hec hms tutorial
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Pemodelan Hidrologi dengan Model Hec HMS
Umboro Lasminto & Mahendra Andiek
Daerah Aliran Sungai Lamong memiliki luas kurang lebih 720 km2 dengan berbagai
macam tipikal lahan yang menjadi penyusunnya. Pada contoh ini akan dilakukan
pemodelan hidrologi dengan menggunakan model Hec HMS. Adapun DAS Kali
Lamong akan dibagi menjadi 11 sub DAS dengan luasan dan tata guna lahan yang
bervariasi.
Data yang diperoleh dari lapangan adalah sebagai berikut :
1. Data curah hujan
Gambar. DAS Kali Lamong
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2. Luas Sub DAS, harga CN dan % impervious
No Luas Sub DAS CN %
impervious
% kemiringan
rata-rata lahan
1 100.8 74 0 30
2 108 74 0 28
3 50.4 79 0 18
4 72 74 70 20
5 144 84 90 11
6 57.6 74 85 9
7 36 74 70 8
8 61.2 88 95 2
9 57.6 79 70 3
10 36 79 85 1
11 28.8 74 85 1
3. Menghitung Time Lag pada masing-masing Sub DAS dan sungai.
5.0
7.08.0
*1900
)1(*
Y
SLtL
Kala Ulang
(Th) 1 2 3 4 5 6
1.1 27 40 73 46 40 68
2 54 65 96 77 66 86
5 78 88 118 106 89 103
10 95 104 132 125 105 114
20 110 119 146 143 119 124
50 130 138 163 167 139 138
100 146 152 177 185 153 148
Keterangan
1 Hilir pertemuan K.Lamong-K.Jublang
2 Hilir pertemuan K.Lamong-K.Gondang
3 Hilir pertemuan K.Lamong-K.Cermenlerek
4 Hilir pertemuan K.Lamong-K.Menganti
5 Kuala K.Iker-iker
6 Bendung Karet K.Lamong I
Titik Tinjau Curah Hujan Rencana
Tabel 4. Curah Hujan Rencana Pada Masing-masing Titik Tinjau
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dimana :
L = panjang over land flow (ft)
S = retensi maksimum (inchi)
S = 1000/CN – 10
CN = Curve Number, yang berisi pengaruh dari tanah, tata guna lahan, kondisi
hidrologi dan soil moisture.
a. Sub DAS 1
A = 100.8 km2 = 100800000 m
2
CN = 74
L = 41.2 km = 41200 m
514.31074
100010
1000
CNS
Panjang dari overland flow 41200*2
100800000
2
L
ALo = 1223.3 m = 4012.42 ft
5.0
7.08.0
5.0
7.08.0
3.0*1900
1514.3*42.4012
*1900
)1(*
Y
SLtL =2.11 jam
b. Sub DAS 2
A = 108 km2 = 108000000 m
2
CN = 74
L = 41.2 km = 41200 m
514.31074
100010
1000
CNS
Panjang dari overland flow 41200*2
108000000
2
L
ALo = 1310.7 m = 4299.096 ft
5.0
7.08.0
5.0
7.08.0
28.0*1900
1514.3*096.4299
*1900
)1(*
Y
SLtL =2.30 jam
c. Sub DAS 3
A = 50.4 km2 = 50400000 m
2
CN = 79
L = 25.75 km = 25750 m
658.21079
100010
1000
CNS
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Panjang dari overland flow 25750*2
50400000
2
L
ALo = 978.64 m = 3209.94 ft
5.0
7.08.0
5.0
7.08.0
18.0*1900
1658.2*94.3209
*1900
)1(*
Y
SLtL =1.96 jam
d. Sub DAS 4
A = 72 km2 = 72000000 m
2
CN = 74
L = 27 km = 27000 m
514.31074
100010
1000
CNS
Panjang dari overland flow 27000*2
72000000
2
L
ALo = 1333.33 m = 4373.33 ft
5.0
7.08.0
5.0
7.08.0
20.0*1900
1514.3*33.4373
*1900
)1(*
Y
