imam drainase
TRANSCRIPT
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
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
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?
10 0.9062 #NAME? #NAME? #NAME? #NAME?
(Log (Xi + b))2
X2
(4) - X2
0,5
Xa - Xo2
0,5 0,5 0,5
ASHADI AMIRD11108002
2 ###
No Tahun Xi Log(Xi) Xi + b Log (Xi + b)
(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
No Xa Xt Xa . Xt Xa + Xt 2Log(X) - (5) (6)/(7)
(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=
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?
10 0.9062 #NAME? #NAME? #NAME? #NAME?
(Log (Xi + b))2
X2
(4) - X2
0,5
Xa - Xo2
0,5 0,5 0,5
ASHADI AMIRD11108002
3 ###
No Tahun Xi Log(Xi) Xi + b Log (Xi + b)
(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
No Xa Xt Xa . Xt Xa + Xt 2Log(X) - (5) (6)/(7)
(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=
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?
10 0.9062 #NAME? #NAME? #NAME? #NAME?
(Log (Xi + b))2
X2
(4) - X2
0,5
Xa - Xo2
0,5 0,5 0,5
ASHADI AMIRD11108002
4 ###
No Tahun Xi Log(Xi) Xi + b Log (Xi + b)
(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
No Xa Xt Xa . Xt Xa + Xt 2Log(X) - (5) (6)/(7)
(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=
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?
10 0.9062 #NAME? #NAME? #NAME? #NAME?
(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
= #NAME? + ( #NAME? x 1.3330 )
= #NAME? = #NAME? mm
= #NAME? + ( #NAME? x 1.2290 )
= #NAME? = #NAME? mm
= #NAME? + ( #NAME? x 0.0000 )
= #NAME? = #NAME? mm
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
(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
Persamaan garis lurus untuk distribusi normal := Log X + Sx . k
= 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)
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
Log XT
Log X2
X2
Log X5
X5
Log X10
X10
Log X15
X15
(Log Xi - Log Xi)2 (Log Xi - Log Xi)3
Σ (Log Xi - Log X)2
Σ ( Log Xi - Log X )3
(Sx)3
= Err:502
Cs = Err:502 = 0.1520= 0.8535= 1.1423= 1.2060
Persamaan garis lurus untuk distribusi normal := Log X + Sx . k
= 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)
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: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
(Log Xi - Log Xi)2 (Log Xi - Log Xi)3
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?
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
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
Persamaan garis lurus untuk distribusi normal := Log X + Sx . k
= 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
Σ (Log Xi - Log X)2
Σ ( Log Xi - Log X )3
(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?
2 5 #NAME? Err:502 Err:502 Err:502 #NAME?
3 10 #NAME? Err:502 Err:502 Err:502 #NAME?
4 15 #NAME? Err:502 Err:502 Err:502 #NAME?
Rata - Rata
( mm )
#NAME?
#NAME?
#NAME?
#NAME?
ASHADI AMIRD11108002
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
NO PERIODE ULANG CURAH HUJAN (mm)
METODE HASPER
1 5 216.295
2 10 332.035
3 25 397.726
Rekap metode Weduwen
NO PERIODE ULANG CURAH HUJAN (mm)
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
Tabel Untuk Periode ulang 5 tahun (R5)
i2t i2
Intensitas Curah Hujan dengan Formula TALBOT
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
Tabel Untuk Periode ulang 10 tahun (R10)
i2t i2
Intensitas Curah Hujan dengan Formula TALBOT
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
Tabel Untuk Periode ulang 15 tahun (R15)
i2t i2
Intensitas Curah Hujan dengan Formula TALBOT
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
Waktu Konsentrasi (menit)
Inte
nsit
as C
urah
Huj
an (m
m/j
am)
C. METODE SHERMAN
Data curah hujan maksimum dari perhitungan sebelumnya :
= 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 )
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
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
Tabel Untuk Periode ulang 2 tahun (R2)
(log t)2
t i log t log i log t . log i
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
Tabel Untuk Periode ulang 5 tahun (R5)
(log t)2
t i log t log i log t . log i
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
Tabel Untuk Periode ulang 10 tahun (R10)
(log t)2
t i log t log i log t . log i
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
Tabel Untuk Periode ulang 15 tahun (R15)
(log t)2
Dengan hasil perhitungan satu contoh prosedur perhitungan untuk setiap periode
ulang dengan t = 5 menit ;
=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 ###
Menit Intensitas Curah Hujan ( mm/menit )
( 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
Waktu Konsentrasi (menit)
Inte
nsit
as C
urah
Huj
an (m
m/j
am)
D. METODE ISHIGURO
Data curah hujan maksimum dari perhitungan sebelumnya :
= 295.912 mm
= 343.218 mm
= 403.007 mm
= Err:509 mm
Rumus : I =a
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
√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
