tugas besar pab selesaikan moo
DESCRIPTION
tugas besarTRANSCRIPT
Po 12584n 10e 2.718282
No Tahun ∑ penduduk No Tahun1 2003 4021 1 20152 2004 4504 0.120 2 20163 2005 5044 0.120 3 20174 2006 5649 0.120 4 20185 2007 5711 0.011 5 20196 2008 6168 0.080 6 20207 2009 6662 0.080 7 20218 2010 7195 0.080 8 20229 2011 8274 0.150 9 202310 2012 9515 0.150 10 202411 2013 10942 0.150 rata-rata12 2104 12584 0.150
r 0.1101.211
rn
Aritmatika Geometrik Eksponensial Aritmatika13969.431 13969.431 14048.573 No Tahun15354.863 15507.391 28097.146 1 201516740.294 17214.672 42145.720 2 201618125.725 19109.916 56194.293 3 201719511.157 21213.816 70242.866 4 201820896.588 23549.344 84291.439 5 201922282.019 26142.001 98340.013 6 202023667.451 29020.096 112388.586 7 202125052.882 32215.054 126437.159 8 202226438.313 35761.760 140485.732 9 202320203.872 23370.348 77267.153 10 2024
∑Sd
Geometrik
No Tahun
1 20152 20163 20174 20185 20196 20207 20218 20229 2023
10 2024∑Sd
Eksponensial
No Tahun
1 20152 20163 20174 2018
5 20196 20207 20218 20229 2023
10 2024∑Sd
6234.441 38868253.4834849.010 23512894.0823463.578 11996374.5322078.147 4318694.831
692.716 479854.981-692.716 479854.981
-2078.147 4318694.831-3463.578 11996374.532-4849.010 23512894.082-6234.441 38868253.483
∑ 158352143.821Sd 3979.348
9400.917 88377237.0817862.957 61826091.3026155.676 37892344.5854260.432 18151282.1172156.532 4650631.466-178.996 32039.480
-2771.653 7682060.210-5649.748 31919651.690-8844.706 78228820.691
-12391.411 153547078.901∑ 482307237.525Sd 6944.834
63218.580 3996588802.18749170.006 2417689522.31035121.433 1233515062.40321072.860 444065422.465
-xẍi
( -xẍi)2
-xẍi
( -xẍi)2
-xẍi
( -xẍi)2
7024.287 49340602.496-7024.287 49340602.496
-21072.860 444065422.465-35121.433 1233515062.403-49170.006 2417689522.310-63218.580 3996588802.187
∑ 16282398823.724Sd 40351.455
Kebutuhan Air Menurut Kategori Ukuran Kota
Kategori Ukuran Kota
I Kota Metropolitan 190II Kota Besar 130III Kota Sedang 120IV Kota Kecil 90V Kota Kecamatan 75VI Pedesaan 60
Tingkat Keamanan Air Rumah Tangga Sesuai Kategori Kota (SK SNI Air Bersih)
No Kategori Kota Jumlah Penduduk Sistem
1 Kota Metropolitan > 1.000.000 Non Standar2 Kota Besar 500.000 - 1.000.000 Non Standar3 Kota Sedang 100.000 - 500.000 Non Standar4 Kota Kecil 20.000 - 100.000 Standar BNA5 Kota Kecamatan < 20.000 Standar IKK6 Kota Pusat Pertumbuhan < 3.000 Standar DPP
Kebutuhan Air (lt/orang/hari)
Kebutuhan Air = 130Jumlah penduduk = 26,438 Maka kebutuhan air domestik adalah :
130 x 26438 = 3,436,980.71 = 39.780
Menghitung Kebutuhan Air Non Domestik (Qnd)Qnd = 20% x QdQnd = 0,20 x 3436980,71 = 687,396.14
Tingkat Keamanan Air Rumah Tangga Sesuai Kategori Kota (SK SNI Air Bersih) = 7.956
Menghitung Hidran Umum (Qhu)190 Standar kebutuhan air hidran Umum (Qhu) =170 Jumlah Penduduk = 26,438150 Maka kebutuhan air untuk Hidran umum adalah :130 30 x 26438 = 793,149.39 100 = 9.18030
Menghitung Kebutuhan Air Bersih Rata - rata (Qr)Qr = Qd + QndQr = 3436980,71 + 687396 = 4,124,376.85
= 47.736
Meghitung Kehilangan AirKehilangan Air = 20% x QrKehilangan Air = 0.2 x 4124376,85
=
Total Kebutuhan Air Bersih total (Qtotal)Qtotal = Qd + Qnd + Qhu + Kehilangan Air
= 3436980,71 + 687396,14 + 793149,39 + 824875,37= 5,742,401.61 lt/hari= 66.463 lt/detik
Menghitung Kebutuhan Air Domestik (Qd)
Tingkat Pemakaian Air
lt/orang/harijiwa
lt/harilt/detik
lt/harilt/detik
30 lt/orang/harijiwa
lt/harilt/detik
5 20% 13.293 7 10% 6.646 9 20% 13.293
lt/hari 12 25% 16.616 lt/detik 13 25% 16.616
66.463 d 1.5L 1000
824,875.37 lt/hari C 1109.547 lt/detik dm
2.3 19.939 62.8313.4 13.293 29.6763.6 6.646 8.232
