R DAN I JKT a
85
DISTRIBUSI FREKUENSI Curah Hujan Harian Maksimum / Perhitungan dari nilai ekstrim metode Gumbel No Tahun (xi-xm) Tahun 1 2002 98.20 98.20 25.28 639.08 2002 98.20 2 2003 67.00 90.00 17.08 291.73 2003 67.00 3 2004 56.00 81.00 8.08 65.29 2004 56.00 4 2005 81.00 78.50 5.58 31.14 2005 81.00 5 2006 48.50 75.00 2.08 4.33 2006 48.50 6 2007 69.00 69.00 -3.92 15.37 2007 69.00 7 2008 90.00 67.00 -5.92 35.05 2008 90.00 8 2009 75.00 66.00 -6.92 47.89 2009 75.00 9 2010 78.50 56.00 -16.92 286.29 2010 78.50 10 2011 66.00 48.50 -24.42 596.34 2011 66.00 Jumlah x = 729.20 2012.48 umber BMKG Cemar Rerata Xm = 72.92 mm Xm 72.92 14.95 mm n= 10 Yn 0.4952 Dari tabel Sn 0.9496 Tabel Yn n 0 1 2 3 4 5 6 7 8 9 Hujan (mm) xi Peringka t (xi-xm)² Curah Hujan Harian Maksimum Simpangan Baku (Sx) =
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Transcript of R DAN I JKT a
DISTRIBUSI FREKUENSI
Curah Hujan Harian Maksimum / Perhitungan dari nilai ekstrim metode Gumbel
No Tahun (xi-xm) Tahun
1 2002 98.20 98.20 25.28 639.08 2002 98.202 2003 67.00 90.00 17.08 291.73 2003 67.003 2004 56.00 81.00 8.08 65.29 2004 56.004 2005 81.00 78.50 5.58 31.14 2005 81.005 2006 48.50 75.00 2.08 4.33 2006 48.506 2007 69.00 69.00 -3.92 15.37 2007 69.007 2008 90.00 67.00 -5.92 35.05 2008 90.008 2009 75.00 66.00 -6.92 47.89 2009 75.009 2010 78.50 56.00 -16.92 286.29 2010 78.50
10 2011 66.00 48.50 -24.42 596.34 2011 66.00Jumlah x = 729.20 2012.48 Sumber BMKG Cemara
Rerata Xm = 72.92 mm Xm 72.92
14.95 mm n= 10
Yn 0.4952 Dari tabelSn 0.9496
Tabel Yn
n 0 1 2 3 4 5 6 7 8 9
Hujan (mm)
xi Peringkat (xi-xm)²
Curah Hujan Harian
Maksimum
Simpangan Baku (Sx) =
10 0.4952 0.4995 0.5035 0.507 0.51 0.5128 0.5157 0.5181 0.5202 0.522
Tabel Sn
n 0 1 2 3 4 5 6 7 8 910 0.9496 0.9676 0.9833 0.9971 1.0095 1.0206 1.0316 1.0411 1.0493 1.0565
2 0.3668 70.905 1.5004 88.75
10 2.2510 100.5720 2.9709 111.9125 3.1993 115.5050 3.9028 126.58
100 4.6012 137.58
Tabel Yt (curah hujan untuk PUH t tahun )
Periode ulang
(tahun) Tr
Variasi yang
berkuarang (Yt)
Curah Hujan Harian
Maksimum(Xtr)
(mm/hari)
Xtr = Xm + ( )Sx
INTENSITAS HUJAN
Tabel Perhitungan Intensitas Hujan
Intensitas hujan (mm/jam) untuk PUH tertentu2 5 10 20 25 50 100
70.90 88.75 100.57 111.91 115.50 126.58 137.585 143.21 149.10 152.07 154.46 155.14 157.04 158.70
10 120.82 129.23 133.61 137.18 138.20 141.09 143.6220 92.04 102.03 107.50 112.09 113.44 117.28 120.7040 62.34 71.80 77.29 82.08 83.51 87.68 91.4960 47.13 55.39 60.34 64.74 66.08 70.01 73.6780 37.89 45.09 49.48 53.45 54.66 58.26 61.65
120 27.21 32.86 36.39 39.63 40.63 43.63 46.49240 14.75 18.12 20.29 22.32 22.95 24.88 26.75
Tabel Perhitungan Nilai Suku-suku (PUH 5 Tahun)I 5
no t I I.t log t log I log t. log I t^0.5 I.t^0.51 5 149.10 745.50 ### 111154.69 0.70 2.17 1.52 0.49 2.24 333.40 49709.89
Durasi (menit)
I² I².t (log t)² I².t^0.5
Ir =
0 100 200 3000.00
20.00
40.00
60.00
80.00
100.00
120.00
140.00
160.00
180.00
Column CColumn DColumn EColumn FColumn GColumn HColumn I
2 10 129.23 1292.27 ### 166995.78 1.00 2.11 2.11 1.00 3.16 408.65 52808.703 20 102.03 2040.56 ### 208195.03 1.30 2.01 2.61 1.69 4.47 456.28 46553.824 40 71.80 2872.12 5155.68 206227.33 1.60 1.86 2.97 2.57 6.32 454.12 32607.405 60 55.39 3323.59 3068.41 184104.68 1.78 1.74 3.10 3.16 7.75 429.07 23767.816 80 45.09 3607.10 2032.99 162639.23 1.90 1.65 3.15 3.62 8.94 403.29 18183.627 120 32.86 3943.47 1079.93 129591.41 2.08 1.52 3.15 4.32 10.95 359.99 11830.028 240 18.12 4349.04 328.37 78808.84 2.38 1.26 2.99 5.67 15.49 280.73 5087.09
603.62 22173.66 ### 1247717.00 12.74 14.32 21.61 22.52 59.33 3125.53 240548.36
Sherman Ishiguro
a = 4847.6 log a = 2.65 a = 446.10 a = 367.67
b = 27.51 n = 0.54 b = -0.31
PENENTUAN RUMUS INTENSITAS
no t (menit) Intensitas Hujan, I (mm/jam) Deviasi M (ISI)Tabolt Sherman Ishiguro Tabolt Sherman Ishiguro
I 5 (mm/jam)
Tabolt
a= .................................................... (3)
b= .................................................... (4)
I =
log a = – .......................... (6)
n = – ........................ (7)
a= .................................................... (9)
b= .................................................... (10)
I = I =
0 2 4 6 8 10 120
2
4
6
8
10
12
TaboltShermanIshiguroI pengukuran
1 5 149.10 149.10 187.25 190.41 0.0000 38.145 41.312 10 129.23 129.23 128.84 128.68 0.0000 0.391 0.543 20 102.03 102.03 88.65 88.23 0.0000 13.382 13.794 40 71.80 71.80 60.99 61.08 0.0000 10.809 10.725 60 55.39 55.39 49.01 49.41 0.0000 6.381 5.986 80 45.09 45.09 41.97 42.56 0.0000 3.121 2.537 120 32.86 32.86 33.72 34.53 0.0000 0.861 1.668 240 18.12 18.12 23.20 24.21 0.0000 5.083 6.09
∑ 0.00 78.173 82.63M 0.00 9.77 10.33
PERHITUNGAN DIMENSI DAN KAPASITAS SALURAN
Zona Saluran Lahan PERHITUNGAN WAKTU KONSENTRASI
NO P Lebar Ld (m) Lo (m) nd So to V asumsi td tc tc terlama I DTA (ha) Cr ∑ DTA*c