Tabel Untuk Periode ulang 2 tahun (R2)
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
Tabel Untuk Periode ulang 5 tahun (R5)
i2t i2
Intensitas Curah Hujan dengan Formula ISHIGURO
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
Tabel Untuk Periode ulang 10 tahun (R10)
i2t i2
Intensitas Curah Hujan dengan Formula ISHIGURO
Menit iit i√t
( t ) menit
5 Err:509 Err:509 Err:509 Err:509 Err:509
10 Err:509 Err:509 Err:509 Err:509 Err:509
15 Err:509 Err:509 Err:509 Err:509 Err:509
20 Err:509 Err:509 Err:509 Err:509 Err:509
25 Err:509 Err:509 Err:509 Err:509 Err:509
30 Err:509 Err:509 Err:509 Err:509 Err:509
35 Err:509 Err:509 Err:509 Err:509 Err:509
40 Err:509 Err:509 Err:509 Err:509 Err:509
45 Err:509 Err:509 Err:509 Err:509 Err:509
50 Err:509 Err:509 Err:509 Err:509 Err:509
55 Err:509 Err:509 Err:509 Err:509 Err:509
60 Err:509 Err:509 Err:509 Err:509 Err:509
65 Err:509 Err:509 Err:509 Err:509 Err:509
70 Err:509 Err:509 Err:509 Err:509 Err:509
75 Err:509 Err:509 Err:509 Err:509 Err:509
80 Err:509 Err:509 Err:509 Err:509 Err:509
85 Err:509 Err:509 Err:509 Err:509 Err:509
90 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
Tabel Untuk Periode ulang 15 tahun (R15)
i2t i2
Intensitas Curah Hujan dengan Formula ISHIGURO
Dengan hasil perhitungan satu contoh prosedur perhitungan untuk setiap periode
ulang dengan t = 5 menit ;
=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
Menit Intensitas Curah Hujan ( mm/menit )
( 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
Waktu Konsentrasi (menit)
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)
ASHADI AMIR D11108002
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
ASHADI AMIR D11108002
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
ASHADI AMIR D11108002
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
REKAYASA DRAINASE
ASHADI AMIRD11108002
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
ASHADI AMIRD11108002
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
St =E. Awal - E. Akhir
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
ASHADI AMIRD11108002
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
St =E. Awal - E. Akhir
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
ASHADI AMIRD11108002
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)
ASHADI AMIRD11108002
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
ASHADI AMIRD11108002
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:
Data-data sbb : A = 0.48 Ha st = 2.0 %
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
ASHADI AMIRD11108002
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
~ Limpasan dari Lahan:
Data-data sbb : A = 12.80 Ha st = 0.1 %
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
ASHADI AMIRD11108002
Jika diketahui Q pada saluran sebelumnya
= 2.35732
= 5.02938
= 15.8898
23.277
Qtot = + +
= 23.28 + 3.38 + 0.10
= 26.77
~ Limpasan dari Jalan:
Data-data sbb : A = 0.19 Ha st = 2.0 %
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 aliran 0.60 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
= 0.66822 . 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
ASHADI AMIRD11108002
~ Limpasan dari Lahan:
Tidak menerima limpasan dari lahan.
~ Limpasan dari Jalan:
Data-data sbb : A = 0.48 Ha st = 2.0 %
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
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
ASHADI AMIRD11108002
~ Limpasan dari Lahan:
Tidak menerima limpasan dari lahan.
~ Limpasan dari Jalan:
Data-data sbb : A = 0.19 Ha st = 2.0 %
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
ASHADI AMIRD11108002
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
)
ASHADI AMIRD11108002
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
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 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
)
ASHADI AMIRD11108002
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
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 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
)
ASHADI AMIRD11108002
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
Tabel Debit Rencana Total Untuk 5 Tahun
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 Lahan (m3/s)
Limpasan Jalan
(m3/s)
Saluran Sebelumnya
(m3/s)
ASHADI AMIRD1108002
(1) (2) (3) (4) (5) (6)
33 S2 - S1 0.000 0.164 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
Tabel Debit Rencana Total Untuk 10 Tahun
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 Lahan (m3/s)
Limpasan Jalan
(m3/s)
Saluran Sebelumnya
(m3/s)
ASHADI AMIRD1108002
(1) (2) (3) (4) (5) (6)
33 S2 - S1 0.000 0.193 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)
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 Lahan (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 Lahan (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 Lahan (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
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!