3436980,71 + 687396,14 + 793149,39 + 824875,37 4.5 13.293 29.6766.7 6.646 8.2321.2 66.463 582.771
42.573
19.939 5 20% 8.515 12.772 7 10% 4.257
46.524 9 20% 8.515 29.801 33.231 12 25% 10.643 21.287
13 25% 10.643 42.573
d 1.5L 1000C 100
m dm m6.283 2.3 12.772 27.561 2.7562.968 3.4 8.515 13.018 1.3020.823 3.6 4.257 3.611 0.3612.968 4.5 8.515 13.018 1.3020.823 6.7 4.257 3.611 0.361
58.277 42.573 255.637 25.564
58.021
5 20% 11.604 17.406 7 10% 5.802 9 20% 11.604 40.615
12 25% 14.505 29.011 13 25% 14.505
58.021 d 1.5L 1000C 100
dm m2.3 17.406 48.869 4.8873.4 11.604 23.081 2.3083.6 5.802 6.403 0.6404.5 11.604 23.081 2.3086.7 5.802 6.403 0.6401.2 58.021 453.271 45.327
Data Debit
Tahun DebitTahun Debit (x-x)
2003 33 -17.0002003 33 12 2004 37 -13.0002004 37 11 2005 41 -9.0002005 41 10 2006 46 -4.0002006 46 9 2007 47 -3.0002007 47 8 2008 51 1.0002008 51 6 2009 50 0.0002009 50 7 2010 54 4.0002010 54 5 2011 56 6.0002011 56 4 2012 64 14.0002012 64 1 2013 63 13.0002013 63 2 2014 58 8.0002014 58 3 Jumlah 600.000 0.000
Rata-rata 50.000
n
Gumble tipe 1Cs ≤ 1,1396Ck ≤ 5,4002
Log Pearson Tipe III Cs ≠ 0
Menghitung Koofisien Kepuncakan (Ck) dan Koofisien Kepencengan (Cs)
1
2
n
xxS
3
3
21 Snn
xxnCs
4
42
321 Snnn
xxnCk
Hujan Rancangan dengan Metode Gumble
Urutan Debit289.000 -4913.000 83521.000169.000 -2197.000 28561.000 1 64.0081.000 -729.000 6561.000 2 63.0016.000 -64.000 256.000 3 58.009.000 -27.000 81.000 4 56.001.000 1.000 1.000 5 54.000.000 0.000 0.000 6 51.00
16.000 64.000 256.000 7 50.0036.000 216.000 1296.000 8 47.00196.000 2744.000 38416.000 9 46.00169.000 2197.000 28561.000 10 41.0064.000 512.000 4096.000 11 37.00
1046.000 -2196.000 191606.000 12 33.00Jumlah 600.00
Rata-rata 50.00= 12
Yn = 0.5035Sn = 0.9833
= 9.751
Persamaan Curah Hujan Rancangan
= -0.258
= 3.082
Cs ≤ 1,1396OK, memenuhi Gumble & Log
TR =Ck ≤ 5,4002
Cs ≠ 0
=
Menghitung curah hujan rancangan untuk jangka waktu 12 tahun
Menghitung Koofisien Kepuncakan (Ck) dan Koofisien Kepencengan (Cs)
(x-x)2 (x-x)3 (x-x)4
TR
TRYt
1lnln
12
112lnln
t12. Y9,91745,007 rD
)442,2(9,91745,007
4
42
321 Snnn
xxnCk
nntrancangan S
SYYXD )(
=
Hujan Rancangan dengan Metode Gumble Hujan Rancangan dengan Metode Log Pearson III
TR (tahun) Urutan
100.00 1.000 64.00 4096.00 1200.00 0.500 63.00 3969.00 2300.00 0.333 58.00 3364.00 3400.00 0.250 56.00 3136.00 4500.00 0.200 54.00 2916.00 5600.00 0.167 51.00 2601.00 6700.00 0.143 50.00 2500.00 7800.00 0.125 47.00 2209.00 8900.00 0.111 46.00 2116.00 9
1000.00 0.100 41.00 1681.00 101100.00 0.091 37.00 1369.00 111200.00 0.083 33.00 1089.00 127800.00 3.103 600.00 31046.00
S 9.751
Persamaan Curah Hujan Rancangan
1.11111111 tahun
-0.8340324
Menghitung curah hujan rancangan untuk jangka waktu 12 tahun
45.0079.917
Pterjadi (%) X - Xrata-rata (X - Xrata-rata)2
TR
TRYt
1lnln
12
112lnln
t12. Y9,91745,007 rD
)442,2(9,91745,007
nntrancangan S
SYYXD )(
0.9833
9.7510.5035)(Y50,00 t
9170.5035)x9,(Y50,00 t
9170.5035)x9,(Y50,00 t
tY9,91745,007
36.7359002 mm/hari
Hujan Rancangan dengan Metode Log Pearson III
Debit P Log D
64.00 7.692 1.8062 0.115 0.0133 0.001563.00 15.385 1.7993 0.108 0.0118 0.001358.00 23.077 1.7634 0.073 0.0053 0.000456.00 30.769 1.7482 0.057 0.0033 0.000254.00 38.462 1.7324 0.042 0.0017 0.000151.00 46.154 1.7076 0.017 0.0003 0.000050.00 53.846 1.6990 0.008 0.0001 0.000047.00 61.538 1.6721 -0.019 0.0004 0.000046.00 69.231 1.6628 -0.028 0.0008 0.000041.00 76.923 1.6128 -0.078 0.0061 -0.000537.00 84.615 1.5682 -0.123 0.0150 -0.001833.00 92.308 1.5185 -0.172 0.0297 -0.0051
Log D 1.6909 Jumlah 0.0877 -0.0040S 0.0893Cs -0.6154
G -1.2log D rancangan = 1.5837358
Drancangan 38.347387
Log D - Log D (Log D - Log D)2 (Log D - Log D)3
Metode tahun Dasar Perencanaan
