.7547 125.0456

40 18.4945 739.7800 13681.8623 342.0466 116.9695

45 16.4396 739.7800 12161.6554 270.2590 110.2799

50 14.7956 739.7800 10945.4899 218.9098 104.6207

55 13.4505 739.7800 9950.4453 180.9172 99.7519

60 12.3297 739.7800 9121.2416 152.0207 95.5052

65 11.3812 739.7800 8419.6076 129.5324 91.7584

70 10.5683 739.7800 7818.2070 111.6887 88.4206

75 9.8637 739.7800 7296.9932 97.2932 85.4224

80 9.2473 739.7800 6840.9312 85.5116 82.7099

85 8.7033 739.7800 6438.5235 75.7473 80.2404

90 8.2198 739.7800 6080.8277 67.5648 77.9797

Jumlah 517.1222 13316.041 382556.7005 34826.2099 2362.9340

a =81070108.62518

429108.79589

a = 188.9267

b =0.00000

429108.79589

b = 0


i2t i2

Intensitas Curah Hujan dengan Formula ISHIGURO

Menit iit i√t

( t ) menit

5 171.6088 858.0438 147247.8416 29449.5683 383.7289

10 85.8044 858.0438 73623.9208 7362.3921 271.3373

15 57.2029 858.0438 49082.6139 3272.1743 221.5460

20 42.9022 858.0438 36811.9604 1840.5980 191.8644

25 34.3218 858.0438 29449.5683 1177.9827 171.6088

30 28.6015 858.0438 24541.3069 818.0436 156.6567

35 24.5155 858.0438 21035.4059 601.0116 145.0359

40 21.4511 858.0438 18405.9802 460.1495 135.6686

45 19.0676 858.0438 16360.8713 363.5749 127.9096

50 17.1609 858.0438 14724.7842 294.4957 121.3457

55 15.6008 858.0438 13386.1674 243.3849 115.6986

60 14.3007 858.0438 12270.6535 204.5109 110.7730

65 13.2007 858.0438 11326.7570 174.2578 106.4272

70 12.2578 858.0438 10517.7030 150.2529 102.5559

75 11.4406 858.0438 9816.5228 130.8870 99.0784

80 10.7255 858.0438 9202.9901 115.0374 95.9322

85 10.0946 858.0438 8661.6377 101.9016 93.0679

90 9.5338 858.0438 8180.4356 90.8937 90.4458

Jumlah 599.7912 15444.789 514647.1207 46851.1168 2740.6808

a =126760118.62436

577272.87484

a = 219.5844

b =0.00000

577272.87484

b = 0


i2t i2


Menit iit i√t

( t ) menit

5 201.5034 1007.5168 203018.0128 40603.6026 450.5752

10 100.7517 1007.5168 101509.0064 10150.9006 318.6048

15 67.1678 1007.5168 67672.6709 4511.5114 260.1397

20 50.3758 1007.5168 50754.5032 2537.7252 225.2876

25 40.3007 1007.5168 40603.6026 1624.1441 201.5034

30 33.5839 1007.5168 33836.3355 1127.8778 183.9466

35 28.7862 1007.5168 29002.5733 828.6450 170.3014

40 25.1879 1007.5168 25377.2516 634.4313 159.3024

45 22.3893 1007.5168 22557.5570 501.2790 150.1917

50 20.1503 1007.5168 20301.8013 406.0360 142.4844

55 18.3185 1007.5168 18456.1830 335.5670 135.8535

60 16.7919 1007.5168 16918.1677 281.9695 130.0699

65 15.5003 1007.5168 15616.7702 240.2580 124.9671

70 14.3931 1007.5168 14501.2866 207.1612 120.4213

75 13.4336 1007.5168 13534.5342 180.4605 116.3380

80 12.5940 1007.5168 12688.6258 158.6078 112.6438

85 11.8531 1007.5168 11942.2360 140.4969 109.2805

90 11.1946 1007.5168 11278.7785 125.3198 106.2016

Jumlah 704.2760 18135.302 709569.8966 64595.9936 3218.1128

a =205610757.43204

795915.17685

a = 258.3325

b =0.00000

795915.17685

b = 0


i2t i2


Menit iit i√t

( t ) menit

5 Err:509 Err:509 Err:509 Err:509 Err:509


















Jumlah Err:509 Err:509 Err:509 Err:509 Err:509

a =Err:509

Err:509

a = Err:509

b =Err:509

Err:509

b = Err:509


i2t i2




=188.92670

= 84.49 (mm/menit)5 + 0

=219.58440

= 98.20 (mm/menit)5 + 0

=258.33250

= 115.53 (mm/menit)5 + 0

=Err:509

= Err:509 (mm/menit)5 + 0


( t )

5 84.49 98.20 115.53 Err:509

10 59.74 69.44 81.69 Err:509

15 48.78 56.70 66.70 Err:509

20 42.25 49.10 57.76 Err:509

25 37.79 43.92 51.67 Err:509

30 34.49 40.09 47.16 Err:509

35 31.93 37.12 43.67 Err:509

40 29.87 34.72 40.85 Err:509

45 28.16 32.73 38.51 Err:509

50 26.72 31.05 36.53 Err:509

55 25.47 29.61 34.83 Err:509

60 24.39 28.35 33.35 Err:509

65 23.43 27.24 32.04 Err:509

70 22.58 26.25 30.88 Err:509

75 21.82 25.36 29.83 Err:509

80 21.12 24.55 28.88 Err:509

85 20.49 23.82 28.02 Err:509

90 19.91 23.15 27.23 Err:509

I2

I5

I10

I15

I2 I5 I10 I15

0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 1000

20

40

60

80

100

120

140

GRAFIK INTENSITAS HUJAN TERHADAP WAKTUDENGAN FORMULA ISHIGURO

2 tahun

5 tahun

10 tahun

15 tahun


Inte

nsit

as C

urah

Huj

an (m

m/j

am)

Perbandingan Kecocokan Rumus-Rumus Intensitas Hujan

Waktu Mononobe Talbot Sherman Ishiguro

5 345.4987062 79.6363697 95.067632709 53.8333531598

10 217.6505463 39.8181849 47.533816355 38.0659290733

15 166.0984535 26.5454566 31.689210903 31.0807009382

20 137.1112524 19.9090924 23.766908177 26.9166765799

25 118.1588954 15.9272739 19.013526542 24.0750074244

30 104.635469 13.2727283 15.844605452 21.9773743974

35 94.4164641 11.3766242 13.581090387 20.3470949574

40 86.37467655 9.95454622 11.883454089 19.0329645367

45 79.85180774 8.84848553 10.563070301 17.9444510533

50 74.4354398 7.96363697 9.5067632709 17.0236010069

55 69.85293127 7.23966998 8.6425120645 16.2313666944

60 65.91621496 6.63636415 7.9223027258 15.5403504691

65 62.49100711 6.1258746 7.3128948238 14.9306857806

70 59.47864529 5.68831212 6.7905451935 14.3875688218

75 56.80487206 5.30909132 6.3378421806 13.8997120172

80 54.41263658 4.97727311 5.9417270443 13.45833829

85 52.25732135 4.68449234 5.5922136888 13.0565059564

90 50.30348672 4.42424276 5.2815351505 12.6886430244

0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 950

25

50

75

100

125

150

175

200

225

250

275

300

325

350

Prediksi Empat Jenis Grafik Intensitas Hujan dengan Periode Ulang 2 tahun

MONONOBE

TALBOT

SHERMAN

ISHIGURO

Durasi Hujan (menit)

Inte

nsit

as H

ujan

(mm

/jam

)

800 320 400

320 400

AF

E

320 B

400G

400 C D

H 130

260 300 732

Lebar Jalan + Trotoar = 12 m

I. 3. Data Saluran

Koefisien Run Off ( C )

= 0.6 = 0.4

= 0.5 = 0.6

= 0.5 = 0.8

Debit Air Masuk (Q)

= 0.04

= 0.18

= 0.13

C1 C4

C2 C5

C3 C jalur

Q1 m3/det

Q2 m3/det

Q3 m3/det

ASHADI AMIR D11108002

INTERPOLASI TITIK

KATEGORI NAMA AREA Nama Titik a b Dh h-1 (m) x (m) Tinggi Titik (m) kemiringan (%)

INTER

PO

LA

SI

AR

EA

A Awal 50 11 1.00 11.00 0.22 11.22 861.63 0.4451Akhir 26 10 1.00 7.00 0.38 7.38

BAwal 44 28 1.00 11.00 0.64 11.64

861.63 0.4632Akhir 31 20 1.00 7.00 0.65 7.65

CAwal 22 6 1.00 10.00 0.27 10.27

477.07 0.4711Akhir 40 1 1.00 8.00 0.03 8.03

DAwal 38 27 1.00 11.00 0.71 11.71

500.00 0.4921Akhir 24 6 1.00 9.00 0.25 9.25

EAwal 1 1 1.00 11.00 1.00 12.00

872.78 0.2242Akhir 23 1 1.00 10.00 0.04 10.04

FAwal 22 20 1.00 11.00 0.91 11.91

565.69 0.5563Akhir 42 32 1.00 8.00 0.76 8.76

GAwal 25 3 1.00 11.00 0.12 11.12

565.69 0.5736Akhir 40 35 1.00 7.00 0.88 7.88

HAwal 18 16 1.00 11.00 0.89 11.89

743.45 0.5846Akhir 35 19 1.00 7.00 0.54 7.54

Panjang Saluran Lt

(m)

D15

EL MATRA: jarak antr kontur

E15

EL MATRA: jarak titik ke kontur terendah

G15

EL MATRA: kontur terendah


KATEGORI NAMA SALURAN Nama Titik a b Dh h-1 (m) x (m) Tinggi Titik (m) kemiringan (%)