2 Err:509 3.21 0.90 0.20 3.57 #REF! #REF! #REF! #REF! #REF! 0.025 1 #REF! #REF! #REF! #REF! #REF!
3 Err:509 6.85 0.90 0.20 7.61 #REF! #REF! #REF! #REF! #REF! 0.025 1 #REF! #REF! #REF! #REF! #REF!
4 Err:509 2.71 0.90 0.14 3.01 #REF! #REF! #REF! #REF! #REF! 0.025 1 #REF! #REF! #REF! #REF! #REF!
5 Err:509 10.89 0.90 0.14 12.10 #REF! #REF! #REF! #REF! #REF! 0.025 1 #REF! #REF! #REF! #REF! #REF!
6 Err:509 2.24 0.90 0.14 2.49 #REF! #REF! #REF! #REF! #REF! 0.025 1 #REF! #REF! #REF! #REF! #REF!
7 Err:509 3.49 0.90 0.20 3.88 #REF! #REF! #REF! #REF! #REF! 0.025 1 #REF! #REF! #REF! #REF! #REF!
8 Err:509 1.88 0.90 0.14 2.09 #REF! #REF! #REF! #REF! #REF! 0.025 1 #REF! #REF! #REF! #REF! #REF!
9 Err:509 5.28 0.90 0.14 5.87 #REF! #REF! #REF! #REF! #REF! 0.025 1 #REF! #REF! #REF! #REF! #REF!
10 Err:509 5.44 0.90 0.14 6.05 #REF! #REF! #REF! #REF! #REF! 0.025 1 #REF! #REF! #REF! #REF! #REF!
11 Err:509 2.42 0.90 0.20 2.69 #REF! #REF! #REF! #REF! #REF! 0.025 1 #REF! #REF! #REF! #REF! #REF!
12 Err:509 4.92 0.90 0.14 5.47 #REF! #REF! #REF! #REF! #REF! 0.025 1 #REF! #REF! #REF! #REF! #REF!
13 Err:509 2.85 0.90 0.20 3.17 #REF! #REF! #REF! #REF! #REF! 0.025 1 #REF! #REF! #REF! #REF! #REF!
14 Err:509 5.89 0.90 0.14 6.54 #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
16 Err:509 Err:509 0.90 0.14 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
17 Err:509 1.15 0.90 0.20 1.28 #REF! #REF! #REF! #REF! #REF! 0.025 1 #REF! #REF! #REF! #REF! #REF!
18 Err:509 2.33 0.90 0.14 2.59 #REF! #REF! #REF! #REF! #REF! 0.025 1 #REF! #REF! #REF! #REF! #REF!
19 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
20 Err:509 Err:509 0.90 0.14 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
21 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
22 Err:509 Err:509 0.90 0.14 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
23 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
24 Err:509 Err:509 0.90 0.14 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
25 Err:509 26.89 0.90 0.20 29.88 #REF! #REF! #REF! #REF! #REF! 0.025 1 #REF! #REF! #REF! #REF! #REF!
26 Err:509 4.82 0.90 0.20 5.35 #REF! #REF! #REF! #REF! #REF! 0.025 1 #REF! #REF! #REF! #REF! #REF!
27 Err:509 21.64 0.90 0.20 24.05 #REF! #REF! #REF! #REF! #REF! 0.025 1 #REF! #REF! #REF! #REF! #REF!
28 Err:509 4.14 0.90 0.20 4.60 #REF! #REF! #REF! #REF! #REF! 0.025 1 #REF! #REF! #REF! #REF! #REF!
vsaluran Qsaluran (m3/dt)(m3/dt) htot (m)