SLtL =2.76 jam
e. Sub DAS 5
A = 144 km2 = 144000000 m
2
CN = 84
L = 30 km = 30000 m
905.11084
100010
1000
CNS
Panjang dari overland flow 30000*2
144000000
2
L
ALo = 2400 m = 7872 ft
5.0
7.08.0
5.0
7.08.0
11.0*1900
1905.1*7872
*1900
)1(*
Y
SLtL = 4.38 jam
f. Sub DAS 6
A = 57.6 km2 = 57600000 m
2
CN = 74
L = 13 km = 13000 m
514.31074
100010
1000
CNS
Panjang dari overland flow 13000*2
57600000
2
L
ALo = 2215.38 m = 7266.45 ft
5.0
7.08.0
5.0
7.08.0
09.0*1900
1514.3*45.7266
*1900
)1(*
Y
SLtL = 6.2 jam
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g. Sub DAS 7
A = 36 km2 = 36000000 m
2
CN = 74
L = 15.75 km = 15750 m
514.31074
100010
1000
CNS
Panjang dari overland flow 15750*2
36000000
2
L
ALo = 1142.86 m = 3748.57 ft
5.0
7.08.0
5.0
7.08.0
08.0*1900
1514.3*57.3748
*1900
)1(*
Y
SLtL = 3.86 jam
h. Sub DAS 8
A = 61.2 km2 = 61200000 m
2
CN = 88
L = 4.05 km = 4050 m
364.11088
100010
1000
CNS
Panjang dari overland flow 4050*2
61200000
2
L
ALo = 7555.56 m = 24782.22 ft
5.0
7.08.0
5.0
7.08.0
02.0*1900
1364.1*22.24782
*1900
)1(*
Y
SLtL =22.26 jam
i. Sub DAS 9
A = 57.6 km2 = 57600000 m
2
CN = 79
L = 4.05 km = 4050 m
658.21079
100010
1000
CNS
Panjang dari overland flow 4050*2
57600000
2
L
ALo = 7111.11 m = 23324.44 ft
5.0
7.08.0
5.0
7.08.0
03.0*1900
1658.2*44.23324
*1900
)1(*
Y
SLtL = 23.51 jam
j. Sub DAS 10
A = 36 km2 = 36000000 m
2
CN = 79
L = 2 km = 2000 m
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658.21079
100010
1000
CNS
Panjang dari overland flow 2000*2
36000000
2
L
ALo = 9000 m = 29520 ft
5.0
7.08.0
5.0
7.08.0
01.0*1900
1658.2*29520
*1900
)1(*
Y
SLtL =49.15 jam
k. Sub DAS 11
A = 28.8 km2 = 28800000 m
2
CN = 74
L = 2 km = 2000 m
514.31074
100010
1000
CNS
Panjang dari overland flow 2000*2
28800000
2
L
ALo = 7200 m = 23616 ft
5.0
7.08.0
5.0
7.08.0
01.0*1900
1514.3*23616
*1900
)1(*
Y
SLtL = 47.64 jam
Time Lag pada reach :
a. Reach 1
L = 25.75 km = 25750 m = 84460 ft
5.0
7.08.0
5.0
7.08.0
05.0*1900
10*84460
*1900
)1(*
Y
SLtL =20.56 jam
b. Reach 2
L = 1.25 km = 1250 m = 4100 ft
5.0
7.08.0
5.0
7.08.0
02.0*1900
10*4100
*1900
)1(*
Y
SLtL = 2.89 jam
c. Reach 3
L = 13 km = 13000 m = 42640 ft
5.0
7.08.0
5.0
7.08.0
008.0*1900
10*42640
*1900
)1(*
Y
SLtL = 29.75 jam
d. Reach 4
L = 15.75 km = 15750 m = 51660 ft
5.0
7.08.0
5.0
7.08.0
02.0*1900
10*51660
*1900
)1(*
Y
SLtL = 21.94 jam
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e. Reach 5
L = 4.05 km = 4050 m = 13284 ft
5.0
7.08.0
5.0
7.08.0
02.0*1900
10*13284
*1900
)1(*
Y
SLtL = 7.40 jam
f. Reach 6
L = 2 km = 2000 m = 6560 ft
5.0
7.08.0
5.0
7.08.0
02.0*1900
10*6560
*1900
)1(*
Y
SLtL = 4.21 jam
Tahap berikutnya dalam pemodelan Hidrologi Hec HMS adalah memasukkan
parameter-parameter yang diperlukan ke dalam model Hec HMS. Berikut adalah tahap-
tahap dalam pemodelan Hec HMS.