1 1 - 2 527.81 512.43 453.80 56.07 0.3 9% 2.223 1.5 5.042 7.265 8.803 133.49 27.047 0.385 10.412 A - 2 527.81 512.43 468.60 320.89 0.3 1% 3.596 1.5 5.207 8.803 8.803 133.49 27.047 0.385 10.413 2 - 3 623.79 512.43 620.02 0.3 8% 0.000 1.5 6.889 6.889 15.692 112.20 31.965 0.385 22.724 B - 3 623.79 512.43 358.87 484.71 0.3 1% 3.853 1.5 3.987 7.840 7.840 137.12 31.965 0.385 12.315 3 - 4 401.42 512.43 305.02 0.3 7% 0.000 1.5 3.389 3.389 19.081 104.04 20.570 0.43 31.566 C - 4 401.42 512.43 428.88 183.94 0.3 1% 3.211 1.5 4.765 7.976 7.976 136.60 20.570 0.43 8.857 4 - 5 495.24 512.43 749.36 0.3 4% 0.000 1.5 8.326 8.326 27.408 88.27 25.378 0.43 42.48
SEGMEN SALURAN
0 2 4 6 8 10 120
2
4
6
8
10
12
TaboltShermanIshiguroI pengukuran
to = ( . 3,28 . Lo . )0,77 td = tc = to + td. Q = ( ) C.I.A
I =
8 D - 5 492.24 512.43 343.84 179.90 0.3 1% 3.254 1.5 3.820 7.075 7.075 140.16 25.224 0.43 10.859 5 - 6 492.24 512.43 77.14 0.3 4% 0.000 1.5 0.857 0.857 28.265 86.91 1.04 0.43 42.92
10 7 - 8 527.81 368.64 301.32 18.90 0.3 9% 1.854 1.5 3.348 5.202 5.202 148.18 19.46 0.385 7.4911 E - 8 527.81 358.64 179.89 316.86 0.3 1% 3.598 1.5 1.999 5.597 5.202 148.18 18.93 0.385 7.2912 8 - 9 623.79 368.64 825.08 0.3 8% 0.000 1.5 9.168 9.168 14.369 115.75 23.00 0.385 16.3413 F - 9 623.79 368.64 420.90 345.45 0.3 1% 3.701 1.5 4.677 8.378 8.378 135.07 23.00 0.385 8.8514 9 - 10 401.42 368.64 475.48 0.3 7% 0.000 1.5 5.283 5.283 19.652 102.78 14.80 0.43 22.7115 G - 10 401.42 358.64 369.01 127.49 0.3 1% 3.020 1.5 4.100 7.121 7.121 139.97 14.40 0.43 6.1916 10 - 11 495.24 368.64 367.36 0.3 4% 0.000 1.5 4.082 4.082 23.734 94.59 18.26 0.43 30.5617 H - 11 492.24 368.64 256.16 292.63 0.3 1% 3.530 1.5 2.846 6.376 6.376 143.05 18.15 0.43 7.8018 11 - 6 492.24 368.64 297.68 0.3 4% 0.000 1.5 3.308 3.308 27.042 88.86 2.70 0.43 31.72
PERHITUNGAN LUAS KOLAM
At
0 0 Q maks 13.271 0.83 0.41 4.50 1.86 1.86 tc 16.06 q/tc 0.832 1.65 1.24 4.50 5.58 7.44 td 0.433 q/td3 2.48 2.07 4.50 9.29 16.73 tc+td 16.490 q/tc+td 0.804 3.30 2.89 4.50 13.01 29.74 tc+(td+tc) = 32.555 4.13 3.72 4.50 16.73 46.47 A 4.506 4.96 4.54 4.50 20.45 66.927 5.78 5.37 4.50 24.17 91.098 6.61 6.20 4.50 27.88 118.989 7.44 7.02 4.50 31.60 150.58
10 8.26 7.85 4.50 35.32 185.9011 9.09 8.68 4.50 39.04 224.94
Komulatif Waktu (menit)
Aliran Masuk (m3/detik)
Rata-rata Aliran Masuk (m3/detik)
Volume m3
Komulatif Volume 1 (m3)
12 9.91 9.50 4.50 42.76 267.7013 10.74 10.33 4.50 46.47 314.1714 11.57 11.15 4.50 50.19 364.3615 12.39 11.98 4.50 53.91 418.2716 13.22 12.81 4.50 57.63 475.9018 11.61 12.41 4.50 55.87 531.7720 10.00 10.81 4.50 48.63 580.4022 8.39 9.20 4.50 41.39 621.78
24 6.78 7.59 4.50 34.15 655.93 CARA 126 5.17 5.98 4.50 26.90 682.83 Dari gambar hidograf disamping dengan perbandingan segitiga diperoleh:28 3.57 4.37 4.50 19.66 702.50 t1 = 3.2 menit30 1.96 2.76 4.50 12.42 714.92 t2 = 12.8 menit32 0.35 1.15 4.50 5.18 720.10
VOLUME AIR YG DITAMPUNG = LUAS SEGITIGA DIARSIR BIRUVolume air = (Qmax - Qsaluran buangan) x (t1 x t2)/2 x 60
= (13,2 - 3) x (3,2 x 12,8)/2 x 60 = ### m3
tinggi air ijin = 2.00 mluas = ### m2
P : L = 2 : 1P = 2L 70.20 mA = 2L^2L = (A/2)^0 35.10 m
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 320
2
4
6
8
10
12
14
Hidrograf Aliran Masuk
Column C
Waktu (menit)
Q =
m3/
det
t1 = 3,2 t2 = 12,8
0 100 200 3000.00
20.00
40.00
60.00
80.00
100.00
120.00
140.00
160.00
180.00
Column CColumn DColumn EColumn FColumn GColumn HColumn I
0 2 4 6 8 10 120
2
4
6
8
10
12
TaboltShermanIshiguroI pengukuran
Rumus Cek
b asumsi h asumsi n S P A R Vs V Selisih V Qs Qs > Qp
1.70 0.85 1.60 1.00 0.015 0.50% 3.600 1.60 0.444 2.745 2.413 0.332 4.393 OK OK1.70 0.85 1.50 1.00 0.015 0.50% 3.500 1.50 0.500 2.970 2.574 0.396 4.454 OK OK2.14 1.07 2.80 1.00 0.015 0.50% 4.800 2.80 0.500 2.970 2.529 0.441 8.315 OK OK1.83 0.92 1.70 1.00 0.015 0.50% 3.700 1.70 0.500 2.970 2.757 0.212 5.048 OK OK2.35 1.17 3.70 1.00 0.015 0.50% 5.700 3.70 0.500 2.970 2.465 0.504 10.988 OK OK1.62 0.81 1.30 1.00 0.015 0.50% 3.300 1.30 0.500 2.970 2.582 0.388 3.861 OK OK2.47 1.23 4.50 1.00 0.015 0.50% 6.500 4.50 0.500 2.970 2.314 0.655 13.363 OK OK
b rumus
h hitung rumus 2 0,6 ≤ V ≤ 3
0 2 4 6 8 10 120
2
4
6
8
10
12
TaboltShermanIshiguroI pengukuran
V = ( )R2/3 S1/2
1.76 0.88 1.60 1.00 0.015 0.50% 3.600 1.60 0.500 2.970 2.639 0.330 4.751 OK OK2.46 1.23 4.50 1.00 0.015 0.50% 6.500 4.50 0.500 2.970 2.303 0.667 13.363 OK OK1.56 0.78 1.10 1.00 0.015 0.50% 3.100 1.10 0.500 2.970 2.803 0.167 3.267 OK OK1.55 0.77 1.10 1.00 0.015 0.50% 3.100 1.10 0.500 2.970 2.727 0.243 3.267 OK OK1.91 0.96 2.10 1.00 0.015 0.50% 4.100 2.10 0.500 2.970 2.502 0.467 6.236 OK OK1.61 0.80 1.20 1.00 0.015 0.50% 3.200 1.20 0.500 2.970 2.768 0.202 3.564 OK OK2.07 1.03 2.70 1.00 0.015 0.50% 4.700 2.70 0.500 2.970 2.401 0.569 8.018 OK OK1.43 0.71 1.00 1.00 0.015 0.50% 3.000 1.00 0.500 2.970 2.407 0.563 2.970 OK OK2.24 1.12 3.40 1.00 0.015 0.50% 5.400 3.40 0.500 2.970 2.362 0.608 10.097 OK OK1.57 0.78 1.20 1.00 0.015 0.50% 3.200 1.20 0.500 2.970 2.584 0.386 3.564 OK OK2.22 1.11 3.40 1.00 0.015 0.50% 5.400 3.40 0.500 2.970 2.303 0.667 10.097 OK OK