m tahun
1 2003 332 2004 373 2005 414 2006 465 2007 476 2009 507 2008 518 2010 549 2011 56
10 2014 5811 2013 6312 2012 64
Qrerata Debit andalan (Q90)
1
%90100
%10090
nQ
110
12
20,200.37
NoPipa Elevasi
ΔH (m) Sloopawal akhir awal akhir
Pipa Primer1 R 1 204.285 202.795 1.490 473.255 0.003 122948.727
12
28
17
8.8
46
6.653
66
.46
3
473.257 0.003 1.2172 1 2 202.795 201.072 1.723 284.329 0.006 59051.952 3.196 284.334 0.006 1.8413 2 3 201.072 200.412 0.659 88.989 0.007 21439.294 1.160 88.991 0.007 2.8204 2 18 201.072 200.085 0.987 127.204 0.008 7264.179 0.393 127.208 0.008 4.2955 3 4 200.412 199.920 0.493 92.299 0.005 19434.374 1.052 92.300 0.005 2.7366 3 17 200.412 197.926 2.486 402.906 0.006 35518.003 1.922 402.914 0.006 2.2417 4 5 199.920 198.788 1.132 277.340 0.004 40850.773 2.211 277.342 0.004 1.9528 5 6 198.788 197.588 1.199 245.150 0.005 39289.567 2.126 245.153 0.005 2.0579 6 7 197.588 196.589 0.999 176.760 0.006 11584.485 0.627 176.763 0.006 3.37110 7 8 196.589 196.559 0.030 19.608 0.002 553.300 0.030 19.608 0.002 8.17611 7 16 196.589 196.418 0.171 213.697 0.001 40715.745 2.203 213.697 0.001 1.39912 8 9 196.559 195.628 0.932 119.125 0.008 7195.395 0.389 119.129 0.008 4.31813 8 17 196.559 197.926 -1.367 333.116 -0.004 48989.732 2.651 333.119 -0.004 1.82414 9 10 195.628 195.183 0.445 113.581 0.004 4197.063 0.227 113.582 0.004 4.59815 10 11 195.183 194.831 0.352 71.543 0.005 7958.850 0.431 71.544 0.005 3.77716 11 12 194.831 194.032 0.800 177.025 0.005 36165.076 1.957 177.027 0.005 2.08817 12 13 194.032 191.832 2.200 279.413 0.008 24539.859 1.328 279.422 0.008 2.71218 13 14 191.832 192.583 -0.751 97.629 -0.008 22223.766 1.203 97.632 -0.008 2.80319 14 15 192.583 193.227 -0.643 213.244 -0.003 63424.007 3.432 213.245 -0.003 1.55220 15 16 193.227 196.418 -3.191 421.204 -0.008 53454.209 2.893 421.216 -0.008 2.001
Pipa Sekunder1 4 B 199.920 198.005 1.915 258.143 0.007 32392.931
12
28
17
8.8
46
1.753
66
.46
3
258.150 0.007 2.4112 6 C 197.588 198.314 -0.726 146.273 -0.005 27208.055 1.472 146.275 -0.005 2.3723 6 D 197.588 197.409 0.179 37.235 0.005 2413.008 0.131 37.235 0.005 5.9224 9 I 195.628 196.358 -0.730 149.224 -0.005 28908.766 1.564 149.226 -0.005 2.3115 10 K 195.183 195.605 -0.422 75.182 -0.006 31737.878 1.717 75.183 -0.006 2.2946 11 H 194.831 194.448 0.383 112.754 0.003 11149.732 0.603 112.755 0.003 3.0817 12 N 194.032 192.614 1.417 216.240 0.007 47166.463 2.552 216.245 0.007 2.0378 13 J 191.832 190.377 1.455 337.307 0.004 76306.244 4.129 337.310 0.004 1.5579 14 F 192.583 194.690 -2.106 321.253 -0.007 29710.256 1.608 321.260 -0.007 2.42910 16 E 196.418 194.159 2.258 368.778 0.006 58571.428 3.170 368.785 0.006 1.85011 17 L 197.926 197.606 0.320 140.747 0.002 68529.322 3.708 140.747 0.002 1.42212 18 A 200.085 199.181 0.904 157.514 0.006 9460.092 0.512 157.517 0.006 3.65213 18 M 200.085 200.314 -0.229 420.088 -0.001 137826.316 7.458 420.088 -0.001 0.813
L horizontal
(m)
Luas Seluruhnya
(m2)
Luas Petak Daerah Aliran
(m2)
Debit (lt/dt)
Debit Total (lt/dt)
L rancanganGradien
Hidrolik (i)
Diameter Pipa (dm)
NoPipa Elevasi
ΔH (m)awal akhir awal akhir
Pipa Primer1 R 1 204.285 202.798 1.487 473.2552 1 2 202.798 201.072 1.726 284.3293 2 3 201.072 200.413 0.659 88.9894 2 5 201.072 200.424 0.647 169.8325 3 4 200.413 199.920 0.493 92.2996 3 7 200.413 199.978 0.435 402.9067 4 12 199.920 196.559 3.361 699.3108 5 6 200.424 201.481 -1.057 570.5969 7 8 199.978 197.548 2.429 73.593