INTER

PO

LA

SI

SA

LU

RA

N H

OR

IZO

NTA

L

A1 37 35 1.00 10.00 0.95 10.95800.00 0.4452

A0 26 10 1.00 7.00 0.38 7.38

A2 50 11 1.00 11.00 0.22 11.22800.00 0.4509

A3 31 19 1.00 7.00 0.61 7.61

B1 50 12 1.00 11.00 0.24 11.24800.00 0.4494

B0 31 20 1.00 7.00 0.65 7.65

B2 44 28 1.00 11.00 0.64 11.64800.00 0.4545

B3 1 1 1.00 7.00 1.00 8.00

C1 24 3 1.00 9.00 0.13 9.13260.00 0.4231

C0 40 1 1.00 8.00 0.03 8.03

C2 22 6 1.00 10.00 0.27 10.27260.00 0.6260

C3 31 20 1.00 8.00 0.65 8.65

D1 37 30 1.00 10.00 0.81 10.81300.00 0.5203

D0 24 6 1.00 9.00 0.25 9.25

D2 38 27 1.00 11.00 0.71 11.71300.00 0.4490

D3 22 8 1.00 10.00 0.36 10.36

E1 1 1 1.00 11.00 1.00 12.00320.00 0.3125

E0 1 1 1.00 10.00 1.00 11.00

E3 1 1 1.00 11.00 1.00 12.00320.00 0.6125

E2 25 1 1.00 10.00 0.04 10.04

F0 22 20 1.00 11.00 0.91 11.91460.00 0.6807

F1 45 35 1.00 8.00 0.78 8.78

F3 25 5 1.00 11.00 0.20 11.20460.00 0.5300

F2 42 32 1.00 8.00 0.76 8.76

G0 25 3 1.00 11.00 0.12 11.12460.00 0.5188

G1 45 33 1.00 8.00 0.73 8.73

G3 27 26 1.00 9.00 0.96 9.96460.00 0.4539

G2 40 35 1.00 7.00 0.88 7.88

H0 18 16 1.00 11.00 0.89 11.89732.00 0.5495

H1 45 39 1.00 7.00 0.87 7.87

H3 16 3 1.00 11.00 0.19 11.19732.00 0.4979

H2 35 19 1.00 7.00 0.54 7.54

Panjang Saluran Ls

(m)

A1 - A0

A2 - A3

B1 - B0

B2 - B3

C1 - C0

C2 - C3

D1 - D0

D2 - D3

E1 - E0

E3 - E2

F0 - F1

F3 - F2

G0 - G1

G3 - G2

H0 - H1

H3 - H2

D33


E33


G33



KATEGORI NAMA SALURAN Nama Titik a b Dh h-1 (m) x (m) Tinggi Titik (m) kemiringan (%)

INTER

PO

LA

SI

SA

LU

RA

N V

ER

TIK

AL

A3 31 19 1.00 7.00 0.61 7.61320.00 0.0713

A0 26 10 1.00 7.00 0.38 7.38

A2 50 11 1.00 11.00 0.22 11.22320.00 0.0852

A1 38 36 1.00 10.00 0.95 10.95

B3 1 1 1.00 7.00 1.00 8.00320.00 0.1109

B0 31 20 1.00 7.00 0.65 7.65

B2 44 28 1.00 11.00 0.64 11.64320.00 0.1239

B1 50 12 1.00 11.00 0.24 11.24

C3 36 20 1.00 8.00 0.56 8.56400.00 0.1326

C0 40 1 1.00 8.00 0.03 8.03

C2 22 6 1.00 10.00 0.27 10.27400.00 0.2765

C1 24 4 1.00 9.00 0.17 9.17

D3 22 8 1.00 10.00 0.36 10.36400.00 0.2784

D0 24 6 1.00 9.00 0.25 9.25

D2 38 27 1.00 11.00 0.71 11.71400.00 0.2249

D1 37 30 1.00 10.00 0.81 10.81

E3 1 1 1.00 11.00 1.00 12.00812.00 0.1232

E0 1 1 1.00 10.00 1.00 11.00

E1 1 1 1.00 11.00 1.00 12.00812.00 0.2410

E2 23 1 1.00 10.00 0.04 10.04

F0 22 20 1.00 11.00 0.91 11.91400.00 0.1773

F3 25 5 1.00 11.00 0.20 11.20

F1 42 28 1.00 9.00 0.67 9.67400.00 0.2262

F2 42 32 1.00 8.00 0.76 8.76

G0 25 3 1.00 11.00 0.12 11.12400.00 0.2985

G3 27 25 1.00 9.00 0.93 9.93

G1 45 28 1.00 8.00 0.62 8.62400.00 0.1868

G2 40 35 1.00 7.00 0.88 7.88

H0 18 16 1.00 11.00 0.89 11.89130.00 0.4740

H3 11 3 1.00 11.00 0.27 11.27

H1 40 33 1.00 7.00 0.83 7.83130.00 0.2170

H2 35 19 1.00 7.00 0.54 7.54

Panjang Saluran Ls

(m)

A3 - A0

A2 - A1

B3 - B0

B2 - B1

C3 - C0

C2 - C1

D3 - D0

D2 - D1

E3 - E0

E1 - E2

F0 - F3

F1 - F2

G0 - G3

G1 - G2

H0 - H3

H1 - H2

D67


E67


G67



KATEGORI NAMA AREA JALAN Nama Titik a b Dh h-1 (m) x (m) Tinggi Titik (m) kemiringan (%)

INTER

PO

LA

SI

AR

EA

JA

LA

N

S2 38 35 1.00 10.00 0.92 10.92800.00 0.4401

S1 25 10 1.00 7.00 0.40 7.40

S3 22 22 1.00 11.00 1.00 12.00320.00 0.3372

S2 38 35 1.00 10.00 0.92 10.92

S3 22 22 1.00 11.00 1.00 12.00400.00 0.6750

S4 40 12 1.00 9.00 0.30 9.30

S6 50 12 1.00 11.00 0.24 11.24800.00 0.4467

S5 30 20 1.00 7.00 0.67 7.67

S7 40 4 1.00 11.00 0.10 11.10400.00 0.5850

S8 50 38 1.00 8.00 0.76 8.76

S12 43 23 1.00 11.00 0.53 11.53800.00 0.4387

S9 39 1 1.00 8.00 0.03 8.03S10 24 5 1.00 9.00 0.21 9.21

260.00 0.4549S9 39 1 1.00 8.00 0.03 8.03

S11 37 30 1.00 10.00 0.81 10.81300.00 0.5342

S10 24 5 1.00 9.00 0.21 9.21

S13 20 19 1.00 11.00 0.95 11.95320.00 0.5969

S14 25 1 1.00 10.00 0.04 10.04

S14 25 1 1.00 10.00 0.04 10.04400.00 0.5475

S15 40 34 1.00 7.00 0.85 7.85

S13 20 19 1.00 11.00 0.95 11.95732.00 0.5601

S15 40 34 1.00 7.00 0.85 7.85

S17 22 6 1.00 10.00 0.27 10.27260.00 0.6605

S16 36 20 1.00 8.00 0.56 8.56

S18 38 29 1.00 11.00 0.76 11.76300.00 0.4968

S17 22 6 1.00 10.00 0.27 10.27

S19 16 1 1.00 11.00 0.06 11.06732.00 0.4867

S20 36 18 1.00 7.00 0.50 7.50

S5 30 20 1.00 7.00 0.67 7.67320.00 0.0833

S1 25 10 1.00 7.00 0.40 7.40

S9 39 1 1.00 8.00 0.03 8.03320.00 0.1122

S5 30 20 1.00 7.00 0.67 7.67

S16 36 20 1.00 8.00 0.56 8.56400.00 0.1325

S9 39 1 1.00 8.00 0.03 8.03

S17 22 6 1.00 10.00 0.27 10.27400.00 0.2661

S10 24 5 1.00 9.00 0.21 9.21

S18 38 29 1.00 11.00 0.76 11.76400.00 0.2381

S11 37 30 1.00 10.00 0.81 10.81

S6 50 12 1.00 11.00 0.24 11.24320.00 0.0997

S2 38 35 1.00 10.00 0.92 10.92

S12 43 23 1.00 11.00 0.53 11.53320.00 0.0922

S6 50 12 1.00 11.00 0.24 11.24

S13 20 19 1.00 11.00 0.95 11.95812.00 0.1267

S2 38 35 1.00 10.00 0.92 10.92

S13 20 19 1.00 11.00 0.95 11.95130.00 0.6827

S19 16 1 1.00 11.00 0.06 11.06

S3 22 22 1.00 11.00 1.00 12.00812.00 0.2414

S14 25 1 1.00 10.00 0.04 10.04

S3 22 22 1.00 11.00 1.00 12.00400.00 0.2250

S7 40 4 1.00 11.00 0.10 11.10

S7 40 4 1.00 11.00 0.10 11.10400.00 0.2650

S14 25 1 1.00 10.00 0.04 10.04

S4 40 12 1.00 9.00 0.30 9.30400.00 0.1350

S8 50 38 1.00 8.00 0.76 8.76

S8 50 38 1.00 8.00 0.76 8.76400.00 0.2025

S15 40 38 1.00 7.00 0.95 7.95

S15 40 34 1.00 7.00 0.85 7.85130.00 0.2895

S20 38 18 1.00 7.00 0.47 7.47

Panjang Saluran Ls

(m)

S2 - S1

S3 - S2

S3 - S4

S6 - S5

S7 - S8

S12 - S9

S10 - S9

S11 - S10

S13 - S14

S14 - S15

S13 - S15

S17 - S16

S18 - S17

S19 - S20

S5 - S1

S9 - S5

S16 - S9

S17 - S10

S18 - S11

S6 - S2

S12 - S6

S13 - S2

S13 - S19

S3 - S14

S3 - S7

S7 - S14

S4 - S8

S8 - S15

S15 - S20

D101


E101


G101


REKAYASA DRAINASE


DATA TOPOGRAFI

Rumus Perhitungan Elevasi, Panjang Lahan Terjauh, dan Kemiringan Lahan

Keterangan :

a = Tititk elevasi awal

b = Tititk elevasi akhir

= Panjang lahan terjauh

m = Lebar lahan

n = Panjang lahan

► Perhitungan Elevasi Awal

R=

x dimana :

P R = Jarak areal ke garis berikutnya (m)

P = Jarak antarkontur (m)

= Interval antarkontur yang membatasi titik

Sehingga tinggi elevasi awal (titik = kontur (1) - x

► Perhitungan Elevasi Akhir

R=

x dimana :

P R = Jarak areal ke garis berikutnya (m)

P = Jarak antarkontur (m)