1. Membuat project baru
2. Membuat basin model Kali Lamong
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3. Memasukkan peta DAS Kali Lamong sebagai background model untuk mencapai
kesesuaian dengan kondisi lapangan.
4. Membagi DAS menjadi 11 sub DAS, 7 Junction dan 6 reach.
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5. Memasukkan parameter-parameter ke dalam sub DAS, junction dan reach.
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6. Membuat komponen metereologi untuk memasukkan input hujan.
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7. Membuat komponen Control Spesifications Manager untuk mengatur proses
running model.
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8. Membuat simulasi model
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9. Menjalankan simulasi
10. Melihat hasil simulasi model Hec HMS
a. Pada junction 1
b. Junction 2
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c. Junction 3
d. Junction 4
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e. Junction 5
f. Junction 6
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g. Junction 7
11. Grafik pada reach
Outflow
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Combined inflow
Grafik pada Sub Basin
Outflow
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Incremental presipitation
Excess Precipitation
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Precipitation loss
Direct run off
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12. Hasil simulasi secara keseluruhan pada setiap elemen hidrologi (rentang waktu
simulasi tanggal 1 Februari 2008 – 15 Februari 2008)
Hydrologic
element
Drainage
area
(km2)
Peak
discharge
(m3/s)
Time of peak Volume
(mm)
Junction-1 208.8 681.5 01Feb2008, 12:00 98.37
Junction-2 259.2 673.4 02Feb2008, 09:00 100.23
Junction-3 331.2 666.4 02Feb2008, 12:00 110.27
Junction-4 388.8 649.5 03Feb2008, 18:00 117.15
Junction-5 568.8 678.3 01Feb2008, 14:00 130.38
Junction-6 687.6 754.2 01Feb2008, 22:00 135.05
Junction-7 752.4 757.9 02Feb2008, 02:00 136.95
Reach-1 208.8 673.2 02Feb2008, 09:00 98.37
Reach-2 259.2 666.1 02Feb2008, 12:00 100.23
Reach-3 331.2 649.5 03Feb2008, 18:00 110.27
Reach-4 388.8 644.3 04Feb2008, 16:00 117.15
Reach-5 568.8 674.1 01Feb2008, 22:00 130.38
Reach-6 687.6 748.3 02Feb2008, 02:00 135.05
Subbasin-1 100.8 339.6 01Feb2008, 12:00 98.37
Subbasin-10 36.0 23.4 03Feb2008, 13:00 157.68
Subbasin-11 28.8 19.1 03Feb2008, 11:00 156.37
Subbasin-2 108.0 343.1 01Feb2008, 13:00 98.37
Subbasin-3 50.4 199.3 01Feb2008, 12:00 107.97
Subbasin-4 72.0 312.9 01Feb2008, 13:00 146.41
Subbasin-5 144.0 545.4 01Feb2008, 14:00 162.11
Subbasin-6 57.6 174.1 01Feb2008, 17:00 156.70
Subbasin-7 36.0 132.9 01Feb2008, 14:00 146.41
Subbasin-8 61.2 84.7 02Feb2008, 10:00 164.98
Subbasin-9 57.6 69.0 02Feb2008, 12:00 149.29