Max 13.36
Cek
to td tc tc besar I Qp2 Qsal > Qr Cf
2.223 2.755 4.978 6.226 143.68 4.16 OK OK 0.18 0.423.596 2.630 6.226 6.226 143.68 4.16 OK OK 0.18 0.420.000 3.480 3.480 9.706 130.25 8.22 OK OK 0.23 0.483.853 2.014 5.867 5.867 145.23 4.96 OK OK 0.18 0.420.000 1.712 1.712 11.418 124.52 10.92 OK OK 0.23 0.483.211 2.407 5.618 5.618 146.32 3.59 OK OK 0.18 0.420.000 4.206 4.206 15.624 112.38 13.26 OK OK 0.23 0.48
0,6 ≤ V ≤ 3 Tinggi Jagaan
3.254 1.930 5.184 5.184 148.26 4.47 OK OK 0.18 0.420.000 0.433 0.433 16.057 111.26 13.266 OK OK 0.23 0.481.854 1.691 3.545 4.607 150.92 3.14 OK OK 0.18 0.423.598 1.010 4.607 4.607 150.92 3.06 OK OK 0.18 0.420.000 4.631 4.631 9.238 131.91 5.99 OK OK 0.18 0.423.701 2.362 6.064 6.064 144.38 3.55 OK OK 0.18 0.420.000 2.669 2.669 11.906 122.98 7.76 OK OK 0.23 0.483.020 2.071 5.091 5.091 148.68 2.56 OK OK 0.18 0.420.000 2.062 2.062 13.968 116.86 9.92 OK OK 0.23 0.483.530 1.438 4.967 4.967 149.25 3.23 OK OK 0.18 0.420.000 1.671 1.671 15.639 112.34 9.90 OK OK 0.23 0.48
Qmax 13.266
Qmax 0.000
DISTRIBUSI FREKUENSI
Curah Hujan Harian Maksimum / Perhitungan dari nilai ekstrim metode Gumbel
No Tahun Hujan (mm) xi Peringkat (xi-xm) Tahun
1 2002 98.20 98.20 25.28 639.08 2002 98.202 2003 67.00 90.00 17.08 291.73 2003 67.003 2004 56.00 81.00 8.08 65.29 2004 56.004 2005 81.00 78.50 5.58 31.14 2005 81.005 2006 48.50 75.00 2.08 4.33 2006 48.506 2007 69.00 69.00 -3.92 15.37 2007 69.007 2008 90.00 67.00 -5.92 35.05 2008 90.008 2009 75.00 66.00 -6.92 47.89 2009 75.009 2010 78.50 56.00 -16.92 286.29 2010 78.50
10 2011 66.00 48.50 -24.42 596.34 2011 66.00Jumlah x = 729.20 2012.476 Sumber BMKG Cemara
Rerata Xm = 72.92 mm Xm 72.92
14.95 mm n= 10
Yn 0.4952 Dari tabelSn 0.9496
Tabel Yn
n 0 1 2 3 4 5 6 7 8
(xi-xm)²Curah Hujan
Harian Maksimum
Simpangan Baku (Sx) =
10 0.4952 0.4995 0.5035 0.507 0.51 0.5128 0.5157 0.5181 0.5202
Tabel Sn
n 0 1 2 3 4 5 6 7 810 0.9496 0.9676 0.9833 0.9971 1.0095 1.0206 1.0316 1.0411 1.0493
Tabel Yt (curah hujan untuk PUH t tahun )
2 0.3668 70.905 1.5004 88.75
10 2.2510 100.5720 2.9709 111.9125 3.1993 115.5050 3.9028 126.58
100 4.6012 137.58
INTENSITAS HUJAN
Tabel Perhitungan Intensitas Hujan
Periode ulang (tahun) Tr
Variasi yang berkuarang
(Yt)
Curah Hujan Harian
Maksimum(Xtr) (mm/hari)
Xtr = Xm + ( )Sx
JKT Durasi (menit)Intensitas hujan (mm/jam) untuk PUH tertentu
2 5 10 20 25 50 10070.90 88.75 100.57 111.91 115.50 126.58 137.58
155 5 82.42 103.17 116.91 130.09 134.27 147.15 159.93138 10 73.38 91.86 104.09 115.82 119.54 131.01 142.39123 20 65.40 81.87 92.77 103.23 106.55 116.77 126.92
96 40 51.05 63.90 72.41 80.57 83.16 91.14 99.0681 60 43.07 53.92 61.10 67.98 70.17 76.90 83.5851 120 27.12 33.95 38.47 42.80 44.18 48.42 52.6230 240 15.95 19.97 22.63 25.18 25.99 28.48 30.96
Tabel Perhitungan Nilai Suku-suku (PUH 5 Tahun)I 5
JKT t I I.t log t log I log t. log I155 5 103.17 515.85 10644.22 53221.08 0.70 2.01 1.41138 10 91.86 918.55 8437.40 84373.97 1.00 1.96 1.96123 20 81.87 1637.42 6702.87 134057.32 1.30 1.91 2.49
96 40 63.90 2555.97 4083.13 163325.04 1.60 1.81 2.8981 60 53.92 3234.90 2906.83 174410.09 1.78 1.73 3.08
51 120 33.95 4073.58 1152.37 138283.99 2.08 1.53 3.1830 240 19.97 4792.45 398.74 95698.27 2.38 1.30 3.10
448.63 17728.74 34325.55 843369.77 10.84 12.26 18.11
Sherman
a = 5900.4 log a = 2.39 a =
I² I².t
Tabolt
a= .................................................... (3) log a = – .......................... (6)
b = 52.55 n = 0.41
PENENTUAN RUMUS INTENSITAS
201.25
no t (menit) I 5 (mm/jam) Intensitas Hujan, I (mm/jam) Deviasi M (ISI)Tabolt Sherman Ishiguro Tabolt Sherman Ishiguro
1 5 103.17 102.53 126.50 125.26 0.6388 23.324 22.092 10 91.86 94.34 95.00 97.41 2.4802 3.146 5.553 20 81.87 81.33 71.35 74.11 0.5390 10.522 7.764 40 63.90 63.76 53.59 55.37 0.1437 10.314 8.535 60 53.92 52.43 45.32 46.38 1.4891 8.593 7.546 120 33.95 34.20 34.04 33.93 0.2492 0.092 0.017 240 19.97 20.17 25.56 24.60 0.2004 5.595 4.63
∑ 5.74 61.586 56.11M 0.82 8.80 8.02
Deviasi Rata-rata Sr
b= .................................................... (4)
I =
n = – ........................ (7)
I = I =
0 50 100 150 200 250 3000.00
20.00
40.00
60.00
80.00
100.00
120.00
140.00
TaboltShermanIshiguroI pengukuran
Durasi (menit)
Inte
nsita
s Huj
an (m
m/j
am)
PERHITUNGAN DIMENSI DAN KAPASITAS SALURAN
Kondisi Permukaan Tanah CJalan aspal 0.70 - 0.95 (%) (m/det)
Jalan kerikil 0.30 - 0.70Kemiringan dari 1 0,40
Tanah berbutir halus 0.40 - 0.65 1 – 2 0,60
Tanah berbutir kasar 0.10 - 0.30 2 – 4 0,90
Lapisan batuan keras 0.70 - 0.85 4 – 6 1,20
Lapisan batuan lunak 0.50 - 0.75 6 – 10 1,50
Kelandaian
0 - 2 % 0.05 - 0.1010 – 15 2,40
2 - 7 % 0.10 - 0.15> 7 % 0.15 - 0.20
Kelandaian
0 - 2 % 0.13 - 0.172 - 7 % 0.18 - 0.22
Kemiringan Rata-rata Dasar
Saluran
Kecepatan Rata-rata
Jalan lalu lintas
Bahu jalan dan lereng
Tanah pasiran tertutup rumput