= Interval antarkontur yang membatasi titik

Sehingga tinggi elevasi akhir (titik= kontur (3) - x

► Perhitungan Panjang Lahan Terjauh

= +

► Mencari Kemiringan Lahan

St =E. Awal - E. Akhir

x 100%

a. Menghitung Panjang Lahan Terjauh

diambil salah satu contoh lahan yakni :

Petak A

Dik : Panjang Lahan = 800 m

Lebar Lahan = 320 m

Lt = 800 2 + 320 2

Lt = 861.626 m

perhitungan selanjutnya ditabelkan

Lt

r1

r1

r2

r2

Lt2 m2 n2

Lt

n

P

m

P

Lt

a

b

4

3

2

1

REKAYASA DRAINASE


Nama Lahan Lt (m)

A 800 320 861.6264

B 800 320 861.6264

C 400 260 477.0744

D 400 300 500.0000

E 812 320 872.7795

F 400 400 565.6854

G 400 400 565.6854

H 732 130 743.4541

b. Menghitung Kemiringan Lahan

diambil salah satu contoh Contoh Lahan

Petak A

Diketahui

Elevasi awal= 11.22 m

Elevasi Akhir = 7.38 m

Lt = 861.6264 m


x 100%

St = 11.22 - 7.38x 100%

861.6264

St = 0.4451 %

Dengan mengacu pada denah, dapat dibuat Tabel Data Topografi sebagai berikut

DATA TOPOGRAFI

No PetakLuas Areal Elevasi (m) Kemiringan

(Ha) Awal Akhir (%)

1 A 25.60 11.22 7.38 861.63 0.445

2 B 25.60 11.64 7.65 861.63 0.463

3 C 10.40 10.27 8.03 477.07 0.471

4 D 12.00 11.71 9.25 500.00 0.492

5 E 25.98 12.00 10.04 872.78 0.224

6 F 16.00 11.91 8.76 565.69 0.556

7 G 16.00 11.12 7.88 565.69 0.574

8 H 9.52 11.89 7.54 743.45 0.585

Panjang Lahan (m)

Lebar Lahan (m)

Lt

Panjang Lahan terjauh

(m)

REKAYASA DRAINASE


c. Menghitung Kemiringan Saluran

diambil salah satu contoh Contoh Saluran

Saluran A1 - A0

Diketahui

Elevasi awal= 10.95 m

Elevasi Akhir = 7.38 m

Panjang Saluran 800 m


x 100%

St = 10.95 - 7.38x 100%

800.0000

St = 0.4452 %

`

Untuk saluran lain ditabelkan :

Nama SaluranElevasi Titik

Kemiringan (%)Awal Akhir

A1 - A0 10.95 7.38 800.00 0.445

A2 - A3 11.22 7.61 800.00 0.451

B1 - B0 11.24 7.65 800.00 0.449

B2 - B3 11.64 8.00 800.00 0.455

C1 - C0 9.13 8.03 260.00 0.423

C2 - C3 10.27 8.65 260.00 0.626

D1 - D0 10.81 9.25 300.00 0.520

D2 - D3 11.71 10.36 300.00 0.449

E1 - E0 12.00 11.00 320.00 0.313

E3 - E2 12.00 10.04 320.00 0.613

F0 - F1 11.91 8.78 460.00 0.681

F3 - F2 11.20 8.76 460.00 0.530

G0 - G1 11.12 8.73 460.00 0.519

G3 - G2 9.96 7.88 460.00 0.454

H0 - H1 11.89 7.87 732.00 0.549

H3 - H2 11.19 7.54 732.00 0.498

A3 - A0 7.61 7.38 320.00 0.071

A2 - A1 11.22 10.95 320.00 0.085

B3 - B0 8.00 7.65 320.00 0.111

B2 - B1 11.64 11.24 320.00 0.124

C3 - C0 8.56 8.03 400.00 0.133

C2 - C1 10.27 9.17 400.00 0.277

D3 - D0 10.36 9.25 400.00 0.278

Lt

Panjang Saluran

(Ls)

REKAYASA DRAINASE


Nama SaluranElevasi Titik

Kemiringan (%)Awal Akhir

D2 - D1 11.71 10.81 400.00 0.225

E3 - E0 12.00 11.00 812.00 0.123

E1 - E2 12.00 10.04 812.00 0.241

F0 - F3 11.91 11.20 400.00 0.177

F1 - F2 9.67 8.76 400.00 0.226

G0 - G3 11.12 9.93 400.00 0.299

G1 - G2 8.62 7.88 400.00 0.187

H0 - H3 11.89 11.27 130.00 0.474

H1 - H2 7.83 7.54 130.00 0.217

S2 - S1 10.92 7.40 800.00 0.440

S3 - S2 12.00 10.92 320.00 0.337

S3 - S4 12.00 9.30 400.00 0.675

S6 - S5 11.24 7.67 800.00 0.447

S7 - S8 11.10 8.76 400.00 0.585

S12 - S9 11.53 8.03 800.00 0.439

S10 - S9 9.21 8.03 260.00 0.455

S11 - S10 10.81 9.21 300.00 0.534

S13 - S14 11.95 10.04 320.00 0.597

S14 - S15 10.04 7.85 400.00 0.547

S13 - S15 11.95 7.85 732.00 0.560

S17 - S16 10.27 8.56 260.00 0.660

S18 - S17 11.76 10.27 300.00 0.497

S19 - S20 11.06 7.50 732.00 0.487

S5 - S1 7.67 7.40 320.00 0.083

S9 - S5 8.03 7.67 320.00 0.112

S16 - S9 8.56 8.03 400.00 0.132

S17 - S10 10.27 9.21 400.00 0.266

S18 - S11 11.76 10.81 400.00 0.238

S6 - S2 11.24 10.92 320.00 0.100

S12 - S6 11.53 11.24 320.00 0.092

S13 - S2 11.95 10.92 812.00 0.127

S13 - S19 11.95 11.06 130.00 0.683

S3 - S14 12.00 10.04 812.00 0.241

S3 - S7 12.00 11.10 400.00 0.225

S7 - S14 11.10 10.04 400.00 0.265

S4 - S8 9.30 8.76 400.00 0.135

S8 - S15 8.76 7.95 400.00 0.202

S15 - S20 7.85 7.47 130.00 0.289

Panjang Saluran

(Ls)


PERHITUNGAN DEBIT RENCANA

Contoh Perhitungan Debit

Rumus yang digunakan :

Qs = 0,00278 . C. Cs. I.A tc = to + td

Cs =2tc

2tc + td

Keterangan: A = Luas areal (Ha)

Ls = Panjang Saluran (m)

Lt = Panjang aliran terjauh diatas lahan (m)

St = Kemiringan lahan (%)

to = Waktu yang diperlukan untuk mengalir dari permukaan lahan

ke saluran terdekat (menit)

td = Waktu pengaliran dalam saluran (menit)

tc = Waktu pengumpulan air (menit)

Cs = Faktor koefisien konsentrasi

I = Intensitas curah hujan (mm/jam)

C = Koefisien pengaliran

v = Kecepatan Aliran (m/s)

Untuk Kemiringan < 1 % , kecepatan rata - ratanya 0.45 m/s

Untuk Kemiringan 1 - 2 % , kecepatan rata - ratanya 0.60 m/s

Untuk Kemiringan 2 - 4 % , kecepatan rata - ratanya 0.90 m/s

Perhitungan untuk periode (t) = 2 tahun

diambil sampel perhitungan :

~ Limpasan dari Lahan:

Data-data sbb : A = 12.80 Ha st = 0.4 %

Lt = 861.63 m C = 0.6

Ls = 800 m

Perhitungan:

to = 0.0197 (Lt

)0.77

( st ) 0.5

= 0.0197 (861.626369141521

)0.77

= 4.8976 menit( 0.445 ) 0.5

td =Ls

Untuk kemiringan < 1% digunakan kecepatan aliran 0.45 m/sv

=800

= ### detik = 29.63 menit0.45

tc = to + td

= 4.89757 + 29.630 = 34.53 menit

1. Saluran A1 - A0


Cs =2 . tc

=2 x 34.527

= 0.69982 . tc + td ( 2 x 34.527 ) + 29.63

I =R

x24 2/3

24 tc / 60

=295.9120

x24 2/3

= 148.28 mm/jam24 34.527 / 60

Q = 0.00278 . C . Cs . I . A

= 0.00278 x 0.600 x 0.699753 x 148.281 x ###

= 2.22

Jika diketahui Q pada saluran sebelumnya

= 3.53571

= 3.87842

= 2.29789

9.712

Qtot = + +

= 9.71 + 2.22 + 0.14

= 12.07

~ Limpasan dari Jalan:


Lt = 6.00 m C = 0.8

Ls = 800 m

Perhitungan:

to = 0.0197 (Lt

)0.77

( st ) 0.5

= 0.0197 (6

)0.77

= 0.0599 menit( 2.000 ) 0.5

td =Ls

Untuk kemiringan 1% - 2% digunakan kecepatan aliran 0.60 m/sv

=800

= ### detik = 22.22 menit0.6

tc = to + td

= 0.05994 + 22.222 = 22.28 menit

m3/s

Q Saluran A2 - A1 m3/s

Q Saluran E1 - E0 m3/s

Q Saluran E3 - E0 m3/s

m3/s

Qsebelumnya Qlahan Qjalan

m3/s


Cs =2 . tc

=2 x 22.282

= 0.66732 . tc + td ( 2 x 22.282 ) + 22.22

I =R

x24 2/3

24 tc / 60

=295.9120

x24 2/3

= 198.56 mm/jam24 22.282 / 60

Q = 0.00278 . C . Cs . I . A

= 0.00278 x 0.800 x 0.667265 x 198.558 x 0.4800

= 0.14



Lt = 861.63 m C = 0.6

Ls = 320 m

Perhitungan:

to = 0.0197 (Lt

)0.77

( st ) 0.5

= 0.0197 (861.626369141521

)0.77

= 9.9113 menit( 0.071 ) 0.5

td =Ls

Untuk kemiringan < 1% digunakan kecepatan aliran 0.45 m/sv

=320

= 711.11 detik = 11.85 menit0.45

tc = to + td

= 9.91126 + 11.852 = 21.76 menit

Cs =2 . tc

=2 x 21.763

= 0.78602 . tc + td ( 2 x 21.763 ) + 11.85

I =R

x24 2/3

24 tc / 60

=295.9120

x24 2/3

= 201.70 mm/jam24 21.763 / 60

Q = 0.00278 . C . Cs . I . A

= 0.00278 x 0.600 x 0.785983 x 201.703 x ###

= 3.38

m3/s

2. Saluran A3 - A0

m3/s


Jika diketahui Q pada saluran sebelumnya

= 2.35732

= 5.02938

= 15.8898

23.277

Qtot = + +

= 23.28 + 3.38 + 0.10

= 26.77



Lt = 6.00 m C = 0.8

Ls = 320 m

Perhitungan:

to = 0.0197 (Lt

)0.77

( st ) 0.5

= 0.0197 (6

)0.77

= 0.0599 menit( 2.000 ) 0.5

td =Ls


=320

= 533.33 detik = 8.89 menit0.6

tc = to + td

= 0.05994 + 8.889 = 8.95 menit

Cs =2 . tc

=2 x 8.949

= 0.66822 . tc + td ( 2 x 8.949 ) + 8.89

I =R

x24 2/3

24 tc / 60

=295.9120

x24 2/3

= 364.77 mm/jam24 8.949 / 60

Q = 0.00278 . C . Cs . I . A

= 0.00278 x 0.800 x 0.668159 x 364.767 x 0.1920

= 0.10

Q Saluran A2 - A3 m3/s

Q Saluran B0 - B1 m3/s

Q Saluran B3 - B0 m3/s

m3/s

Qsebelumnya Qlahan Qjalan

m3/s

m3/s



Tidak menerima limpasan dari lahan.