10 8 9 197.548 196.968 0.580 119.49611 9 10 196.968 196.739 0.230 69.46712 10 11 196.739 195.926 0.812 119.05313 10 12 196.739 196.559 0.180 90.16814 11 14 195.926 194.831 1.095 265.52315 12 13 196.559 196.181 0.378 163.60016 13 18 196.181 195.900 0.282 281.04117 14 15 194.831 194.033 0.799 177.02518 15 16 194.033 191.780 2.253 279.41319 16 17 191.780 190.390 1.390 334.95020 18 19 195.900 197.313 -1.414 430.459
Pipa Sekunder1 1 A 202.798 203.930 -1.132 226.9392 4 B 199.920 198.000 1.920 258.1453 5 C 200.424 199.214 1.211 217.4924 7 D 199.978 198.033 1.944 195.1765 8 E 197.548 197.064 0.485 163.5446 9 F 196.968 198.300 -1.332 217.8957 11 G 195.926 196.358 -0.432 76.5618 11 H 195.926 195.630 0.297 72.6649 13 I 196.181 194.650 1.531 224.462
10 14 J 194.831 194.448 0.383 112.75411 15 K 194.033 192.614 1.418 216.24012 16 L 191.780 193.181 -1.401 227.68413 18 M 195.900 193.622 2.277 248.976
Nilai kecepatan yang terhitung memenuhi nilai kecepatan yang diijinkan yaitu 0.3 - 3 m/dt
5
L horizontal
(m)
7.862R 1 2
66.463 61.039 54.892 45.7503
Sloop
Pipa Primer473.257 0.003 100282.104
12
28
77
2.3
68
5.424284.334 0.006 54676.712 2.957
88.991 0.007 23665.160 1.280169.833 0.004 11577.343 0.626
92.300 0.005 17967.627 0.972402.906 0.001 40220.123 2.175699.318 0.005 79677.530 4.310570.597 -0.002 110765.096 5.991
73.633 0.033 4812.467 0.260119.497 0.005 18285.631 0.989
69.467 0.003 5462.290 0.295119.056 0.007 4464.775 0.241
90.168 0.002 12397.189 0.671265.525 0.004 38397.807 2.077163.600 0.002 21741.032 1.176281.041 0.001 28617.237 1.548177.027 0.005 33931.508 1.835279.422 0.008 45523.985 2.462334.953 0.004 85006.568 4.598430.461 -0.003 61189.811 3.310
Pipa Sekunder226.942 -0.005 58972.214
12
28
77
2.3
68
3.190258.152 0.007 27814.628 1.504217.495 0.006 23002.956 1.244195.186 0.010 34962.220 1.891163.545 0.003 22206.170 1.201217.899 -0.006 31704.281 1.715
76.562 -0.006 11062.018 0.59872.665 0.004 10753.767 0.582
224.467 0.007 36455.867 1.972112.755 0.003 15055.412 0.814216.245 0.007 33344.142 1.804227.688 -0.006 84116.985 4.550248.986 0.009 40659.713 2.199
Nilai kecepatan yang terhitung memenuhi nilai kecepatan yang diijinkan yaitu 0.3 - 3 m/dt
5 6
L rancangan
Luas Petak Daerah Aliran
(m2)
Luas Seluruhnya
(m2)
Debit (lt/dt)
7.862 5.991
45.750 6.786 4.3103 4
36.789 34.6377 8
Pipa Primer
66
.46
3
61.039 0.003 0.524 5.240 2.06354.892 0.006 0.625 6.245 2.45945.750 0.007 0.697 6.971 2.7447.862 0.004 1.188 11.883 4.6786.786 0.005 1.347 13.467 5.302
36.789 0.001 0.510 5.101 2.0084.310 0.005 1.566 15.663 6.1675.991 -0.002 1.136 11.361 4.473
34.637 0.033 1.053 10.532 4.14732.447 0.005 0.728 7.284 2.86830.437 0.003 0.690 6.898 2.71619.320 0.007 0.951 9.514 3.74610.875 0.002 0.920 9.197 3.62116.063 0.004 0.920 9.204 3.62410.205 0.002 0.971 9.708 3.8227.057 0.001 0.941 9.412 3.705
13.414 0.005 1.004 10.041 3.9539.148 0.008 1.308 13.083 5.1514.598 0.004 1.483 14.828 5.8383.310 -0.003 1.602 16.015 6.305
Pipa Sekunder
66
.46
3
3.190 -0.005 1.770 17.697 6.9671.504 0.007 2.556 25.563 10.0641.244 0.006 2.589 25.890 10.1931.891 0.010 2.488 24.883 9.7961.201 0.003 2.305 23.053 9.0761.715 -0.006 2.336 23.361 9.1970.598 -0.006 3.429 34.294 13.5010.582 0.004 3.244 32.444 12.7731.972 0.007 2.266 22.658 8.9210.814 0.003 2.748 27.484 10.8201.804 0.007 2.325 23.251 9.1544.550 -0.006 1.614 16.141 6.3552.199 0.009 2.309 23.086 9.089
Debit Total (lt/dt)
Debit (lt/dt)
Gradien Hidrolik (i)
Diameter Pipa (dm)
Diameter Pipa (cm)
Diameter Pipa
(inch)
4.31012
32.447 30.437 10.8758 9 10
19.32011
Pipa Primer1.000 2.540 0.254 21.355 2.13551.000 2.540 0.254 11.643 1.16431.000 2.540 0.254 5.039 0.50391.000 2.540 0.254 2.465 0.24651.000 2.540 0.254 3.826 0.38261.000 2.540 0.254 8.565 0.85651.000 2.540 0.254 16.967 1.69671.000 2.540 0.254 23.587 2.35870.500 0.635 0.064 4.099 0.40990.500 0.635 0.064 15.576 1.55761.000 2.540 0.254 1.163 0.11630.500 0.635 0.064 3.803 0.38031.000 2.540 0.254 2.640 0.26400.500 0.635 0.064 32.707 3.27071.000 2.540 0.254 4.630 0.46301.000 2.540 0.254 6.094 0.60941.000 2.540 0.254 7.226 0.72261.000 2.540 0.254 9.694 0.96941.000 2.540 0.254 18.102 1.81021.000 2.540 0.254 13.030 1.3030