Tanah kohesif tertutup rumput
0 50 100 150 200 250 3000.00
20.00
40.00
60.00
80.00
100.00
120.00
140.00
TaboltShermanIshiguroI pengukuran
Durasi (menit)
Inte
nsita
s Huj
an (m
m/j
am)
Kelandaian > 7 % 0.25 - 0.35Atap 0.75 - 0.95
Tanah lempung 0.20 - 0.40Taman dipenuhi rumput dan pepohonan 0.10 - 0.25
Daerah pegunungan datar 0.3Daerah pegunungan curam 0.5
Sawah 0.70 - 0.80Ladang/huma 0.10 - 0.30
Zona Saluran Lahan PERHITUNGAN WAKTU KONSENTRASI
NO P Lebar Ld (m) Lo (m)
1 1 - 2 527.81 512.43 453.80 56.07 0.3 9% 2.223 1.52 A - 2 527.81 512.43 468.60 320.89 0.3 1% 3.596 1.53 2 - 3 623.79 512.43 620.02 0.3 8% 0.000 1.54 B - 3 623.79 512.43 358.87 484.71 0.3 1% 3.853 1.55 3 - 4 401.42 512.43 305.02 0.3 7% 0.000 1.56 C - 4 401.42 512.43 428.88 183.94 0.3 1% 3.211 1.57 4 - 5 495.24 512.43 749.36 0.3 4% 0.000 1.58 D - 5 492.24 512.43 343.84 179.90 0.3 1% 3.254 1.59 5 - 6 492.24 512.43 77.14 0.3 4% 0.000 1.5
10 7 - 8 527.81 368.64 301.32 18.90 0.3 9% 1.854 1.511 E - 8 527.81 358.64 179.89 316.86 0.3 1% 3.598 1.512 8 - 9 623.79 368.64 825.08 0.3 8% 0.000 1.513 F - 9 623.79 368.64 420.90 345.45 0.3 1% 3.701 1.5
Tanah kohesif tertutup rumput
SEGMEN SALURAN
n = Koefisien kekasaran
Kemiringan Asumsi So (%)
Inlet Time (to) (menit)
Kecepatan Asumsi (V)
to = ( . 3,28 . Lo . )0,77
14 9 - 10 401.42 368.64 475.48 0.3 7% 0.000 1.515 G - 10 401.42 358.64 369.01 127.49 0.3 1% 3.020 1.516 10 - 11 495.24 368.64 367.36 0.3 4% 0.000 1.517 H - 11 492.24 368.64 256.16 292.63 0.3 1% 3.530 1.518 11 - 6 492.24 368.64 297.68 0.3 4% 0.000 1.5
PERHITUNGAN LUAS KOLAM
Q maks 10.18tc 16.55 q/tc 0.62td 0.435 q/td
tc+td 16.986 q/tc+td 0.60tc+(td+tc) = 33.54
A 3.45
At Volume m3
0 01 0.62 0.31 3.45 1.06 1.062 1.23 0.92 3.45 3.18 4.243 1.85 1.54 3.45 5.31 9.554 2.46 2.15 3.45 7.43 16.985 3.08 2.77 3.45 9.55 26.536 3.69 3.38 3.45 11.67 38.207 4.31 4.00 3.45 13.79 52.008 4.92 4.61 3.45 15.92 67.91
Komulatif Waktu (menit)
Aliran Masuk (m3/detik)
Rata-rata Aliran Masuk (m3/detik)
Komulatif Volume 1 (m3)
9 5.54 5.23 3.45 18.04 85.9510 6.15 5.84 3.45 20.16 106.1111 6.77 6.46 3.45 22.28 128.4012 7.38 7.07 3.45 24.41 152.8013 8.00 7.69 3.45 26.53 179.3314 8.61 8.30 3.45 28.65 207.9815 9.23 8.92 3.45 30.77 238.7516 9.84 9.53 3.45 32.89 271.6518 8.64 9.24 3.45 31.89 303.5420 7.44 8.04 3.45 27.75 331.2922 6.25 6.85 3.45 23.62 354.90
24 5.05 5.65 3.45 19.48 374.38 CARA 126 3.85 4.45 3.45 15.34 389.73 Dari gambar hidograf disamping dengan perbandingan segitiga diperoleh:28 2.65 3.25 3.45 11.21 400.94 t1 = 1130 1.45 2.05 3.45 7.07 408.01 t2 = 1132 0.25 0.85 3.45 2.94 410.95
VOLUME AIR YG DITAMPUNG = LUAS SEGITIGA DIARSIR BIRUVolume air = (Qmax - Qsaluran buangan) x (t1 x t2)/2 x 60
= (10,18 - 3) x (12 + 12)/2 x 60 = 4,739.79
tinggi air ijin = 2.00 luas = 2,369.89
P : L = 2 : 1P = 2L 68.85 A = 2L^2L = (A/2)^0.5 34.42
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 320123456789
1011
Hidrograf Aliran Masuk
Column C
Waktu (menit)
Q =
m3/
det
t1 = 11 t2 = 11
Tabel Yn
9
0.522
Tabel Sn
91.0565
0 50 100 150 200 250 3000.00
20.00
40.00
60.00
80.00
100.00
120.00
140.00
160.00
180.00
puh 2puh 5puh 10puh 20puh 25puh 50puh 100
Durasi (menit)
Inte
nsita
s Huj
an (m
m/j
am)
Tabel Perhitungan Nilai Suku-suku (PUH 5 Tahun)
t^0.5 I.t^0.50.49 2.24 230.70 23801.191.00 3.16 290.47 26681.391.69 4.47 366.14 29976.132.57 6.32 404.13 25823.963.16 7.75 417.62 22516.25
4.32 10.95 371.87 12623.545.67 15.49 309.35 6177.30
18.90 50.39 2390.28 147599.76
Ishiguro
245.92 a = 405.78
(log t)² I².t^0.5
log a = – .......................... (6) a= .................................................... (9)
0 50 100 150 200 250 3000.00
20.00
40.00
60.00
80.00
100.00
120.00
140.00
160.00
180.00
puh 2puh 5puh 10puh 20puh 25puh 50puh 100
Durasi (menit)
Inte
nsita
s Huj
an (m
m/j
am)
b = 1.00
n = – ........................ (7) b= .................................................... (10)
PERHITUNGAN WAKTU KONSENTRASI Rumus
tc terlama DTA (ha) ∑ DTA*c Qp b rumus b asumsi
5.042 7.265 8.803 96.18 27.047 0.385 10.41 2.78 1.51 0.75 1.505.207 8.803 8.803 96.18 27.047 0.385 10.41 2.78 1.51 0.75 1.506.889 6.889 15.692 86.47 31.965 0.385 22.72 5.46 1.94 0.97 2.003.987 7.840 7.840 97.71 31.965 0.385 12.31 3.34 1.61 0.81 1.503.389 3.389 19.081 82.38 20.570 0.43 31.56 7.22 2.15 1.08 4.004.765 7.976 7.976 97.49 20.570 0.43 8.85 2.40 1.42 0.71 1.508.326 8.326 27.408 73.80 25.378 0.43 42.48 8.71 2.31 1.15 5.753.820 7.075 7.075 98.96 25.224 0.43 10.85 2.98 1.54 0.77 1.500.857 0.857 28.265 73.01 1.04 0.43 42.92 8.71 2.31 1.15 5.753.348 5.202 5.202 102.17 19.46 0.385 7.49 2.13 1.36 0.68 1.001.999 5.597 5.202 102.17 18.93 0.385 7.29 2.07 1.35 0.67 1.009.168 9.168 14.369 88.18 23.00 0.385 16.34 4.00 1.73 0.86 1.504.677 8.378 8.378 96.85 23.00 0.385 8.85 2.38 1.42 0.71 1.20
Waktu pengaliran (td)
(Menit)
Waktu konsentrasi
(tc)
Intensitas Hujan, Tc terbesar
Koefisien Runoff Cr
h hitung rumus 2
td = tc = to + td.