Lt = 6.00 m C = 0.8

Ls = 800 m

Perhitungan:

to = 0.0197 (Lt

)0.77

( st ) 0.5

= 0.0197 (6

)0.77

= 0.0599 menit( 2.000 ) 0.5

td =Ls


=800

= ### detik = 22.22 menit0.6

tc = to + td

= 0.05994 + 22.222 = 22.28 menit

Cs =2 . tc

=2 x 22.282

= 0.66732 . tc + td ( 2 x 22.282 ) + 22.22

I =R

x24 2/3

24 tc / 60

=295.9120

x24 2/3

= 198.56 mm/jam24 22.282 / 60

Q = 0.00278 . C . Cs . I . A

= 0.00278 x 0.800 x 0.667265 x 198.558 x 0.4800

= 0.14

3. Saluran S2 - S1

m3/s



Tidak menerima limpasan dari lahan.



Lt = 6.00 m C = 0.8

Ls = 320 m

Perhitungan:

to = 0.0197 (Lt

)0.77

( st ) 0.5

= 0.0197 (6

)0.77

= 0.0599 menit( 2.000 ) 0.5

td =Ls

Untuk kemiringan 1% - 2% digunakan kecepatan aliran0.60 m/sv

=320

= 533.33 detik = 8.89 menit0.6

tc = to + td

= 0.05994 + 8.889 = 8.95 menit

Cs =2 . tc

=2 x 8.949

= 0.672 . tc + td ( 2 x 8.949 ) + 8.89

I =R

x24 2/3

24 tc / 60

=295.9120

x24 2/3

= 364.77 mm/jam24 8.949 / 60

Q = 0.00278 . C . Cs . I . A

= 0.00278 x 0.800 x 0.668159 x 364.767 x 0.1920

= 0.10

4. Saluran S5 - S1

m3/s


Tabel Perhitungan akibat Limpasan dari Lahan di tiap - tiap Saluran

Arah Horizontal

digunakan v pada aliran dalam salura= 0.45 m/s (kemiringan <1%)

NoNama Saluran

Aliran Permukaan Aliran dalam Saluran

Cs

Parameter Curah Hujan

C

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (19) (20)

1 A1 - A0 861.626 0.445 4.90 800 0.45 29.63 34.53 0.70 2 148.28 5 171.99 (10) 201.95 0.60 12.80

2 A2 - A3 861.63 0.451 4.87 800 0.45 29.63 34.50 0.70 2 148.35 5 172.07 10 202.04 0.60 12.80

3 B1 - B0 861.63 0.449 4.88 800 0.45 29.63 34.51 0.70 2 148.33 5 172.04 10 202.01 0.50 12.80

4 B2 - B3 861.63 0.455 4.86 800 0.45 29.63 34.49 0.70 2 148.39 5 172.12 10 202.10 0.50 12.80

5 C1 - C0 477.07 0.423 3.17 260 0.45 9.63 12.80 0.73 2 287.37 5 333.31 10 391.37 0.50 5.20

6 C2 - C3 477.07 0.626 2.72 260 0.45 9.63 12.35 0.72 2 294.20 5 341.24 10 400.68 0.50 5.20

7 D1 - D0 500.00 0.520 3.03 300 0.45 11.11 14.14 0.72 2 268.82 5 311.80 10 366.12 0.40 6.00

8 D2 - D3 500.00 0.449 3.21 300 0.45 11.11 14.32 0.72 2 266.60 5 309.22 10 363.09 0.40 6.00

9 E1 - E0 872.78 0.313 5.67 320 0.45 11.85 17.52 0.75 2 233.08 5 270.34 10 317.43 0.60 12.99

10 E3 - E2 872.78 0.613 4.37 320 0.45 11.85 16.23 0.73 2 245.31 5 284.52 10 334.09 0.60 12.99

11 F0 - F1 565.69 0.681 3.01 460 0.45 17.04 20.04 0.70 2 213.07 5 247.13 10 290.18 0.50 8.00

12 F3 - F2 565.69 0.530 3.31 460 0.45 17.04 20.35 0.70 2 210.94 5 244.66 10 287.28 0.50 8.00

13 G0 - G1 565.69 0.519 3.34 460 0.45 17.04 20.38 0.71 2 210.75 5 244.45 10 287.03 0.60 8.00

14 G3 - G2 565.69 0.454 3.52 460 0.45 17.04 20.55 0.71 2 209.55 5 243.04 10 285.38 0.60 8.00

15 H0 - H1 743.45 0.549 4.03 732 0.45 27.11 31.14 0.70 2 158.84 5 184.23 10 216.33 0.50 4.76

16 H3 - H2 743.45 0.498 4.19 732 0.45 27.11 31.30 0.70 2 158.31 5 183.62 10 215.61 0.50 4.76

tc

(menit)

Luas (A)

(Ha)

Lt (m)

st

(%)

to

(menit)

Ls (m)

v

(m/s)

td

(menit)

T

(tahun)

I (mm/jam

)

T

(tahun)

I (mm/jam

)

T

(tahun)

I (mm/jam

)

AV5

D'Javu - [2010]: Besarnya nilai Koef.Limpasan

AY5

D'Javu - [2010]: luas yang dipergunakan adalah 1/2 dari luas lahan

F6

D'Javu - [2010]: Panjang saluran terjauh pada lahan (diagonal)

O6

D'Javu - [2010]: Panjang Saluran


Tabel Perhitungan akibat Limpasan dari Lahan di tiap - tiap Saluran

Arah Vertikal

digunakan v pada aliran dalam salura= 0.45 m/s (kemiringan <1%)

NoNama Saluran


Cs


C

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (19) (20)

1 A3 - A0 861.63 0.07 9.91 320 0.45 11.85 21.76 0.79 2 201.70 5 233.95 10 274.70 0.60 12.80

2 A2 - A1 861.63 0.09 9.26 320 0.45 11.85 21.11 0.78 2 205.85 5 238.76 10 280.35 0.60 12.80

3 B3 - B0 861.63 0.11 8.36 320 0.45 11.85 20.22 0.77 2 211.87 5 245.74 10 288.55 0.50 12.80

4 B2 - B1 861.63 0.12 8.01 320 0.45 11.85 19.87 0.77 2 214.35 5 248.61 10 291.92 0.50 12.80

5 C3 - C0 477.07 0.13 4.95 400 0.45 14.81 19.77 0.73 2 215.07 5 249.45 10 292.90 0.50 5.20

6 C2 - C1 477.07 0.28 3.73 400 0.45 14.81 18.55 0.71 2 224.40 5 260.27 10 305.61 0.50 5.20

7 D3 - D0 500.00 0.28 3.86 400 0.45 14.81 18.67 0.72 2 223.38 5 259.09 10 304.22 0.40 6.00

8 D2 - D1 500.00 0.22 4.19 400 0.45 14.81 19.00 0.72 2 220.78 5 256.08 10 300.69 0.40 6.00

9 E3 - E0 872.78 0.12 8.11 812 0.45 30.07 38.19 0.72 2 138.65 5 160.82 10 188.83 0.60 12.99

10 E1 - E2 872.78 0.24 6.26 812 0.45 30.07 36.34 0.71 2 143.31 5 166.22 10 195.18 0.60 12.99

11 F0 - F3 565.69 0.18 5.05 400 0.45 14.81 19.86 0.73 2 214.36 5 248.63 10 291.94 0.50 8.00

12 F1 - F2 565.69 0.23 4.60 400 0.45 14.81 19.41 0.72 2 217.68 5 252.48 10 296.46 0.50 8.00

13 G0 - G3 565.69 0.30 4.13 400 0.45 14.81 18.95 0.72 2 221.23 5 256.60 10 301.30 0.60 8.00

14 G1 - G2 565.69 0.19 4.95 400 0.45 14.81 19.76 0.73 2 215.09 5 249.48 10 292.93 0.60 8.00

15 H0 - H3 743.45 0.47 4.27 130 0.45 4.81 9.08 0.79 2 361.19 5 418.93 10 491.90 0.50 4.76

16 H1 - H2 743.45 0.22 5.76 130 0.45 4.81 10.58 0.81 2 326.25 5 378.41 10 444.33 0.50 4.76

tc

(menit)

Luas (A)

(Ha)

Lt (m)

st

(%)

to

(menit)

Ls (m)

v

(m/s)

td

(menit)

T

(tahun)

I (mm/jam

)

T

(tahun)

I (mm/jam

)

T

(tahun)

I (mm/jam

)


Tabel Perhitungan akibat Limpasan dari Jalan di tiap - tiap Saluran

digunakan v pada aliran dalam saluran = 0.60 m/s (untuk kemiringan 2 %)

NoNama Saluran


Cs


C

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (19) (20)