Pipa Sekunder1.000 2.540 0.254 12.558 1.25581.000 2.540 0.254 5.923 0.59231.000 2.540 0.254 4.898 0.48981.000 2.540 0.254 7.445 0.74451.000 2.540 0.254 4.729 0.47291.000 2.540 0.254 6.751 0.67511.000 2.540 0.254 2.356 0.23561.000 2.540 0.254 2.290 0.22901.000 2.540 0.254 7.763 0.77631.000 2.540 0.254 3.206 0.32061.000 2.540 0.254 7.101 0.71011.000 2.540 0.254 17.913 1.79131.000 2.540 0.254 8.658 0.8658
Diameter Pipa Rancangan
(inch)
Luas Penampang Pipa Rancangan
(cm)
Luas Penampang Pipa Rancangan
(dm)
Kecepatan Aliran Air (dm/dt)
Kecepatan Aliran Air
(m/dt)
12 13 1810.875 10.205 7.057
19.320 16.063 13.41411 14 15
Saluran Elevasi Luas Area KeseluruhanR 204.285 Debit total1 202.7982 201.0723 200.4134 199.9205 200.4246 201.4817 199.9788 197.5489 196.968
10 196.73911 195.92612 196.55913 196.18114 194.83115 194.03316 191.78017 190.39018 195.90019 197.313A 203.930B 198C 199.214D 198.033E 197.064F 198.300G 196.358H 195.630I 194.650J 194.448K 192.614L 193.181M 193.622
18 193.310
9.148 0.00015 16 17
Saluran
Luas Area Keseluruhan ###Debit total 66.463 1 13 ke J
2 12 ke 133 12 ke N4 11 ke 125 11 ke H6 10 ke 11789
101112131415161718192021222324252627282930313233343536373839404142
4344
#REF! #REF!13 ke J #REF!
12 ke 13 dan #REF!
11 ke 12 dan #VALUE!
Debit (lt/dt)
Saluran Sebelumny
a
Debit Komulatif (lt/dt)
Debit Daerah
NoSaluran Pipa Elevasi
ΔH (m)awal akhir awal akhir
Pipa Primer1 R 1 204.285 202.798 1.487 473.2552 1 2 202.798 201.072 1.726 284.3293 2 3 201.072 200.413 0.659 88.9894 2 5 201.072 200.424 0.647 169.8325 3 4 200.413 199.920 0.493 92.2996 3 7 200.413 197.978 2.435 402.9067 4 12 199.920 196.559 3.361 699.3108 5 6 200.424 201.481 -1.057 570.5969 7 8 197.978 197.548 0.429 73.593
10 8 9 197.548 196.968 0.580 119.49611 9 10 196.968 196.739 0.230 69.46712 10 11 196.739 195.926 0.812 119.05313 10 12 196.739 196.559 0.180 90.16814 11 14 195.926 194.831 1.095 265.52315 12 13 196.559 196.181 0.378 163.60016 13 18 196.181 195.900 0.282 281.04117 14 15 194.831 194.033 0.799 177.02518 15 16 194.033 191.780 2.253 279.41319 16 17 191.780 190.390 1.390 334.95020 18 19 195.900 197.313 -1.414 430.459
Pipa Sekunder1 1 A 202.798 203.930 -1.132 226.9392 4 B 199.920 198.000 1.920 258.1453 5 C 200.424 199.214 1.211 217.4924 7 D 197.978 198.033 -0.056 195.1765 8 E 197.548 197.064 0.485 163.5446 9 F 196.968 198.300 -1.332 217.8957 11 G 195.926 196.358 -0.432 76.5618 11 H 195.926 195.630 0.297 72.6649 13 I 196.181 194.650 1.531 224.462
10 14 J 194.831 194.448 0.383 112.75411 15 K 194.033 192.614 1.418 216.24012 16 L 191.780 193.181 -1.401 227.68413 18 M 195.900 193.622 2.277 248.976
Nilai kecepatan yang terhitung memenuhi nilai kecepatan yang diijinkan yaitu 0.3 - 3 m/dt
57.235
R 1 266.463 57.849 47.030
L horizontal
(m)
3
Sloop
473.257 0.003 100282.104
12
28
77
2.3
68
5.424284.334 0.006 54676.712 2.957
88.991 0.007 23665.160 1.280169.833 0.004 11577.343 0.626
92.300 0.005 17967.627 0.972402.913 0.006 40220.123 2.175699.318 0.005 79677.530 4.310570.597 -0.002 110765.096 5.991
73.594 0.006 4812.467 0.260119.497 0.005 18285.631 0.989
69.467 0.003 5462.290 0.295119.056 0.007 4464.775 0.241
90.168 0.002 12397.189 0.671265.525 0.004 38397.807 2.077163.600 0.002 21741.032 1.176281.041 0.001 28617.237 1.548177.027 0.005 33931.508 1.835279.422 0.008 45523.985 2.462334.953 0.004 85006.568 4.598430.461 -0.003 61189.811 3.310