Q = ( ) C.I.A I =
5.283 5.283 19.652 81.72 14.80 0.43 22.71 5.15 1.90 0.95 2.004.100 7.121 7.121 98.89 14.40 0.43 6.19 1.70 1.25 0.63 1.004.082 4.082 23.734 77.35 18.26 0.43 30.56 6.57 2.08 1.04 4.002.846 6.376 6.376 100.14 18.15 0.43 7.80 2.17 1.37 0.69 1.003.308 3.308 27.042 74.14 2.70 0.43 31.72 6.53 2.07 1.04 4.00
Dari gambar hidograf disamping dengan perbandingan segitiga diperoleh:menitmenit
VOLUME AIR YG DITAMPUNG = LUAS SEGITIGA DIARSIR BIRUVolume air = (Qmax - Qsaluran buangan) x (t1 x t2)/2 x 60
(10,18 - 3) x (12 + 12)/2 x 60m3mm2
m
m
Cek
h asumsi n S P A R V kontrol V Selisih V Qs Qs > Qp to
0.80 0.015 0.50% 3.100 1.20 0.387 2.504 2.318 0.186 3.005 OK 2.2230.80 0.015 0.50% 3.100 1.20 0.387 2.504 2.318 0.186 3.005 OK 3.5961.00 0.015 0.50% 4.000 2.00 0.500 2.970 2.728 0.241 5.939 OK 0.0001.00 0.015 0.50% 3.500 1.50 0.429 2.680 2.227 0.453 4.019 OK 3.8530.68 0.015 0.50% 5.360 2.72 0.507 2.999 2.655 0.344 8.158 OK 0.0001.00 0.015 0.50% 3.500 1.50 0.429 2.680 1.597 1.083 4.019 OK 3.2110.60 0.015 0.50% 6.950 3.45 0.496 2.955 2.524 0.432 10.196 OK 0.0001.00 0.015 0.50% 3.500 1.50 0.429 2.680 1.988 0.692 4.019 OK 3.2540.60 0.015 0.50% 6.950 3.45 0.496 2.955 2.523 0.432 10.196 OK 0.0001.00 0.015 0.50% 3.000 1.00 0.333 2.266 2.126 0.140 2.266 OK 1.8541.00 0.015 0.50% 3.000 1.00 0.333 2.266 2.068 0.198 2.266 OK 3.5981.10 0.015 0.50% 3.700 1.65 0.446 2.752 2.426 0.325 4.540 OK 0.0001.00 0.015 0.50% 3.200 1.20 0.375 2.451 1.985 0.467 2.942 OK 3.701
V = ( )R2/3 S1/2
1.00 0.015 0.50% 4.000 2.00 0.500 2.970 2.577 0.392 5.939 OK 0.0001.00 0.015 0.50% 3.000 1.00 0.333 2.266 1.700 0.566 2.266 OK 3.0200.68 0.015 0.50% 5.360 2.72 0.507 2.999 2.414 0.585 8.158 OK 0.0001.00 0.015 0.50% 3.000 1.00 0.333 2.266 2.170 0.096 2.266 OK 3.5300.65 0.015 0.50% 5.300 2.60 0.491 2.932 2.512 0.420 7.624 OK 0.000
10.20
Cek
td tc tc besar I Qp2 Qsal > Qr Cf
3.021 5.244 6.716 99.56 2.88 OK OK 0.18 0.383.119 6.716 6.716 99.56 2.88 OK OK 0.18 0.383.480 3.480 10.195 94.04 5.93 OK OK 0.23 0.482.232 6.085 6.085 100.63 3.44 OK OK 0.18 0.421.695 1.695 11.890 91.57 8.03 OK OK 0.23 0.402.668 5.879 5.879 100.99 2.48 OK OK 0.18 0.424.226 4.226 16.116 85.93 10.14 OK OK 0.23 0.372.139 5.393 5.393 101.84 3.07 OK OK 0.18 0.420.435 0.435 16.551 85.39 10.181 OK OK 0.23 0.372.216 4.070 4.921 102.67 2.14 OK OK 0.18 0.421.323 4.921 4.921 102.67 2.08 OK OK 0.18 0.424.998 4.998 9.918 94.46 4.29 OK OK 0.18 0.442.862 6.563 6.563 99.82 2.45 OK OK 0.18 0.42
0,6 ≤ V ≤ 3 Tinggi Jagaan
2.669 2.669 12.587 90.59 5.71 OK OK 0.23 0.482.714 5.734 5.734 101.24 1.74 OK OK 0.18 0.422.041 2.041 14.628 87.84 7.46 OK OK 0.23 0.401.884 5.413 5.413 101.80 2.21 OK OK 0.18 0.421.692 1.692 16.320 85.68 7.55 OK OK 0.23 0.39
Qmax 10.181
Qmax 0.000
DISTRIBUSI FREKUENSI
Curah Hujan Harian Maksimum / Perhitungan dari nilai ekstrim metode Gumbel
No Tahun Hujan (mm) xi Peringkat (xi-xm) Tahun
1 2002 98.20 98.20 25.28 639.08 2002 98.202 2003 67.00 90.00 17.08 291.73 2003 67.003 2004 56.00 81.00 8.08 65.29 2004 56.004 2005 81.00 78.50 5.58 31.14 2005 81.005 2006 48.50 75.00 2.08 4.33 2006 48.506 2007 69.00 69.00 -3.92 15.37 2007 69.007 2008 90.00 67.00 -5.92 35.05 2008 90.008 2009 75.00 66.00 -6.92 47.89 2009 75.009 2010 78.50 56.00 -16.92 286.29 2010 78.50
10 2011 66.00 48.50 -24.42 596.34 2011 66.00Jumlah x = 729.20 2012.476
Rerata Xm = 72.92 mm Xm 72.92
14.95 mm n= 10
Yn 0.4952 Dari tabelSn 0.9496
Tabel Yn
n 0 1 2 3 4 5 6 7 8
(xi-xm)²Curah Hujan
Harian Maksimum
Simpangan Baku (Sx) =
10 0.4952 0.4995 0.5035 0.507 0.51 0.5128 0.5157 0.5181 0.5202
Tabel Sn
n 0 1 2 3 4 5 6 7 810 0.9496 0.9676 0.9833 0.9971 1.0095 1.0206 1.0316 1.0411 1.0493
Tabel Yt (curah hujan untuk PUH t tahun ) Tabel Yt
Peluang Nilai K
2 0.3668 70.90 2 0.5 05 1.5004 88.75 5 0.2 0.84
10 2.2510 100.57 10 0.1 1.2820 2.9709 111.91 20 0.05 1.6425 3.1993 115.50 50 0.02 2.0550 3.9028 126.58 100 0.01 2.33
100 4.6012 137.58
Xt= Xm + Kt Sd
INTENSITAS HUJAN
Tabel Perhitungan Selisih Intensitas
Tr I240 = 90%Xtr/4jam
Periode ulang (tahun) Tr
Variasi yang berkuarang
(Yt)
Curah Hujan Harian
Maksimum(Xtr) (mm/hari) Periode ulang
(tahun) T
I jakarta (mm/jam)
I Lokasi (mm/jam)
I selisih (mm/jam)
Xtr = Xm + ( )Sx
2 21 15.952 5.048 I jakarta = 35 mm/jam5 27 19.969 7.031 I selisih = I jakarta - I 240
10 30 22.628 7.37215 32 25.179 6.82120 34 25.988 8.01225 35 28.481 6.51950 40 30.955 9.045 I = ((54 RT + (0.007 RT )2)) / ((tc+(0.31* RT ))
Tabel Perhitungan Intensitas Hujan
Intensitas hujan (mm/jam) untuk PUH tertentu2 5 10 20 25 50 100
70.90 88.75 100.57 111.91 115.50 126.58 137.585 143.21 149.10 152.07 154.46 155.14 157.04 158.70
10 120.82 129.23 133.61 137.18 138.20 141.09 143.6220 92.04 102.03 107.50 112.09 113.44 117.28 120.7040 62.34 71.80 77.29 82.08 83.51 87.68 91.4960 47.13 55.39 60.34 64.74 66.08 70.01 73.6780 37.89 45.09 49.48 53.45 54.66 58.26 61.65
120 27.21 32.86 36.39 39.63 40.63 43.63 46.49240 14.75 18.12 20.29 22.32 22.95 24.88 26.75
Tabel Perhitungan Nilai Suku-sukuI 5
no t I I.t log t log I log t. log I1 5 149.10 745.50 22230.94 111154.69 0.70 2.17 1.522 10 129.23 1292.27 16699.58 166995.78 1.00 2.11 2.113 20 102.03 2040.56 10409.75 208195.03 1.30 2.01 2.614 40 71.80 2872.12 5155.68 206227.33 1.60 1.86 2.975 60 55.39 3323.59 3068.41 184104.68 1.78 1.74 3.106 80 45.09 3607.10 2032.99 162639.23 1.90 1.65 3.15
Durasi (menit)
I² I².t
Ir =
I240 =
7 120 32.86 3943.47 1079.93 129591.41 2.08 1.52 3.158 240 18.12 4349.04 328.37 78808.84 2.38 1.26 2.99