1 S2 - S1 6.00 2.00 0.06 800 0.60 22.22 22.28 0.67 2 198.56 5 230.30 10 270.42 0.80 0.48

2 S3 - S2 6.00 2.00 0.06 320 0.60 8.89 8.95 0.67 2 364.77 5 423.08 10 496.78 0.80 0.19

3 S3 - S4 6.00 2.00 0.06 400 0.60 11.11 11.17 0.67 2 314.63 5 364.93 10 428.50 0.80 0.24

4 S6 - S5 6.00 2.00 0.06 800 0.60 22.22 22.28 0.67 2 198.56 5 230.30 10 270.42 0.80 0.48

5 S7 - S8 6.00 2.00 0.06 400 0.60 11.11 11.17 0.67 2 314.63 5 364.93 10 428.50 0.80 0.24

6 S12 - S9 6.00 2.00 0.06 800 0.60 22.22 22.28 0.67 2 198.56 5 230.30 10 270.42 0.80 0.48

7 S10 - S9 6.00 2.00 0.06 260 0.60 7.22 7.28 0.67 2 418.49 5 485.39 10 569.95 0.80 0.16

8 S11 - S10 6.00 2.00 0.06 300 0.60 8.33 8.39 0.67 2 380.69 5 441.55 10 518.47 0.80 0.18

9 S13 - S14 6.00 2.00 0.06 320 0.60 8.89 8.95 0.67 2 364.77 5 423.08 10 496.78 0.80 0.19

10 S14 - S15 6.00 2.00 0.06 400 0.60 11.11 11.17 0.67 2 314.63 5 364.93 10 428.50 0.80 0.24

11 S13 - S15 6.00 2.00 0.06 400 0.60 11.11 11.17 0.67 2 314.63 5 364.93 10 428.50 0.80 0.24

12 S17 - S16 6.00 2.00 0.06 260 0.60 7.22 7.28 0.67 2 418.49 5 485.39 10 569.95 0.80 0.16

13 S18 - S17 6.00 2.00 0.06 300 0.60 8.33 8.39 0.67 2 380.69 5 441.55 10 518.47 0.80 0.18

14 S19 - S20 6.00 2.00 0.06 732 0.60 20.33 20.39 0.67 2 210.64 5 244.31 10 286.87 0.80 0.44

15 S5 - S1 6.00 2.00 0.06 320 0.60 8.89 8.95 0.67 2 364.77 5 423.08 10 496.78 0.80 0.19

16 S9 - S5 6.00 2.00 0.06 320 0.60 8.89 8.95 0.67 2 364.77 5 423.08 10 496.78 0.80 0.19

17 S16 - S9 6.00 2.00 0.06 400 0.60 11.11 11.17 0.67 2 314.63 5 364.93 10 428.50 0.80 0.24

18 S17 - S10 6.00 2.00 0.06 400 0.60 11.11 11.17 0.67 2 314.63 5 364.93 10 428.50 0.80 0.24

19 S18 - S11 6.00 2.00 0.06 400 0.60 11.11 11.17 0.67 2 314.63 5 364.93 10 428.50 0.80 0.24

20 S6 - S2 6.00 2.00 0.06 320 0.60 8.89 8.95 0.67 2 364.77 5 423.08 10 496.78 0.80 0.19

21 S12 - S6 6.00 2.00 0.06 320 0.60 8.89 8.95 0.67 2 364.77 5 423.08 10 496.78 0.80 0.19

22 S13 - S2 6.00 2.00 0.06 812 0.60 22.56 22.62 0.67 2 196.60 5 228.03 10 267.76 0.80 0.49

23 S13 - S19 6.00 2.00 0.06 130 0.60 3.61 3.67 0.67 2 660.69 5 766.31 10 899.81 0.80 0.08

24 S3 - S14 6.00 2.00 0.06 812 0.60 22.56 22.62 0.67 2 196.60 5 228.03 10 267.76 0.80 0.49

25 S3 - S7 6.00 2.00 0.06 400 0.60 11.11 11.17 0.67 2 314.63 5 364.93 10 428.50 0.80 0.24

26 S7 - S14 6.00 2.00 0.06 400 0.60 11.11 11.17 0.67 2 314.63 5 364.93 10 428.50 0.80 0.24

27 S4 - S8 6.00 2.00 0.06 400 0.60 11.11 11.17 0.67 2 314.63 5 364.93 10 428.50 0.80 0.24

28 S8 - S15 6.00 2.00 0.06 400 0.60 11.11 11.17 0.67 2 314.63 5 364.93 10 428.50 0.80 0.24

tc

(menit)

Luas (A)

(Ha)

Lt (m)

st

(%)

to

(menit)

Ls (m)

v

(m/s)

td

(menit)

T

(tahun)

I (mm/jam

)

T

(tahun)

I (mm/jam

)

T

(tahun)

I (mm/jam

)


29 S15 - S20 6.00 2.00 0.06 130 0.60 3.61 3.67 0.67 2 660.69 5 766.31 10 899.81 0.80 0.08

ASHADI AMIRD1108002

Tabel Debit Rencana Total Untuk 2 Tahun

No Nama Saluran

Debit

(1) (2) (3) (4) (5) (6)

1 A1 - A0 2.215 0.141 9.712 12.069

2 A2 - A3 2.216 0.141 0.000 2.357

3 B1 - B0 1.846 0.141 3.041 5.029

4 B2 - B3 1.847 0.141 0.000 1.988

5 C1 - C0 1.509 0.097 6.391 7.997

6 C2 - C3 1.530 0.112 0.000 1.642

7 D1 - D0 1.288 0.102 1.172 2.562

8 D2 - D3 1.282 0.097 0.000 1.379

9 E1 - E0 3.774 0.104 0.000 3.878

10 E3 - E2 3.894 0.104 0.000 3.998

11 F0 - F1 1.663 0.112 0.000 1.775

12 F3 - F2 1.653 0.112 1.848 3.614

13 G0 - G1 1.983 0.112 0.000 2.095

14 G3 - G2 1.977 0.112 2.234 4.323

15 H0 - H1 0.732 0.112 0.000 0.844

16 H3 - H2 0.731 0.137 0.844 1.712

17 A3 - A0 3.385 0.104 23.277 26.765

18 A2 - A1 3.432 0.104 0.000 3.536

19 B3 - B0 2.915 0.104 12.871 15.890

20 B2 - B1 2.937 0.104 0.000 3.041

21 C3 - C0 1.131 0.112 1.642 2.885

22 C2 - C1 1.159 0.112 0.000 1.271

23 D3 - D0 1.067 0.112 1.379 2.558

24 D2 - D1 1.060 0.112 0.000 1.172

25 E3 - E0 2.156 0.142 0.000 2.298

26 E1 - E2 2.197 0.142 0.000 2.339

27 F0 - F3 1.736 0.112 0.000 1.848

28 F1 - F2 1.752 0.112 1.775 3.639

29 G0 - G3 2.122 0.112 0.000 2.234

30 G1 - G2 2.088 0.112 9.348 11.548

31 H0 - H3 1.888 0.077 0.000 1.965

32 H1 - H2 1.758 0.077 16.716 18.550

Debit Total (m3/s)

Limpasan Lahan (m3/s)

Limpasan Jalan

(m3/s)

Saluran Sebelumnya

(m3/s)

ASHADI AMIRD1108002

(1) (2) (3) (4) (5) (6)

33 S2 - S1 0.000 0.141 0.000 0.141

34 S3 - S2 0.000 0.104 0.000 0.104

35 S3 - S4 0.000 0.112 0.000 0.112

36 S6 - S5 0.000 0.141 0.000 0.141

37 S7 - S8 0.000 0.112 0.000 0.112

38 S12 - S9 0.000 0.141 0.000 0.141

39 S10 - S9 0.000 0.097 0.000 0.097

40 S11 - S10 0.000 0.102 0.000 0.102

41 S13 - S14 0.000 0.104 0.000 0.104

42 S14 - S15 0.000 0.112 0.000 0.112

43 S13 - S15 0.000 0.112 0.000 0.112

44 S17 - S16 0.000 0.097 0.000 0.097

45 S18 - S17 0.000 0.102 0.000 0.102

46 S19 - S20 0.000 0.137 0.000 0.137

47 S5 - S1 0.000 0.104 0.000 0.104

48 S9 - S5 0.000 0.104 0.000 0.104

49 S16 - S9 0.000 0.112 0.000 0.112

50 S17 - S10 0.000 0.112 0.000 0.112

51 S18 - S11 0.000 0.112 0.000 0.112

52 S6 - S2 0.000 0.104 0.000 0.104

53 S12 - S6 0.000 0.104 0.000 0.104

54 S13 - S2 0.000 0.142 0.000 0.142

55 S13 - S19 0.000 0.077 0.000 0.077

56 S3 - S14 0.000 0.142 0.000 0.142

57 S3 - S7 0.000 0.112 0.000 0.112

58 S7 - S14 0.000 0.112 0.000 0.112

59 S4 - S8 0.000 0.112 0.000 0.112

60 S8 - S15 0.000 0.112 0.000 0.112

61 S15 - S20 0.000 0.077 0.000 0.077

ASHADI AMIRD1108002


No Nama Saluran

Debit

(1) (2) (3) (4) (5) (6)

1 A1 - A0 2.569 0.164 11.265 13.998

2 A2 - A3 2.570 0.164 0.000 2.734

3 B1 - B0 2.142 0.164 3.528 5.833

4 B2 - B3 2.142 0.164 0.000 2.306

5 C1 - C0 1.751 0.113 7.412 9.276

6 C2 - C3 1.775 0.130 0.000 1.905

7 D1 - D0 1.494 0.118 1.359 2.971

8 D2 - D3 1.487 0.113 0.000 1.599

9 E1 - E0 4.378 0.121 0.000 4.498

10 E3 - E2 4.516 0.121 0.000 4.637

11 F0 - F1 1.929 0.130 0.000 2.059

12 F3 - F2 1.918 0.130 2.144 4.192

13 G0 - G1 2.300 0.130 0.000 2.430

14 G3 - G2 2.293 0.130 2.592 5.015

15 H0 - H1 0.849 0.130 0.000 0.979

16 H3 - H2 0.847 0.159 0.979 1.986

17 A3 - A0 3.926 0.121 18.858 22.905

18 A2 - A1 3.980 0.121 0.000 4.101

19 B3 - B0 3.381 0.121 14.928 18.430

20 B2 - B1 3.407 0.121 0.000 3.528

21 C3 - C0 1.312 0.130 1.905 3.346

22 C2 - C1 1.344 0.130 0.000 1.474

23 D3 - D0 1.238 0.130 1.599 2.967

24 D2 - D1 1.229 0.130 0.000 1.359

25 E3 - E0 2.500 0.165 0.000 2.665

26 E1 - E2 2.548 0.165 0.000 2.713

27 F0 - F3 2.014 0.130 0.000 2.144

28 F1 - F2 2.032 0.130 2.059 4.221

29 G0 - G3 2.462 0.130 0.000 2.592

30 G1 - G2 2.421 0.130 10.843 13.394

31 H0 - H3 2.190 0.089 0.000 2.279

32 H1 - H2 2.039 0.089 19.388 21.516

Debit Total (m3/s)