Pipa Sekunder226.942 -0.005 58972.214
12
28
77
2.3
68
3.190258.152 0.007 27814.628 1.504217.495 0.006 23002.956 1.244195.176 0.000 34962.220 1.891163.545 0.003 22206.170 1.201217.899 -0.006 31704.281 1.715
76.562 -0.006 11062.018 0.59872.665 0.004 10753.767 0.582
224.467 0.007 36455.867 1.972112.755 0.003 15055.412 0.814216.245 0.007 33344.142 1.804227.688 -0.006 84116.985 4.550248.986 0.009 40659.713 2.199
Nilai kecepatan yang terhitung memenuhi nilai kecepatan yang diijinkan yaitu 0.3 - 3 m/dt
5 65.991
22.875 20.399
L rancangan
Luas Petak Daerah Aliran
(m2)
Luas Seluruhnya
(m2)
Debit Area (lt/dt)
3 422.875 18.809 17.347
7 8
Tabel Debit Komlatif
Saluran Pipa
awal akhir
66
.46
3
R 1 5.4241 2 2.9572 3 1.2802 5 0.6263 4 0.9723 7 2.1754 12 4.3105 6 5.9917 8 0.2608 9 0.9899 10 0.295
10 11 0.24110 12 0.67111 14 2.07712 13 1.17613 18 1.54814 15 1.83515 16 2.46216 17 4.59818 19 3.310
Pipa Sekunder 1 A 3.190
66
.46
3
4 B 1.5045 C 1.2447 D 1.8918 E 1.2019 F 1.715
11 G 0.59811 H 0.58213 I 1.97214 J 0.81415 K 1.80416 L 4.55018 M 2.199
20.399
Debit Total (lt/dt) Debit Area
(lt/dt)
1217.347 14.643 5.884
8 9 1019.562
11
### 0.003 0.507 5.073 1.997### 0.006 0.612 6.122 2.410### 0.007 0.690 6.898 2.7167.235 0.004 1.226 12.264 4.828### 0.005 0.848 8.484 3.340### 0.006 0.870 8.703 3.426### 0.005 0.867 8.673 3.4155.991 ### 1.136 11.361 4.473### 0.006 0.931 9.308 3.665### 0.005 0.924 9.242 3.639### 0.003 0.911 9.110 3.587### 0.007 0.947 9.470 3.7285.884 0.002 1.162 11.616 4.573### 0.004 0.879 8.788 3.4609.029 0.002 1.017 10.171 4.0045.509 0.001 1.034 10.341 4.071### 0.005 0.956 9.563 3.765### 0.008 1.195 11.950 4.7054.598 0.004 1.483 14.828 5.8383.310 ### 1.602 16.015 6.305
3.190 ### 1.770 17.697 6.9671.504 0.007 2.556 25.563 10.0641.244 0.006 2.589 25.890 10.1931.891 0.000 #VALUE! #VALUE!1.201 0.003 2.305 23.053 9.0761.715 ### 2.336 23.361 9.1970.598 ### 3.429 34.294 13.5010.582 0.004 3.244 32.444 12.7731.972 0.007 2.266 22.658 8.9210.814 0.003 2.748 27.484 10.8201.804 0.007 2.325 23.251 9.1544.550 ### 1.614 16.141 6.3552.199 0.009 2.309 23.086 9.089
Debit (lt/dt
)
Gradien
Hidrolik (i)
Diameter Pipa (dm)
Diameter Pipa (cm)
Diameter Pipa (inch)
n =kst =
Tabel Dimensi Pipa
Saluran Pipa SebelumnyaSaluran Pipa
awal66.463 R57.849 147.030 2
7.235 222.875 322.875 320.399 4
5.991 518.809 717.347 814.643 919.562 10
5.884 1018.140 11
9.029 125.509 13
15.249 1411.610 15
4.598 163.310 183.190 11.504 41.244 51.891 71.201 81.715 90.598 110.582 111.972 130.814 141.804 154.550 162.199 18
Debit Komulatif (lt/dt)
12 13 189.029 5.509 3.310
18.140 15.249 11.61011 14 15
Diameter Pipa Rancangan (inch)
1.000 2.540 0.254 ### 2.13551.000 2.540 0.254 ### 1.16431.000 2.540 0.254 5.039 0.50391.000 2.540 0.254 2.465 0.24651.000 2.540 0.254 3.826 0.38261.000 2.540 0.254 8.565 0.85651.000 2.540 0.254 ### 1.69671.000 2.540 0.254 ### 2.35870.500 0.635 0.064 4.099 0.40990.500 0.635 0.064 ### 1.55761.000 2.540 0.254 1.163 0.11630.500 0.635 0.064 3.803 0.38031.000 2.540 0.254 2.640 0.26400.500 0.635 0.064 ### 3.27071.000 2.540 0.254 4.630 0.46301.000 2.540 0.254 6.094 0.60941.000 2.540 0.254 7.226 0.72261.000 2.540 0.254 9.694 0.96941.000 2.540 0.254 ### 1.81021.000 2.540 0.254 ### 1.3030
1.000 2.540 0.254 ### 1.25581.000 2.540 0.254 5.923 0.59231.000 2.540 0.254 4.898 0.48981.000 2.540 0.254 7.445 0.74451.000 2.540 0.254 4.729 0.47291.000 2.540 0.254 6.751 0.67511.000 2.540 0.254 2.356 0.23561.000 2.540 0.254 2.290 0.22901.000 2.540 0.254 7.763 0.77631.000 2.540 0.254 3.206 0.32061.000 2.540 0.254 7.101 0.71011.000 2.540 0.254 ### 1.79131.000 2.540 0.254 8.658 0.8658
Luas Penampang Pipa Rancangan
(cm)
ng Pipa Ranc
n Aliran Air