603.62 22173.66 61005.65 1247717.00 12.74 14.32 21.61
Sherman
a = 4847.6 log a = 2.65 a =
b = 27.51 n = 0.54
201.25
no t (menit) I 5 (mm/jam) Intensitas Hujan, I (mm/jam) Deviasi M (ISI)Tabolt Sherman Ishiguro Tabolt Sherman Ishiguro
1 5 149.10 149.10 187.25 190.41 0.0000 38.145 41.312 10 129.23 129.23 128.84 128.68 0.0000 0.391 0.543 20 102.03 102.03 88.65 88.23 0.0000 13.382 13.794 40 71.80 71.80 60.99 61.08 0.0000 10.809 10.72
Deviasi Rata-rata Sr
Tabolt
a= .................................................... (3)
b= .................................................... (4)
I =
log a = – .......................... (6)
n = – ........................ (7)
I = I =
5 60 55.39 55.39 49.01 49.41 0.0000 6.381 5.986 80 45.09 45.09 41.97 42.56 0.0000 3.121 2.537 120 32.86 32.86 33.72 34.53 0.0000 0.861 1.668 240 18.12 18.12 23.20 24.21 0.0000 5.083 6.09
∑ 0.00 78.173 82.63M 0.00 9.77 10.33
PERHITUNGAN DEBIT DAN DIMENSI
Kondisi Permukaan Tanah CJalan aspal 0.70 - 0.95 (%) (m/det)
Jalan kerikil 0.30 - 0.70Kemiringan dari 1 0,40
Kemiringan Rata-rata Dasar
Saluran
Kecepatan Rata-rata
Jalan lalu lintas
0 2 4 6 8 10 120
2
4
6
8
10
12
TaboltShermanIshiguroI pengukuran
Tanah berbutir halus 0.40 - 0.65 1 – 2 0,60
Tanah berbutir kasar 0.10 - 0.30 2 – 4 0,90
Lapisan batuan keras 0.70 - 0.85 4 – 6 1,20
Lapisan batuan lunak 0.50 - 0.75 6 – 10 1,50
Kelandaian
0 - 2 % 0.05 - 0.1010 – 15 2,40
2 - 7 % 0.10 - 0.15> 7 % 0.15 - 0.20
Kelandaian
0 - 2 % 0.13 - 0.172 - 7 % 0.18 - 0.22> 7 % 0.25 - 0.35
Atap 0.75 - 0.95Tanah lempung 0.20 - 0.40
Taman dipenuhi rumput dan pepohonan 0.10 - 0.25Daerah pegunungan datar 0.3Daerah pegunungan curam 0.5
Sawah 0.70 - 0.80Ladang/huma 0.10 - 0.30
18.492
NO L (m) Lo (m)
1 1 - 2 453.80 56.07 0.3 0.14% 3.161 1.5 5.042 8.2032 A - 2 468.60 320.89 0.3 0.20% 4.105 1.5 5.207 9.3123 2 - 3 620.02 0.3 0.26% 0.000 1.5 6.889 6.889
Bahu jalan dan lereng
Tanah pasiran tertutup rumput
Tanah kohesif tertutup rumput
SEGMEN SALURAN
n = Koefisien kekasaran
Kemiringan Asumsi So
(%)Inlet Time (to)
(menit)Kecepatan Asumsi (V)
Waktu pengaliran (td)
(Menit)Waktu
konsentrasi (tc)
to = ( . 3,28 . Lo . )0,77 td =
4 B - 3 358.87 484.71 0.3 0.20% 4.398 1.5 3.987 8.3865 3 - 4 305.02 0.3 0.112% 0.000 1.5 3.389 3.3896 C - 4 428.88 183.94 0.3 0.20% 3.741 1.5 4.765 8.5067 4 - 5 749.36 0.3 0.05% 0.000 1.5 8.326 8.3268 D - 5 343.84 179.90 0.3 0.20% 3.727 1.5 3.820 7.5489 5 - 6 77.14 0.3 0.05% 0.000 1.5 0.857 0.857
10 7 - 8 301.32 18.90 0.3 0.14% 2.636 1.5 3.348 5.98411 E - 8 179.89 316.86 0.3 0.20% 4.097 1.5 1.999 6.09512 8 - 9 825.08 0.3 0.26% 0.000 1.5 9.168 9.16813 F - 9 420.90 345.45 0.3 0.20% 4.156 1.5 4.677 8.83314 9 - 10 475.48 0.3 0.11% 0.000 1.5 5.283 5.28315 G - 10 369.01 127.49 0.3 0.20% 3.519 1.5 4.100 7.61916 10 - 11 367.36 0.3 0.05% 0.000 1.5 4.082 4.08217 H - 11 256.16 292.63 0.3 0.20% 4.043 1.5 2.846 6.88918 11 - 6 297.68 0.3 0.05% 0.000 1.5 3.308 3.308
Perencanaan Dimensi kolamV
Q maks 11.98 Qo 3.24 tinggi air ijintc 20.95 q/tc 0.57 luastd 0.724 q/td
tc+td 21.675 q/tc+td 0.55 P : L = 2 : 1tc+(td+tc) = 42.63 P = 2L
A 7.64 A = 2L^2L = (A/2)^0.5
At Volume m3
0 01 0.57 0.29 7.64 2.18 2.182 1.14 0.86 7.64 6.55 8.743 1.72 1.43 7.64 10.92 19.654 2.29 2.00 7.64 15.29 34.945 2.86 2.57 7.64 19.65 54.606 3.43 3.14 7.64 24.02 78.627 4.00 3.72 7.64 28.39 107.018 4.57 4.29 7.64 32.76 139.779 5.15 4.86 7.64 37.13 176.89
10 5.72 5.43 7.64 41.49 218.3811 6.29 6.00 7.64 45.86 264.2412 6.86 6.58 7.64 50.23 314.4713 7.43 7.15 7.64 54.60 369.0714 8.01 7.72 7.64 58.96 428.0315 8.58 8.29 7.64 63.33 491.3616 9.15 8.86 7.64 67.70 559.0618 8.04 8.60 7.64 65.66 624.7220 6.94 7.49 7.64 57.22 681.9422 5.83 6.39 7.64 48.77 730.71
24 4.73 5.28 7.64 40.33 771.04 CARA 126 3.62 4.17 7.64 31.89 802.93 Dari gambar hidograf disamping dengan perbandingan segitiga diperoleh:28 2.52 3.07 7.64 23.44 826.37 t1 = 3.930 1.41 1.96 7.64 15.00 841.37 t2 = 28.232 0.31 0.86 7.64 6.55 847.93
VOLUME AIR YG DITAMPUNG = LUAS SEGITIGAVolume air = (Qmax - Qsaluran buangan) x (t1 x t2)/2 x 60
Komulatif Waktu (menit)
Aliran Masuk (m3/detik)
Rata-rata Aliran Masuk (m3/detik)
Komulatif Volume 1 (m3)
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 300123456789
10
Hidrograf Aliran Masuk
Column C
Waktu (menit)
Q =
m3/
det
= (13,08 - 3) x (3,9x 28,2)/2 x 60 = 29629.02
tinggi air ijin = 2.00luas = 14814.51
P : L = 2 : 1P = 2L 172.13A = 2L^2L = (A/2)^0.5 86.07
inflow tc= 20.000 q/td 2.04i 102.03 tc+td 20.724
q/tc+td 0.07Cs = 0.98Qin= 1.47 m3/det
At Volume m3
0 0 0 00 0.00 0.00 3.4 0.00 0.00
1.014 2.04 1.02 3.4 3.46 3.46
Komulatif Waktu (menit)
Aliran Masuk (m3/detik)
Rata-rata Aliran Masuk (m3/detik)
Komulatif Volume 2 (m3)
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 300123456789
10
Hidrograf Aliran Masuk
Column C
Waktu (menit)
Q =
m3/
det
t1 = 3,9 t2 = 28,2
2.014 2.04 2.04 3.4 6.92 10.383.014 2.04 2.04 7.638344061 15.55 25.934.014 2.04 2.04 7.638344061 15.55 41.485.014 2.04 2.04 7.638344061 15.55 57.036.014 2.04 2.04 7.638344061 15.55 72.587.014 2.04 2.04 7.638344061 15.55 88.128.014 2.04 2.04 7.638344061 15.55 103.679.014 2.04 2.04 7.638344061 15.55 119.22
10.014 2.04 2.04 7.638344061 15.55 134.7711.014 2.04 2.04 7.638344061 15.55 150.3212.014 2.04 2.04 7.638344061 15.55 165.8713.014 2.04 2.04 7.638344061 15.55 181.4214.014 2.04 2.04 7.638344061 15.55 196.9715.014 2.04 2.04 7.638344061 15.55 212.5116.014 2.04 2.04 7.638344061 15.55 228.0617.014 2.04 2.04 7.638344061 15.55 243.6118.014 2.04 2.04 7.638344061 15.55 259.1619.014 2.04 2.04 7.638344061 15.55 274.71