Limpasan Jalan

(m3/s)

Saluran Sebelumnya

(m3/s)

ASHADI AMIRD1108002

(1) (2) (3) (4) (5) (6)

33 S2 - S1 0.000 0.164 0.000 0.164

34 S3 - S2 0.000 0.121 0.000 0.121

35 S3 - S4 0.000 0.130 0.000 0.130

36 S6 - S5 0.000 0.164 0.000 0.164

37 S7 - S8 0.000 0.130 0.000 0.130

38 S12 - S9 0.000 0.164 0.000 0.164

39 S10 - S9 0.000 0.113 0.000 0.113

40 S11 - S10 0.000 0.118 0.000 0.118

41 S13 - S14 0.000 0.121 0.000 0.121

42 S14 - S15 0.000 0.130 0.000 0.130

43 S13 - S15 0.000 0.130 0.000 0.130

44 S17 - S16 0.000 0.113 0.000 0.113

45 S18 - S17 0.000 0.118 0.000 0.118

46 S19 - S20 0.000 0.159 0.000 0.159

47 S5 - S1 0.000 0.121 0.000 0.121

48 S9 - S5 0.000 0.121 0.000 0.121

49 S16 - S9 0.000 0.130 0.000 0.130

50 S17 - S10 0.000 0.130 0.000 0.130

51 S18 - S11 0.000 0.130 0.000 0.130

52 S6 - S2 0.000 0.121 0.000 0.121

53 S12 - S6 0.000 0.121 0.000 0.121

54 S13 - S2 0.000 0.165 0.000 0.165

55 S13 - S19 0.000 0.089 0.000 0.089

56 S3 - S14 0.000 0.165 0.000 0.165

57 S3 - S7 0.000 0.130 0.000 0.130

58 S7 - S14 0.000 0.130 0.000 0.130

59 S4 - S8 0.000 0.130 0.000 0.130

60 S8 - S15 0.000 0.130 0.000 0.130

61 S15 - S20 0.000 0.089 0.000 0.089

ASHADI AMIRD1108002


No Nama Saluran

Debit

(1) (2) (3) (4) (5) (6)

1 A1 - A0 3.017 0.193 13.227 16.437

2 A2 - A3 3.018 0.193 0.000 3.210

3 B1 - B0 2.515 0.193 4.142 6.850

4 B2 - B3 2.515 0.193 0.000 2.708

5 C1 - C0 2.055 0.132 8.704 10.891

6 C2 - C3 2.084 0.153 0.000 2.237

7 D1 - D0 1.754 0.139 1.596 3.489

8 D2 - D3 1.745 0.132 0.000 1.878

9 E1 - E0 5.140 0.142 0.000 5.282

10 E3 - E2 5.303 0.142 0.000 5.445

11 F0 - F1 2.264 0.153 0.000 2.417

12 F3 - F2 2.252 0.153 2.517 4.922

13 G0 - G1 2.701 0.153 0.000 2.854

14 G3 - G2 2.692 0.153 3.043 5.888

15 H0 - H1 0.997 0.153 0.000 1.150

16 H3 - H2 0.995 0.187 1.150 2.332

17 A3 - A0 4.610 0.142 22.143 26.895

18 A2 - A1 4.674 0.142 0.000 4.815

19 B3 - B0 3.970 0.142 17.529 21.641

20 B2 - B1 4.001 0.142 0.000 4.142

21 C3 - C0 1.540 0.153 2.237 3.929

22 C2 - C1 1.579 0.153 0.000 1.731

23 D3 - D0 1.453 0.153 1.878 3.484

24 D2 - D1 1.444 0.153 0.000 1.596

25 E3 - E0 2.936 0.194 0.000 3.130

26 E1 - E2 2.992 0.194 0.000 3.185

27 F0 - F3 2.365 0.153 0.000 2.517

28 F1 - F2 2.386 0.153 2.417 4.956

29 G0 - G3 2.890 0.153 0.000 3.043

30 G1 - G2 2.843 0.153 12.732 15.728

31 H0 - H3 2.572 0.105 0.000 2.676

32 H1 - H2 2.394 0.105 22.766 25.264

Debit Total (m3/s)


Limpasan Jalan

(m3/s)

Saluran Sebelumnya

(m3/s)

ASHADI AMIRD1108002

(1) (2) (3) (4) (5) (6)

33 S2 - S1 0.000 0.193 0.000 0.193

34 S3 - S2 0.000 0.142 0.000 0.142

35 S3 - S4 0.000 0.153 0.000 0.153

36 S6 - S5 0.000 0.193 0.000 0.193

37 S7 - S8 0.000 0.153 0.000 0.153

38 S12 - S9 0.000 0.193 0.000 0.193

39 S10 - S9 0.000 0.132 0.000 0.132

40 S11 - S10 0.000 0.139 0.000 0.139

41 S13 - S14 0.000 0.142 0.000 0.142

42 S14 - S15 0.000 0.153 0.000 0.153

43 S13 - S15 0.000 0.153 0.000 0.153

44 S17 - S16 0.000 0.132 0.000 0.132

45 S18 - S17 0.000 0.139 0.000 0.139

46 S19 - S20 0.000 0.187 0.000 0.187

47 S5 - S1 0.000 0.142 0.000 0.142

48 S9 - S5 0.000 0.142 0.000 0.142

49 S16 - S9 0.000 0.153 0.000 0.153

50 S17 - S10 0.000 0.153 0.000 0.153

51 S18 - S11 0.000 0.153 0.000 0.153

52 S6 - S2 0.000 0.142 0.000 0.142

53 S12 - S6 0.000 0.142 0.000 0.142

54 S13 - S2 0.000 0.194 0.000 0.194

55 S13 - S19 0.000 0.105 0.000 0.105

56 S3 - S14 0.000 0.194 0.000 0.194

57 S3 - S7 0.000 0.153 0.000 0.153

58 S7 - S14 0.000 0.153 0.000 0.153

59 S4 - S8 0.000 0.153 0.000 0.153

60 S8 - S15 0.000 0.153 0.000 0.153

61 S15 - S20 0.000 0.105 0.000 0.105

ASHADI AMIRD1108002

Tabel Debit Rencana Maksimum

No Nama Saluran

Debit

Periode Periode Periode

2 tahun 5 tahun 10 tahun

(1) (2) (3) (4) (5) (7)

1 A1 - A0 12.069 13.998 16.437 16.437

2 A2 - A3 2.357 2.734 3.210 3.210

3 B1 - B0 5.029 5.833 6.850 6.850

4 B2 - B3 1.988 2.306 2.708 2.708

5 C1 - C0 7.997 9.276 10.891 10.891

6 C2 - C3 1.642 1.905 2.237 2.237

7 D1 - D0 2.562 2.971 3.489 3.489

8 D2 - D3 1.379 1.599 1.878 1.878

9 E1 - E0 3.878 4.498 5.282 5.282

10 E3 - E2 3.998 4.637 5.445 5.445

11 F0 - F1 1.775 2.059 2.417 2.417

12 F3 - F2 3.614 4.192 4.922 4.922

13 G0 - G1 2.095 2.430 2.854 2.854

14 G3 - G2 4.323 5.015 5.888 5.888

15 H0 - H1 0.844 0.979 1.150 1.150

16 H3 - H2 1.712 1.986 2.332 2.332

17 A3 - A0 26.765 22.905 26.895 26.895

18 A2 - A1 3.536 4.101 4.815 4.815

19 B3 - B0 15.890 18.430 21.641 21.641

20 B2 - B1 3.041 3.528 4.142 4.142

21 C3 - C0 2.885 3.346 3.929 3.929

22 C2 - C1 1.271 1.474 1.731 1.731

23 D3 - D0 2.558 2.967 3.484 3.484

24 D2 - D1 1.172 1.359 1.596 1.596

25 E3 - E0 2.298 2.665 3.130 3.130

26 E1 - E2 2.339 2.713 3.185 3.185

27 F0 - F3 1.848 2.144 2.517 2.517

28 F1 - F2 3.639 4.221 4.956 4.956

29 G0 - G3 2.234 2.592 3.043 3.043

30 G1 - G2 11.548 13.394 15.728 15.728

31 H0 - H3 1.965 2.279 2.676 2.676

32 H1 - H2 18.550 21.516 25.264 25.264

Debit Maksimum

(m3/s) (m3/s) (m3/s) (m3/s)

BX4

D'Javu - [2010]: Untuk Perencanaan Saluran Tersier

CB4

D'Javu - [2010]: Untuk Perencanaan Saluran Sekunder

CF4

D'Javu - [2010]: Untuk Perencanaan Saluran Primer

ASHADI AMIRD1108002

(1) (2) (3) (4) (5) (7)