Kecepatan Aliran
Air (m/dt)
0.01376.923077
Tabel Dimensi Pipa
Saluran PipaKeterangan
akhir1 66.463 0.066 0.40 0.52916387 BENAR 15.7482 57.849 0.058 0.40 0.4605819 BENAR 15.7483 47.030 0.047 0.40 0.37444351 BENAR 15.7485 7.235 0.007 0.15 0.4096459 BENAR 5.9064 22.875 0.023 0.30 0.32377977 BENAR 11.8117 22.875 0.023 0.30 0.32377977 BENAR 11.811
12 20.399 0.020 0.25 0.41577024 BENAR 9.8436 5.991 0.006 0.15 0.33920257 BENAR 5.9068 18.809 0.019 0.20 0.59899708 BENAR 7.8749 17.347 0.017 0.20 0.55245539 BENAR 7.874
10 14.643 0.015 0.20 0.46634389 BENAR 7.87411 19.562 0.020 0.23 0.47106397 BENAR 9.05512 5.884 0.006 0.15 0.33316008 BENAR 5.90614 18.140 0.018 0.20 0.57771181 BENAR 7.87413 9.029 0.009 0.15 0.51117714 BENAR 5.90618 5.509 0.006 0.15 0.31189988 BENAR 5.90615 15.249 0.015 0.20 0.4856345 BENAR 7.87416 11.610 0.012 0.16 0.57772967 BENAR 6.29917 4.598 0.005 0.10 0.58572156 BENAR 3.93719 3.310 0.003 0.10 0.42161673 BENAR 3.937A 3.190 0.003 0.10 0.4063368 BENAR 3.937B 1.504 0.002 0.07 0.39112529 BENAR 2.756C 1.244 0.001 0.07 0.32346426 BENAR 2.756D 1.891 0.002 0.07 0.4916337 BENAR 2.756E 1.201 0.001 0.07 0.31225997 BENAR 2.756F 1.715 0.002 0.07 0.44582103 BENAR 2.756G 0.598 0.001 0.05 0.30488291 BENAR 1.969H 0.582 0.001 0.04 0.46310489 BENAR 1.575I 1.972 0.002 0.07 0.51263715 BENAR 2.756J 0.814 0.001 0.05 0.41494579 BENAR 1.969K 1.804 0.002 0.07 0.46888052 BENAR 2.756L 4.550 0.005 0.10 0.57959206 BENAR 3.937M 2.199 0.002 0.07 0.57175103 BENAR 2.756
Debit Komulatif
(lt/dt)
Debit Komulatif
(m3/dt)
Dimensi (m)
Kecepatan (m/s)
Dimensi (inci)
193.310
11.610 4.59816 17
Luas Area KeseluruhanDebit total
Pipa PVC C = 150Hilang Tinggi Tekan
Saluran PipaC
awal akhir16 40.64 R 1 0.066 15016 40.64 1 2 0.058 15016 40.64 2 3 0.047 150
6 15.24 3 4 0.023 15012 30.48 3 7 0.023 15012 30.48 4 12 0.020 15010 25.40 7 8 0.019 150
6 15.24 8 9 0.017 1508 20.32 9 10 0.015 1508 20.32 10 11 0.020 1508 20.32 10 12 0.006 150
10 25.40 11 14 0.018 1506 15.24 12 13 0.009 1508 20.32 14 15 0.015 1506 15.24 15 16 0.012 1506 15.24 16 17 0.005 1508 20.327 17.784 10.164 10.164 10.163 7.623 7.623 7.623 7.623 7.622 5.082 5.083 7.622 5.083 7.624 10.163 7.62
Dimensi di pasaran
(inci)Q (m3/dt)
Luas Area Keseluruhan ###Debit total 66.463
Hilang Tinggi Tekan
D (m) L (m) Hf (m)Saluran Pipa
awal akhir0.400 473.257 2.724 Kiri0.400 284.334 1.424 3 70.400 88.991 0.362 7 100.300 92.300 0.7410.300 402.913 3.236 kanan0.250 699.318 12.159 3 12
0.20 73.594 3.494 12 100.20 119.497 5.2330.20 69.467 2.5680.23 119.056 2.9780.15 90.168 5.4300.20 265.525 12.1590.15 163.600 15.1160.20 177.027 6.8140.16 279.422 24.2520.10 334.953 113.331
1
2
3
4
Hilang Tinggi Tekan
Q (lt/dt) h/1000 h (ft) h/ Q ΔQ
Kiri1321.556 12 22.875 356.8506 0.34 0.449 0.020 -4
861.194 8 55.606 867.451 10 8.612 0.155 -4h kiri= 9.061 0.175
kanan2596.508 10 44.778 698.5404 2.45 6.361 0.142 4
295.752 6 5.884 91.79726 0.8 0.237 0.040 4h kanan= 6.598 0.182
3.731792
Panjang (ft)
Dimensi (inci)
Q (gal/mnt)
Saluran
Q1 (lt/dt) h/1000 h (ft) h/ Q ΔQ R1
Kiri 219.143 298.635 0.24 0.317 0.017 0 351.606 805.051 8.7 7.492 0.145 0 4
h kiri= 7.810 0.162 5kanan 6
48.778 760.940 2.7 7.011 0.144 0 79.884 154.197 2 0.592 0.060 0 8
h kanan= 7.602 0.204 910111213141516171819ABCDEFGHIJKLM
Q1 (gal/mnt)
Elevasi tanah
204.285202.798201.072200.413199.920200.424201.481197.978197.548196.968196.739195.926196.559196.181194.831194.033191.780190.390195.900197.313203.930
198199.214198.033197.064198.300196.358195.630194.650194.448192.614193.181193.622
Elevasi Saluran Dasar
Urugan
Elevasi Atas Pipa
Elevasi Dasar Pipa
Elevasi Dasar Galian
0.50.1
Saluran Pipa ElevasiDimensi
As Pipa