20 2.04 2.04 7.638344061 15.55 290.2621 1.96 2.00 7.638344061 15.28 305.5322 1.89 1.93 7.638344061 14.73 320.2723 1.82 1.86 7.638344061 14.19 334.4624 1.75 1.79 7.638344061 13.65 348.1125 1.68 1.72 7.638344061 13.11 361.2226 1.61 1.64 7.638344061 12.56 373.7827 1.54 1.57 7.638344061 12.02 385.8028 1.47 1.50 7.638344061 11.48 397.2829 1.40 1.43 7.638344061 10.93 408.2130 1.32 1.36 7.638344061 10.39 418.6031 1.25 1.29 7.638344061 9.85 428.4532 1.18 1.22 7.638344061 9.31 437.7633 1.11 1.15 7.638344061 8.76 446.52
0 10 20 30 40 50 600.00
0.50
1.00
1.50
2.00
2.50
Hidrograf Aliran Masuk
Column C
Waktu (menit)Q
= m
3/de
t
34 1.04 1.08 7.638344061 8.22 454.74
Q outflow 3.240 m3/det Q 2 5.0000A 0.500
V pompa 3.24 V kolam 3.24 V kolam 5
0 0 0 0 0 01.014 11.143 9.545 8.677 1.5976 2.46552.014 33.428 4.739 4.309 28.6891 29.12003.014 55.714 3.167 2.879 52.5472 52.83514.014 78.000 2.378 2.162 75.6218 75.83805.014 100.285 1.904 1.731 98.3817 98.55486.014 122.571 1.587 1.443 120.9839 121.12837.014 144.857 1.361 1.237 143.4959 143.61968.014 167.142 1.191 1.083 165.9514 166.05979.014 189.428 1.059 0.963 188.3691 188.4654
10.014 211.714 0.953 0.867 210.7606 210.847211.014 233.999 0.867 0.788 233.1328 233.2115
Komulatif Waktu (menit)
Komulatif Volume 2 (m3)
Volumu pompa Q = 5
0 10 20 30 40 50 600.00
0.50
1.00
1.50
2.00
2.50
Hidrograf Aliran Masuk
Column C
Waktu (menit)
Q =
m3/
det
0 5 10 15 20 25 30 35 40 45-35
65
165
265
365
465
565
665
k 1k 2v pomp Q = 3.24 m3/detV pomp Q = 5 m3/detkolam 3.24kolam 5
12.014 256.285 0.795 0.722 255.4905 255.562813.014 278.571 0.733 0.667 277.8372 277.903914.014 300.856 0.681 0.619 300.1752 300.237215.014 323.142 0.636 0.578 322.5063 322.564116.014 345.428 0.596 0.542 344.8316 344.885817.014 367.713 0.561 0.510 367.1523 367.203318.014 389.999 0.530 0.482 389.4691 389.517319.014 412.285 0.502 0.456 411.7826 411.8283
20 434.570 0.477 0.434 434.0930 434.136421 456.318 0.455 0.413 455.8637 455.9050 Dari grafik kumulatif aliran di atas dihasilkan volume kolam retensi sebagai berikut :22 476.991 0.434 0.394 476.5568 476.5962 • Kapasitas pompa 5 m3/detik, maka volume kolam retensinya didapat 663.62 m3
z 23 496.588 0.415 0.377 496.1726 496.2103 • Kapasitas pompa 10 m3/detik, maka volume kolam retensinya didapat 661.25 m324 515.109 0.398 0.362 514.7113 514.7475 V Q5 = 663.6225 532.555 0.382 0.347 532.1732 532.2079 tinggi air ijin = 1.0026 548.925 0.367 0.334 548.5583 548.5917 luas = 663.6227 564.220 0.354 0.321 563.8669 563.8990 P : L = 2 : 128 578.440 0.341 0.310 578.0990 578.1300 P = 2L 36.4329 591.584 0.329 0.299 591.2548 591.2847 A = 2L^230 603.652 0.318 0.289 603.3343 603.3632 L = (A/2)^0.5 18.2231 614.645 0.308 0.280 614.3375 614.365532 624.563 0.298 0.271 624.2647 624.291833 633.405 0.289 0.263 633.1158 633.142134 641.172 0.281 0.255 640.8909 640.916435 647.863 0.273 0.248 647.5900 647.614736 653.478 0.265 0.241 653.2131 653.237237 658.018 0.258 0.235 657.7604 657.783838 661.483 0.251 0.228 661.2318 661.254639 663.872 0.245 0.222 663.6273 663.6496 h40 665.186 0.239 0.217 664.9471 664.9688 A
0 5 10 15 20 25 30 35 40 45-35
65
165
265
365
465
565
665
k 1k 2v pomp Q = 3.24 m3/detV pomp Q = 5 m3/detkolam 3.24kolam 5
Q outflow 3.240 luas #REF!tc 100.000 q/tc 0.0324Ao 0.5 P : L = 2 : 1
P = 2L #REF!A = 2L^2L = (A/2)^0.5 #REF!
0 0At Volume m3
01 0.0324 Err:5225 0.011 0.02 0 0 Err:522
10 Err:522 0.02 Err:522 Err:522 Err:52215 Err:522 Err:522 Err:522 Err:522 Err:52220 Err:522 Err:522 Err:522 Err:522 Err:52225 Err:522 Err:522 Err:522 Err:522 Err:52230 Err:522 Err:522 Err:522 Err:522 Err:52235 Err:522 Err:522 Err:522 Err:522 Err:52240 Err:522 Err:522 Err:522 Err:522 Err:52245 Err:522 Err:522 Err:522 Err:522 Err:52250 Err:522 Err:522 Err:522 Err:522 Err:52255 Err:522 Err:522 Err:522 Err:522 Err:52260 Err:522 Err:522 Err:522 Err:522 Err:522
Komulatif Volume (m3)
Komulatif Waktu (menit)
Aliran Keliuar (m3/detik)
Rata-rata Aliran Keluar (m3/detik)
65 Err:522 Err:522 Err:522 Err:522 Err:52270 Err:522 Err:522 Err:522 Err:522 Err:52275 Err:522 Err:522 Err:522 Err:522 Err:52280 Err:522 Err:522 Err:522 Err:522 Err:52285 Err:522 Err:522 Err:522 Err:522 Err:52290 Err:522 Err:522 Err:522 Err:522 Err:52295 Err:522 Err:522 Err:522 Err:522 Err:522
100 Err:522 Err:522 Err:522 Err:522 Err:522105 Err:522 Err:522 Err:522 Err:522 Err:522110 Err:522 Err:522 Err:522 Err:522 Err:522115 Err:522 Err:522 Err:522 Err:522 Err:522120 Err:522 Err:522 Err:522 Err:522 Err:522125 Err:522 Err:522 Err:522 Err:522 Err:522130 Err:522 Err:522 Err:522 Err:522 Err:522135 Err:522 Err:522 Err:522 Err:522 Err:522140 Err:522 Err:522 Err:522 Err:522 Err:522145 Err:522 Err:522 Err:522 Err:522 Err:522150 Err:522 Err:522 Err:522 Err:522 Err:522155 Err:522 Err:522 Err:522 Err:522 Err:522160 Err:522 Err:522 Err:522 Err:522 Err:522165 Err:522 Err:522 Err:522 Err:522 Err:522170 Err:522 Err:522 Err:522 Err:522 Err:522175 Err:522 Err:522 Err:522 Err:522 Err:522180 Err:522 Err:522 Err:522 Err:522 Err:522185 Err:522 Err:522 Err:522 Err:522 Err:522190 Err:522 Err:522 Err:522 Err:522 Err:522191 Err:522 Err:522 Err:522 Err:522 Err:522192 Err:522 Err:522 Err:522 Err:522
Err:522 Err:522 Err:522
Maksimum per tahun
329 133.67281 96.08300 99.17394 149.75420 158.17682 178.92201 101.67412 191.08222 67.17293 108.42
Tabel Yn
9
0.522
Tabel Sn
91.0565
0.54847
I = ((54 RT + (0.007 RT )2)) / ((tc+(0.31* RT ))