33 S2 - S1 0.141 0.164 0.193 0.193

34 S3 - S2 0.104 0.121 0.142 0.142

35 S3 - S4 0.112 0.130 0.153 0.153

36 S6 - S5 0.141 0.164 0.193 0.193

37 S7 - S8 0.112 0.130 0.153 0.153

38 S12 - S9 0.141 0.164 0.193 0.193

39 S10 - S9 0.097 0.113 0.132 0.132

40 S11 - S10 0.102 0.118 0.139 0.139

41 S13 - S14 0.104 0.121 0.142 0.142

42 S14 - S15 0.112 0.130 0.153 0.153

43 S13 - S15 0.112 0.130 0.153 0.153

44 S17 - S16 0.097 0.113 0.132 0.132

45 S18 - S17 0.102 0.118 0.139 0.139

46 S19 - S20 0.137 0.159 0.187 0.187

47 S5 - S1 0.104 0.121 0.142 0.142

48 S9 - S5 0.104 0.121 0.142 0.142

49 S16 - S9 0.112 0.130 0.153 0.153

50 S17 - S10 0.112 0.130 0.153 0.153

51 S18 - S11 0.112 0.130 0.153 0.153

52 S6 - S2 0.104 0.121 0.142 0.142

53 S12 - S6 0.104 0.121 0.142 0.142

54 S13 - S2 0.142 0.165 0.194 0.194

55 S13 - S19 0.077 0.089 0.105 0.105

56 S3 - S14 0.142 0.165 0.194 0.194

57 S3 - S7 0.112 0.130 0.153 0.153

58 S7 - S14 0.112 0.130 0.153 0.153

59 S4 - S8 0.112 0.130 0.153 0.153

60 S8 - S15 0.112 0.130 0.153 0.153

61 S15 - S20 0.077 0.089 0.105 0.105

Tabel Debit Rencana Total Untuk Saluran Tersier

Untuk Perencanaan Debit Saluran Tersier digunakan data dari periode 2 Tahun

No Nama Saluran

Debit

(1) (2) (3) (4) (5) (6)

1 A2 - A1 3.432 0.104 0.000 3.536

2 A2 - A3 2.216 0.141 0.000 2.357

3 B2 - B1 2.937 0.104 0.000 3.041

4 B2 - B3 1.847 0.141 0.000 1.988

5 C2 - C1 1.159 0.112 0.000 1.271

6 C2 - C3 1.530 0.112 0.000 1.642

7 D2 - D1 1.060 0.112 0.000 1.172

8 D2 - D3 1.282 0.097 0.000 1.379

9 E1 - E0 3.774 0.104 0.000 3.878

10 E1 - E2 2.197 0.142 0.000 2.339

11 E3 - E0 2.156 0.142 0.000 2.298

12 E3 - E2 3.894 0.104 0.000 3.998

13 F0 - F1 1.663 0.104 0.000 1.767

14 F0 - F3 1.736 0.112 0.000 1.848

15 G0 - G1 1.983 0.112 0.000 2.095

16 G0 - G3 2.122 0.112 0.000 2.234

17 H0 - H1 0.732 0.112 0.000 0.844

18 H0 - H3 1.888 0.077 0.000 1.965

Debit Total (m3/s)


Limpasan Jalan

(m3/s)

Saluran Sebelumnya

(m3/s)

Tabel Debit Rencana Total Untuk Saluran Sekunder Tabel Debit Rencana Total Untuk Saluran Primer

Untuk Perencanaan Debit Saluran Tersier digunakan data dari periode 5 Tahun Untuk Perencanaan Debit Saluran Tersier digunakan data dari periode 10 Tahun

No Nama Saluran

Debit

No

(1) (2) (3) (4) (5) (6) (1)

1 A1 - A0 2.569 0.164 11.265 13.998 1

2 A3 - A0 3.926 0.121 18.858 22.905 2

3 B1 - B0 2.142 0.164 3.528 5.833

4 B3 - B0 3.381 0.121 14.928 18.430

5 C1 - C0 1.751 0.113 7.412 9.276

6 C3 - C0 1.312 0.130 1.905 3.346

7 D1 - D0 1.494 0.118 1.359 2.971

8 D3 - D0 1.238 0.130 1.599 2.967

9 F1 - F2 2.032 0.130 2.059 4.221

10 F3 - F2 1.918 0.130 2.144 4.192

11 G1 - G2 2.421 0.130 10.843 13.394

12 G3 - G2 2.293 0.130 2.592 5.015

13 H1 - H2 2.039 0.089 19.388 21.516

14 H3 - H2 0.847 0.159 0.979 1.986

Debit Total (m3/s)


Limpasan Jalan

(m3/s)

Saluran Sebelumnya

(m3/s)

Tabel Debit Rencana Total Untuk Saluran Primer

Untuk Perencanaan Debit Saluran Tersier digunakan data dari periode 10 Tahun

Nama Saluran

Debit

(2) (3) (4) (5) (6)

7.627 0.334 35.370 43.331

3.389 0.292 23.915 27.596

Debit Total (m3/s)


Limpasan Jalan

(m3/s)

Saluran Sebelumnya

(m3/s)

A0tot-A0'

H2tot - A0''

PERHITUNGAN DIMENSI SALURAN

Unsur - unsur penampang melintang

T

h m

B

Keterangan :

h = Kedalaman, Jarak vertikal terendah dengan dasar massa air

m = Kemiringan

T = Lebar Puncak Penampang Saluran

B = Lebar Dasar Penampang Saluran

Beberapa Persamaan penting untuk saluran berbentuk Trapesium

A = Keterangan ;

P = B + 2h P = Keliling Hidrolik

R = A/P R = Jari - jari Hidrolik

T = B + 2mh A = Luas Penampang

Kecepatan minimum aliran yang sering digunakan sehingga tidak terjadi penggerusan dinding saluran

dan pengendapan pada dasar saluraV = 0.90 m/det

Contoh perhitungan

Saluran A2 - A1

Q rencana = 0.156 m = 1

V rencana = 0.90 m/det c = 0.14

Koef. Manning = 0.025

Syarat penampang ekonomis :

Luas Penampang akibat debit : Ad =Q

=0.156

= 0.1729V 0.9

Bh + mh2

1 + m2

m3/det

R32

angQ: Q = 0.00 - 0.75, m = 1 Q = 0.75 - 15, m = 1.5 Q = 15 - 80, m = 2

R33

angQ: Q<0.6, c=0.14 0.6<Q<8, c=0.2 8<Q, c=0.25

Luas Penampang sendiri : Ae = ( b + mh)h

= ( #REF! h + h )

Ae = #REF!

Persamakan Ad = Ae

### = #REF!

h = #REF! m

b = #REF! m

Keliling basah : P =

= #REF!

Jari - jari hidrolis R =A

=0.1729

= #REF! mP #REF!

Kemiringan dasar salS =

V.n 2=

0.9 x 0.025 2

#REF!

= #REF!

Tinggi Jagaan : W = √ c x h = √ 0.14 x #REF!

= #REF! m

Lebar permukaanB = b + 2 m ( h + w )

= #REF! + 2 1 #REF! + #REF!

= #REF! m

Sketsa Penampang saluran :

B = #REF! m

w = #REF! m

h = #REF! m

b = #REF! m

h2

h2

b + 2h √ 1 + m2

R2/3 .2/3

Tabel Perhitungan Dimensi Saluran

No Nama SaluranQ maks V

cDimensi Saluran

n m P R S (%)m/dt A (m2) h (m) b (m) w (m) B (m) (m/dt)

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18)

1 Err:509 16.44 0.90 0.14 18.26 #REF! #REF! #REF! #REF! #REF! 0.025 1 #REF! #REF! #REF! #REF! #REF!














15 Err:509 Err:509 0.90 0.20 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 0.025 1 Err:509 Err:509 Err:509 Err:509 Err:509














vsaluran Qsaluran (m3/dt)(m3/dt) htot (m)

2

I5

angQ: Q<0.6, c=0.14 0.6<Q<8, c=0.2 8<Q, c=0.25

Z5

angQ: Q = 0.00 - 0.75, m = 1 Q = 0.75 - 15, m = 1.5 Q = 15 - 80, m = 2


















46 S10 - S9 0.13 0.90 0.20 0.15 #REF! #REF! #REF! #REF! #REF! 0.025 1 #REF! #REF! #REF! #REF! #REF!


B

w

h

b

1

m

PERHITUNGAN DIMENSI GORONG-GORONG DAN KEHILANGAN ENERGI

1. Perhitungan Gorong-gorong B0 - A1

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

= 16.173

= kecepatan di hulu saluran = 0.90 m/s

= kecepatan didalam gorong-gorong = 1.5 m/s

= kecepatan di hilir saluran = 0.90 m/s

g = perc. Gravitasi = 9.81

n = Koefisien kekasaran Manning = 0.025

Luas penampang Gorong-gorong

A =Q

=16.173

= 10.782331.5

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

10.7823 = h x hh = 3.28 m

Jadi, Lebar gorong-gorong b = 3.28 m

Keliling Basah P = b + 2h

= 3.28365 + 2 . 3.28= 9.85094 m

Jari - jari Hidrolis

R =AP

=10.7823

= 1.094549 m9.851

Kemiringan Dasar Saluran

S =2

=1.5 . 0.025 2

= 0.0012 = 0.12 %1.062

Kehilangan Energi :1. Akibat pemasukan

hc = 0.252 . g

= 0.252.25 - 0.81

= 0.0183 m2 x 9.81

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

Qsaluran m3/s

v1

v2

v3

m/s2

v2

m2

v2 x n

R2/3

v22 - v1

2

hf = Cf = 1 R 1/6 = 1 1.095 1/6 = 0.015 m2 . g k 70

=0.0145 x 1.5 2

= 0.0017 m2 x 9.81

3. Akibat pengeluaran

ho = 0.52 . g

= 0.52.25 - 0.81

= 0.0367 m2 x 9.81

4. = hc + hf + ho

= 0.018 + 0.0017 + 0.037= 0.0567 m

Sketsa Penampang Gorong-Gorong B0 - A1

3.28

m=

h

b = 3.28 m

2. Perhitungan Gorong-gorong A3 - E0


= 2.328




g = perc. Gravitasi = 9.81n = Koefisien kekasaran Manning = 0.025


A =Q

=2.328

= 1.5518091.5


1.55181 = h x hh = 1.25 m

Jadi, Lebar gorong-gorong

Cf . v22

v22 - v3

2

Htotal

Qsaluran m3/s

v1

v2

v3

m/s2

v2

m2

b = 1.25 m


= 1.24572 + 2 . 1.25= 3.73715 m


R =AP

=1.55181

= 0.415239 m3.737


S =2

=1.5 . 0.025 2

= 0.0045 = 0.45 %0.557


hc = 0.252 . g

= 0.252.25 - 0.81

= 0.0183 m2 x 9.81


hf = Cf = 1 R 1/6 = 1 0.415 1/6 = 0.012 m2 . g k 70

=0.01234 x 1.5 2

= 0.0014 m2 x 9.81


ho = 0.52 . g

= 0.52.25 - 0.81

= 0.0367 m2 x 9.81

4. = hc + hf + ho

= 0.018 + 0.0014 + 0.037= 0.0565 m

Sketsa Penampang Gorong-Gorong A3 - E0

1.25

m=

h

v2 x n

R2/3

v22 - v1

2

Cf . v22

v22 - v3

2

Htotal

b = 1.25 m

3. Perhitungan Gorong-gorong E3 - K0


= 4.914






A =Q

=4.914

= 3.2757991.5


3.2758 = h x hh = 1.81 m

Jadi, Lebar gorong-gorong b = 1.81 m


= 1.80992 + 2 . 1.81= 5.42975 m


R =AP

=3.2758

= 0.603306 m5.430


S =2

=1.5 . 0.025 2

= 0.0028 = 0.28 %0.714

Kehilangan Energi :