2
29 Err:509 3.93 0.90 0.20 4.37 #REF! #REF! #REF! #REF! #REF! 0.025 1 #REF! #REF! #REF! #REF! #REF!
30 Err:509 1.73 0.90 0.14 1.92 #REF! #REF! #REF! #REF! #REF! 0.025 1 #REF! #REF! #REF! #REF! #REF!
31 Err:509 3.48 0.90 0.20 3.87 #REF! #REF! #REF! #REF! #REF! 0.025 1 #REF! #REF! #REF! #REF! #REF!
32 Err:509 1.60 0.90 0.14 1.77 #REF! #REF! #REF! #REF! #REF! 0.025 1 #REF! #REF! #REF! #REF! #REF!
33 Err:509 3.13 0.90 0.20 3.48 #REF! #REF! #REF! #REF! #REF! 0.025 1 #REF! #REF! #REF! #REF! #REF!
34 Err:509 3.19 0.90 0.14 3.54 #REF! #REF! #REF! #REF! #REF! 0.025 1 #REF! #REF! #REF! #REF! #REF!
35 Err:509 2.52 0.90 0.20 2.80 #REF! #REF! #REF! #REF! #REF! 0.025 1 #REF! #REF! #REF! #REF! #REF!
36 Err:509 4.96 0.90 0.14 5.51 #REF! #REF! #REF! #REF! #REF! 0.025 1 #REF! #REF! #REF! #REF! #REF!
37 Err:509 3.04 0.90 0.20 3.38 #REF! #REF! #REF! #REF! #REF! 0.025 1 #REF! #REF! #REF! #REF! #REF!
38 Err:509 15.73 0.90 0.14 17.48 #REF! #REF! #REF! #REF! #REF! 0.025 1 #REF! #REF! #REF! #REF! #REF!
39 Err:509 2.68 0.90 0.20 2.97 #REF! #REF! #REF! #REF! #REF! 0.025 1 #REF! #REF! #REF! #REF! #REF!
40 Err:509 25.26 0.90 0.14 28.07 #REF! #REF! #REF! #REF! #REF! 0.025 1 #REF! #REF! #REF! #REF! #REF!
41 Err:509 0.19 0.90 0.20 0.21 #REF! #REF! #REF! #REF! #REF! 0.025 1 #REF! #REF! #REF! #REF! #REF!
42 Err:509 0.14 0.90 0.14 0.16 #REF! #REF! #REF! #REF! #REF! 0.025 1 #REF! #REF! #REF! #REF! #REF!
43 Err:509 0.15 0.90 0.20 0.17 #REF! #REF! #REF! #REF! #REF! 0.025 1 #REF! #REF! #REF! #REF! #REF!
44 Err:509 0.19 0.90 0.14 0.21 #REF! #REF! #REF! #REF! #REF! 0.025 1 #REF! #REF! #REF! #REF! #REF!
45 Err:509 0.15 0.90 0.20 0.17 #REF! #REF! #REF! #REF! #REF! 0.025 1 #REF! #REF! #REF! #REF! #REF!
46 S10 - S9 0.13 0.90 0.20 0.15 #REF! #REF! #REF! #REF! #REF! 0.025 1 #REF! #REF! #REF! #REF! #REF!
47 Err:509 Err:509 0.90 0.25 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
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
Data-data sbb:Bangunan pelintas gorong-gorong bentuk Segi empat
= 2.328
= 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 = 9.81n = Koefisien kekasaran Manning = 0.025
Luas penampang Gorong-gorong
A =Q
=2.328
= 1.5518091.5
Tinggi permukaan air gorong-gorong (h) dapat dihitung :A = b x h (dimana, h = b)
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
Keliling Basah P = b + 2h
= 1.24572 + 2 . 1.25= 3.73715 m
Jari - jari Hidrolis
R =AP
=1.55181
= 0.415239 m3.737
Kemiringan Dasar Saluran
S =2
=1.5 . 0.025 2
= 0.0045 = 0.45 %0.557
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
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
3. Akibat pengeluaran
ho = 0.52 . g
= 0.52.25 - 0.81
= 0.0367 m2 x 9.81
4. = hc + hf + ho
= 0.018 + 0.0014 + 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
Data-data sbb:Bangunan pelintas gorong-gorong bentuk Segi empat
= 4.914
= 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 = 9.81n = Koefisien kekasaran Manning = 0.025
Luas penampang Gorong-gorong
A =Q
=4.914
= 3.2757991.5
Tinggi permukaan air gorong-gorong (h) dapat dihitung :A = b x h (dimana, h = b)
3.2758 = h x hh = 1.81 m
Jadi, Lebar gorong-gorong b = 1.81 m
Keliling Basah P = b + 2h
= 1.80992 + 2 . 1.81= 5.42975 m
Jari - jari Hidrolis
R =AP
=3.2758
= 0.603306 m5.430
Kemiringan Dasar Saluran
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
2. Akibat gesekanNilai koefisien kekasaran Strickler (k) untuk beton 70
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
3. Akibat pengeluaran
ho = 0.52 . g
= 0.52.25 - 0.81
= 0.0367 m2 x 9.81
4. = hc + hf + ho
= 0.018 + 0.0015 + 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
Data-data sbb:Bangunan pelintas gorong-gorong bentuk Segi empat
= 7.835
= 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 = 9.81n = Koefisien kekasaran Manning = 0.025
Luas penampang Gorong-gorong
A =Q
=7.835
= 5.2231581.5
Tinggi permukaan air gorong-gorong (h) dapat dihitung :A = b x h (dimana, h = b)
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
Keliling Basah P = b + 2h
= 2.28542 + 2 . 2.29= 6.85627 m
Jari - jari Hidrolis
R =AP
=5.22316
= 0.761808 m6.856
Kemiringan Dasar Saluran
S =2
=1.5 . 0.025 2
= 0.0020 = 0.20 %0.834
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
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
3. Akibat pengeluaran
ho = 0.52 . g
= 0.52.25 - 0.81
= 0.0367 m2 x 9.81
4. = hc + hf + ho
= 0.018 + 0.0016 + 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
Jari - jari Hidrolis
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
Jari - jari Hidrolis
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