Tabel Perhitungan Nilai Suku-suku
t^0.5 I.t^0.50.49 2.24 333.40 49709.891.00 3.16 408.65 52808.701.69 4.47 456.28 46553.822.57 6.32 454.12 32607.403.16 7.75 429.07 23767.813.62 8.94 403.29 18183.62
(log t)² I².t^0.5
0 50 100 150 200 250 3000.00
20.00
40.00
60.00
80.00
100.00
120.00
140.00
160.00
180.00
Column CColumn DColumn EColumn FColumn GColumn HColumn I
4.32 10.95 359.99 11830.025.67 15.49 280.73 5087.09
22.52 59.33 3125.53 240548.36
Ishiguro
446.10 a = 367.67
b = -0.31
log a = – .......................... (6)
n = – ........................ (7)
a= .................................................... (9)
b= .................................................... (10)
tc terlama DTA (ha) ∑ DTA*c Q puncak b rumus b asumsi h asumsi n
9.312 131.64 27.046 0.385 10.41 3.81 2.04 1.02 1.27 1.10 0.0139.312 131.64 27.046 0.385 10.41 3.81 1.91 0.95 1.27 1.10 0.013
16.201 110.89 31.959 0.385 22.72 7.00 2.28 1.14 1.50 1.30 0.013
Intensitas Hujan, Tc terbesar
Koefisien Runoff Cr
h hitung rumus 2
tc = to + td. Q = ( ) C.I.A I =
8.386 135.04 31.959 0.385 12.30 4.62 2.05 1.02 1.27 1.10 0.01319.590 102.92 20.569 0.43 31.56 9.02 2.94 1.47 1.96 1.70 0.0138.506 134.59 20.569 0.43 8.84 3.31 1.81 0.90 1.15 1.00 0.013
27.916 87.46 25.377 0.43 42.47 10.32 3.59 1.80 2.42 2.10 0.0137.548 138.27 25.377 0.43 10.91 4.19 1.98 0.99 1.27 1.10 0.013
28.774 86.12 1.04 0.43 42.92 10.27 3.59 1.79 2.42 2.10 0.0135.984 144.72 19.457 0.385 7.49 3.01 1.87 0.93 1.15 1.00 0.0135.984 144.72 19.457 0.385 7.49 3.01 1.75 0.87 1.15 1.00 0.013
15.151 113.62 22.991 0.385 16.34 5.16 2.03 1.02 1.39 1.20 0.0138.833 133.38 22.991 0.385 8.85 3.28 1.80 0.90 1.27 1.10 0.013
20.434 101.10 14.797 0.43 22.71 6.38 2.58 1.29 1.73 1.50 0.0137.619 137.99 14.797 0.43 6.36 2.44 1.61 0.81 1.15 1.00 0.013
24.516 93.17 18.565 0.43 30.69 7.94 3.26 1.63 2.19 1.90 0.0136.889 140.91 18.565 0.43 7.98 3.12 1.77 0.88 1.15 1.00 0.013
27.824 87.60 2.70 0.43 31.85 7.75 3.23 1.61 2.08 1.80 0.013
*koreksi (∑ DTA*c) untuk saluran primer (A1+A2)*C 1.55 1.34
13733.741 m
13733.74 m2
165.73
82.87
Dari gambar hidograf disamping dengan perbandingan segitiga diperoleh:menitmenit
VOLUME AIR YG DITAMPUNG = LUAS SEGITIGAVolume air = (Qmax - Qsaluran buangan) x (t1 x t2)/2 x 60
(13,08 - 3) x (3,9x 28,2)/2 x 60
m
m
m
0 10 20 30 40 50 600.00
0.50
1.00
1.50
2.00
2.50
Hidrograf Aliran Masuk
Column C
Waktu (menit)
Q =
m3/
det
0 10 20 30 40 50 600.00
0.50
1.00
1.50
2.00
2.50
Hidrograf Aliran Masuk
Column C
Waktu (menit)
Q =
m3/
det
0 5 10 15 20 25 30 35 40 45-35
65
165
265
365
465
565
665
k 1k 2v pomp Q = 3.24 m3/detV pomp Q = 5 m3/detkolam 3.24kolam 5
Dari grafik kumulatif aliran di atas dihasilkan volume kolam retensi sebagai berikut :• Kapasitas pompa 5 m3/detik, maka volume kolam retensinya didapat 663.62 m3• Kapasitas pompa 10 m3/detik, maka volume kolam retensinya didapat 661.25 m3
V Q5 = 661.25m tinggi air ijin = 1.00 m
luas = 661.25P : L = 2 : 1
m P = 2L 36.37 mA = 2L^2
m L = (A/2)^0.5 18.18 m
V inflow 181.42 -V outflow #REF! m3V tampung #REF! mtinggi air ijin 2 m2
0 5 10 15 20 25 30 35 40 45-35
65
165
265
365
465
565
665
k 1k 2v pomp Q = 3.24 m3/detV pomp Q = 5 m3/detkolam 3.24kolam 5
m
m
4.400 4.105 2.42
S P A R V kontrol V Selisih V Q saluran to td tc tc besar I
0.14% 3.811 2.10 0.550 1.932 1.817 0.115 4.049 OK 3.161 3.915 7.075 7.487 138.500.20% 3.811 2.10 0.550 2.309 1.817 0.492 4.840 OK 4.105 3.382 7.487 7.487 138.500.26% 4.503 2.93 0.650 2.943 2.391 0.553 8.615 OK 0.000 3.511 3.511 10.998 125.88
V = ( )R2/3 S1/2
0.20% 3.811 2.10 0.550 2.309 2.202 0.107 4.840 OK 4.398 2.590 6.988 6.988 140.510.112% 5.889 5.01 0.850 2.310 1.803 0.507 11.563 OK 0.000 2.201 2.201 13.199 119.07
0.20% 3.464 1.73 0.500 2.167 1.909 0.258 3.754 OK 3.741 3.298 7.039 7.039 140.300.05% 7.275 7.64 1.050 1.777 1.351 0.426 13.573 OK 0.000 7.029 7.029 20.228 101.540.20% 3.811 2.10 0.550 2.309 2.000 0.310 4.840 OK 3.727 2.482 6.209 6.209 143.760.05% 7.275 7.64 1.050 1.777 1.344 0.433 13.573 OK 0.000 0.724 0.724 20.951 100.030.14% 3.464 1.73 0.500 1.813 1.739 0.075 3.140 OK 2.636 2.770 5.405 5.480 146.930.20% 3.464 1.73 0.500 2.167 1.739 0.428 3.754 OK 4.097 1.383 5.480 5.480 146.930.26% 4.157 2.49 0.600 2.790 2.068 0.722 6.959 OK 0.000 4.928 4.928 10.408 127.830.20% 3.811 2.10 0.550 2.309 1.565 0.745 4.840 OK 4.156 3.038 7.194 7.194 139.68
0.112% 5.196 3.90 0.750 2.125 1.636 0.489 8.282 OK 0.000 3.729 3.729 14.138 116.390.20% 3.464 1.73 0.500 2.167 1.408 0.759 3.754 OK 3.519 2.838 6.357 6.357 143.130.05% 6.582 6.25 0.950 1.662 1.270 0.392 10.393 OK 0.000 3.683 3.683 17.821 106.930.20% 3.464 1.73 0.500 2.167 1.804 0.363 3.754 OK 4.043 1.970 6.013 6.013 144.600.05% 6.235 5.61 0.900 1.603 1.381 0.222 8.998 OK 0.000 3.094 3.094 20.915 100.10
Qmax
Cek
Q vkontrol Qsal > Qr Cf
4.01 OK OK 0.18 0.444.01 OK OK 0.18 0.447.94 OK OK 0.18 0.48
0,6 ≤ V ≤ 3 Tinggi Jagaan
JIKA TIDAK OK, RUBAH
DIMENSI (INPuT RUMUS H TERHADAP
Qvkontrol sebelumnya) B ATAU H ATAU
B DAN H
4.80 OK OK 0.18 0.4410.44 OK OK 0.23 0.633.45 OK OK 0.18 0.42
11.98 OK OK 0.23 0.694.36 OK OK 0.18 0.44
11.93 OK OK 0.23 0.693.06 OK OK 0.18 0.423.06 OK OK 0.18 0.425.80 OK OK 0.18 0.463.43 OK OK 0.18 0.447.34 OK OK 0.18 0.522.53 OK OK 0.18 0.429.12 OK OK 0.23 0.663.21 OK OK 0.20 0.458.86 OK OK 0.23 0.64
11.980
JIKA TIDAK OK, RUBAH
DIMENSI (INPuT RUMUS H TERHADAP
Qvkontrol sebelumnya) B ATAU H ATAU
B DAN H
Qmax 0.000
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