1. Akibat pemasukan

hc = 0.252 . g

= 0.252.25 - 0.81

= 0.0183 m2 x 9.81

Qsaluran m3/s

v1

v2

v3

m/s2

v2

m2

v2 x n

R2/3

v22 - v1

2


hf = Cf = 1 R 1/6 = 1 0.603 1/6 = 0.013 m2 . g k 70

=0.01313 x 1.5 2

= 0.0015 m2 x 9.81


ho = 0.52 . g

= 0.52.25 - 0.81

= 0.0367 m2 x 9.81

4. = hc + hf + ho

= 0.018 + 0.0015 + 0.037= 0.0566 m

Sketsa Penampang Gorong-Gorong E3 - K0

1.81

m=

h

b = 1.81 m

4. Perhitungan Gorong-gorong K3 - X


= 7.835






A =Q

=7.835

= 5.2231581.5


Cf . v22

v22 - v3

2

Htotal

Qsaluran m3/s

v1

v2

v3

m/s2

v2

m2

5.22316 = h x h

h = 2.29 mJadi, Lebar gorong-gorong

b = 2.29 m


= 2.28542 + 2 . 2.29= 6.85627 m


R =AP

=5.22316

= 0.761808 m6.856


S =2

=1.5 . 0.025 2

= 0.0020 = 0.20 %0.834


hc = 0.252 . g

= 0.252.25 - 0.81

= 0.0183 m2 x 9.81


hf = Cf = 1 R 1/6 = 1 0.762 1/6 = 0.014 m2 . g k 70

=0.01365 x 1.5 2

= 0.0016 m2 x 9.81


ho = 0.52 . g

= 0.52.25 - 0.81

= 0.0367 m2 x 9.81

4. = hc + hf + ho

= 0.018 + 0.0016 + 0.037= 0.0566 m

v2 x n

R2/3

v22 - v1

2

Cf . v22

v22 - v3

2

Htotal

Sketsa Penampang Gorong-Gorong K3 - X

2.29

m=

h

b = 2.29 m

Tabel Perhitungan Dimensi Gorong-gorong (Segiempat)

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 B0 - A1 16.17 0.90 1.5 0.90 10.78 3.28 3.28 0.025 9.85 1.09 0.1252 A3 - E0 9.56 0.90 1.5 0.90 6.37 2.52 2.52 0.025 7.57 0.84 0.1773 E3 - I0 Err:509 0.90 1.5 0.90 Err:509 Err:509 Err:509 0.025 Err:509 Err:509 Err:5094 I3 - X 0.31 0.90 1.5 0.90 0.20 0.45 0.45 0.025 1.35 0.15 1.7585 B3 - C3 5.37 0.90 1.5 0.90 3.58 1.89 1.89 0.025 5.67 0.63 0.2606 C2 - D3 5.27 0.90 1.5 0.90 3.51 1.87 1.87 0.025 5.62 0.62 0.2637 D2 - H1 Err:509 0.90 1.5 0.90 Err:509 Err:509 Err:509 0.025 Err:509 Err:509 Err:5098 H2 - Y 6.61 0.90 1.5 0.90 4.41 2.10 2.10 0.025 6.30 0.70 0.2269 F2 - J0 Err:509 0.90 1.5 0.90 Err:509 Err:509 Err:509 0.025 Err:509 Err:509 Err:509

10 G2 - H3 25.57 0.90 1.5 0.90 17.05 4.13 4.13 0.025 12.39 1.38 0.09211 I1 - J0 5.56 0.90 1.5 0.90 3.71 1.93 1.93 0.025 5.78 0.64 0.254

No Nama Gorong-Gorong

Kehilangan Energihc hf ho Σ H

m m m m

1 B0 - A1 0.0183 0.0017 0.0367 0.05672 A3 - E0 0.0183 0.0016 0.0367 0.05663 E3 - I0 0.0183 Err:509 0.0367 Err:5094 I3 - X 0.0183 0.0012 0.0367 0.05625 B3 - C3 0.0183 0.0015 0.0367 0.05666 C2 - D3 0.0183 0.0015 0.0367 0.05667 D2 - H1 0.0183 Err:509 0.0367 Err:5098 H2 - Y 0.0183 0.0015 0.0367 0.05669 F2 - J0 0.0183 Err:509 0.0367 Err:509

10 G2 - H3 0.0183 0.0017 0.0367 0.0568

11 I1 - J0 0.0183 0.0015 0.0367 0.0566

Qrencana V1 V2 V3

m3/det m2

PERHITUNGAN INLET PADA TROTOAR

Contoh Perhitungan :Diketahui data-data sebagai berikut :

- Lebar trotoar = 1.5 m - Jalur trotoar yang direncanakan = A2-A1

Data-data : w = 30 mS = 2 %

Lt = 15 m

to = 0.0197 x (15

)2

= 0.121 menit

td =Ls

=200

= 3.704 menitv 0.90

tc = to + td

tc = 0.121 + 3.704tc = 3.825 menit

Cp =2tc

2tc + to

=7.650

= 0.987.772

I =#NAME?

(24

= #NAME? mm/jam24 3.825 / 60

I = #NAME? mm/jam

Jarak antar Inlet :

D =280

S ≤ 50 mw

=280

2.00 = 13.20 m (OK)30

Jadi :n =

200= 15.15

13.199

d = 8 cm ( diperkirakan 5-20 cm )

A = 1/2 . w.D

A = 1/2 . 30.0 . 13.199

A = 198 = 0.0198 ha

Q = 0.00278 x C x Cp x I x A

0.77

)2/3

m2

= 0.00278 x 0.80 x 0.98 x #NAME? x 0.0198

= #NAME?

Q =

#NAME? = 0.36 x 9.81 x 0.08 x L

L = #NAME?L = #NAME? cm

Sketsa Inlet :

m3/dtk

0.36 . g . d3/2 . L

3/2

L

L

d

mm/jam

PERHITUNGAN OUTFALL KE SUNGAI

Q rencana Saluran X = 0.132V rencana = 0.90 m/det

n = 0.025m = 1

Penentuan b dan h :

b + 2mh = h x

2b + 2mh = 2.8284 h

b = 0.8284 h

A =Q

A =0.1322

V 0.9

A = 0.147

A = (b + (m x h)) x h

A = ( 0.8284 .h + 1.000 h ) h

A = 1.828

0.147 = 1.828h = 0.2834h = 0.2834 m b = 0.83 h

b = 0.23 m

Ket: Q < 0.6 c = 0.14

0.6 ≤ Q ≤ 8 c = 0.20

Q ≥ 8 c = 0.25

w = c hw = 0.20 x 0.2834w = 0.2381 m

Keliling basah

P =

P = 0.23 + 0.57 ( 2P = 1.036 m


R =A

R =0.147

P 1.036R = 0.142 m

0.147 x 0.90

0.132

m3/det

( 1 + m2 )0.5

m2

h2

h2

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

)0,5

Q saluran = A x Vasumsi

Q saluran =

Q saluran =

J4

H2

G3

F4

F3

F2

F1

E3

E2

E1

D4

C2

A4

A2

231

226

kontrol

=

0.132 = 0.132

Kecepatan

V =

S =

S = ( 0.90 x 0.025 / 0.272

S = 0.00685

V sal =V sal = 40.000 x 0.272 x 0.083V sal = 0.90 m/det

Kontrol

V saluran = V asumsi0.90 = 0.90

Sketsa Dimensi Saluran

w 0.238 m

h 0.283 m

b0.235 m

Q saluran Q rencana

1/n x R 2/3 x S 1/2

((V asumsi x n/ R 2/3))2

)2

1/n x R 2/3 x S 1/2

Q rencana Saluran Y = Err:509V rencana = 0.90 m/det

n = 0.0250m = 1

Penentuan b dan h :

b + 2mh = h x

2b + 2mh = 2.8284 h

b = 0.8284 h

A =Q

A =Err:509

V 0.9

A = Err:509

A = (b + (m x h)) x hA = ( 0.8284 .h + 1.000 h ) h

A = 1.828

Err:509 = 1.828h = Err:509h = Err:509 b = 0.83 h

b = Err:509 m

Ket: Q < 0.6 c = 0.140.6 ≤ Q ≤ 8 c = 0.20Q ≥ 8 c = 0.25

w = c hw = 0.25 x Err:509w = Err:509 m

Keliling basah

P =

P = Err:509 + Err:509 ( 2P = Err:509


R =A

R =Err:509

P Err:509R = Err:509 m

Err:509 x 0.90

Err:509

kontrol=

Err:509 = Err:509

Kecepatan

V =

m3/det

( 1 + m2 )0.5

m2

h2

h2

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

)0,5

Q saluran = A x Vasumsi

Q saluran =

Q saluran =

Q saluran Q rencana

1/n x R 2/3 x S 1/2

J4

H2

G3

F4

F3

F2

F1

E3

E2

E1

D4

C2

A4

A2

231

226

S =

S = ( 0.90 x 0.025 / Err:509

S = Err:509

V sal =V sal = 40.000 x Err:509 x Err:509V sal = Err:509 m/det

KontrolV saluran = V asumsiErr:509 = 0.90

Sketsa Dimensi Saluran

w Err:509

h Err:509

bErr:509

((V asumsi x n/ R 2/3))2

)2

1/n x R 2/3 x S 1/2

imam drainase

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