awal akhir awal akhir awal akhirR 1 204.285 202.798 0.4064 203.482 201.9941 2 202.798 201.072 0.4064 201.994 200.2682 3 201.072 200.413 0.4064 200.268 199.6102 5 201.072 200.424 0.1524 200.268 199.6213 4 200.413 199.920 0.3048 199.610 199.1173 7 200.413 197.978 0.3048 199.610 197.1754 12 199.920 196.559 0.2540 199.117 195.7565 6 200.424 201.481 0.1524 199.621 200.6787 8 197.978 197.548 0.2032 197.175 196.7458 9 197.548 196.968 0.2032 196.745 196.1659 10 196.968 196.739 0.2032 196.165 195.936
10 11 196.739 195.926 0.2540 195.936 195.12310 12 196.739 196.559 0.1524 195.936 195.75611 14 195.926 194.831 0.2032 195.123 194.02812 13 196.559 196.181 0.1524 195.756 195.37813 18 196.181 195.900 0.1524 195.378 195.09614 15 194.831 194.033 0.2032 194.028 193.22915 16 194.033 191.780 0.1778 193.229 190.97716 17 191.780 190.390 0.1016 190.977 189.58718 19 195.900 197.313 0.1016 195.096 196.5101 A 202.798 203.930 0.1016 201.994 203.1274 B 199.920 198.000 0.0762 199.117 197.1975 C 200.424 199.214 0.0762 199.621 198.4107 D 197.978 198.033 0.0762 197.175 197.2308 E 197.548 197.064 0.0762 196.745 196.2609 F 196.968 198.300 0.0762 196.165 197.497
11 G 195.926 196.358 0.0508 195.123 195.55511 H 195.926 195.630 0.0508 195.123 194.82613 I 196.181 194.650 0.0762 195.378 193.84714 J 194.831 194.448 0.0508 194.028 193.64515 K 194.033 192.614 0.0762 193.229 191.81116 L 191.780 193.181 0.1016 190.977 192.37718 M 195.900 193.622 0.0762 195.096 192.819
Elevasi Atas Pipa Elevasi Dasar Pipa
awal akhir awal akhir awal akhir awal akhir203.785 202.298 203.685 202.198 203.279 201.791 203.179 201.691202.298 200.572 202.198 200.472 201.791 200.065 201.691 199.965200.572 199.913 200.472 199.813 200.065 199.406 199.965 199.306200.445 199.797 200.345 199.697 200.192 199.545 200.092 199.445199.862 199.369 199.762 199.269 199.457 198.964 199.357 198.864199.862 197.427 199.762 197.327 199.457 197.022 199.357 196.922199.344 195.983 199.244 195.883 198.990 195.629 198.890 195.529199.797 200.854 199.697 200.754 199.545 200.601 199.445 200.501197.376 196.947 197.276 196.847 197.073 196.644 196.973 196.544196.947 196.367 196.847 196.267 196.644 196.064 196.544 195.964196.367 196.137 196.267 196.037 196.064 195.834 195.964 195.734196.163 195.350 196.063 195.250 195.809 194.996 195.709 194.896196.112 195.932 196.012 195.832 195.859 195.680 195.759 195.580195.325 194.230 195.225 194.130 195.022 193.926 194.922 193.826195.932 195.554 195.832 195.454 195.680 195.302 195.580 195.202195.554 195.273 195.454 195.173 195.302 195.020 195.202 194.920194.230 193.431 194.130 193.331 193.926 193.128 193.826 193.028193.418 191.166 193.318 191.066 193.140 190.888 193.040 190.788191.128 189.738 191.028 189.638 190.926 189.536 190.826 189.436195.247 196.661 195.147 196.561 195.046 196.459 194.946 196.359202.145 203.278 202.045 203.178 201.944 203.076 201.844 202.976199.255 197.335 199.155 197.235 199.079 197.159 198.979 197.059199.759 198.548 199.659 198.448 199.583 198.372 199.483 198.272197.313 197.368 197.213 197.268 197.136 197.192 197.036 197.092196.883 196.399 196.783 196.299 196.707 196.222 196.607 196.122196.303 197.635 196.203 197.535 196.127 197.459 196.027 197.359195.249 195.681 195.149 195.581 195.098 195.530 194.998 195.430195.249 194.952 195.149 194.852 195.098 194.801 194.998 194.701195.516 193.985 195.416 193.885 195.340 193.809 195.240 193.709194.153 193.770 194.053 193.670 194.003 193.620 193.903 193.520193.367 191.949 193.267 191.849 193.191 191.773 193.091 191.673191.128 192.528 191.028 192.428 190.926 192.327 190.826 192.227195.234 192.957 195.134 192.857 195.058 192.781 194.958 192.681
Elevasi Saluran Dasar Urugan
Elevasi Dasar Galian
