Embed Size (px)
Citation preview
Uji Model HidraulikBendung Sei Silau
Gambaran Umum
Sandtrap
Intake
Bendung
Saluran
Sungai Silau
Layout Model
Denah Bendung
(ukuran model, dalam cm)
65 m75 m
(ukuran prototipe, dalam m)
Skala Model
PROTOTIPE Tak ter-distorsi
terdistorsi
• Euler Number (𝐸 =𝑉
∆𝑃𝜌
) Dominated by pressure difference
• Froude number (𝐹𝑟 =𝑉
𝑔𝐿) Dominated by gravity
• Reynolds number (𝑅𝑒 =𝑉𝐿
𝑣) Dominated by viscosity
• Mach number (𝑀𝑎 =𝑉
𝐸 𝑃
) Dominated by density
• Weber number (𝑊𝑒 =𝑉
𝜎 𝜌𝐿
) Dominated by surface tension
Angka tak berdimensi
X
Y
Z
x
y
z
xy
z
Skala Model
Froude number (𝐹𝑟 =𝑉
𝑔𝐿)
Parameter Notasi Skala
Panjang nL nL 30
Kedalaman nL nL 30
Area nA nL2 900
Volume nV nL3 27000
Waktu nT nL0.5 5,48
Kecepatan nU nL0.5 5,48
Debit nQ nL2.5 4929,50
(Satuan SI)
Pembuatan Model
22 m
10 m
Domain model dan layout penempatan model
Sarana Pendukung Model
Reservoir (dan pompa pd reservoir utama)
Persiapan Lahan dan Pembuatan Grid Lapangan
Pembuatan Tampang Lintang
Pembuatan Tampang Lintang
Kontrol Elevasi Dasar Saluran
Pembuatan Model Mercu Bendung
Pembuatan Bangunan Pelengkap Bendung
Penyiapan tempat perletakanmodel bangunan pelengkap
Pembuatan model denganacrylic (dibuat indoor)
Pembuatan Bangunan Pelengkap Bendung
Pembuatan Bangunan Pelengkap Bendung
Pembuatan Bangunan Penangkap Pasir
Finishing
Model dibersihkan
Pengecatan, danpengecekan
kelengkapan instrument model (alat ukur, dsb)
Uji Model
Boundary Condition
0.00
0.05
0.10
0.15
0.20
0.25
0.30
0.35
0.40
0.45
0 100 200 300
Tin
ggi
muka
air,
h(m
)
Debit, Q (l/s)
QT
Discharge(m3/s)
US waterlevel(+mMSL)
DS waterlevel(+mMSL)
Qn 23,26
Q½2 55,79
Q2 111,59 36,48 34,91
Q10 345,54 37,52 36,6
Q20 474,19 38,06 37,23
Q50 675,49 38,73 38,12Q100 853,98 39,7 38,86
Alat Ukur Kedalaman dan Kecepatan Aliran
Alat Ukur Tinggi Tekanan
Pressure head, y
contoh
Pengukuran Debit
Uji Hidraulika Model
Uji Hidraulika Model
Uji Performa Sandtrap
Uji Performa Sandtrap
Daerah
terbilas
13,13%
Uji Performa Sandtrap
(dua pintu dibuka)
Uji Performa Sandtrap
(satu pintu dibuka)
P1 P2
Daerah
terbilas
24 %
Daerah
terbilas
P2
Uji Performa Sandtrap
(satu pintu dibuka)
19,88 %
Uji Hidraulika Model
Model Test (Q2)
23/11/2015 Model Hidraulik Bendung Sei Silau 32
30.00
35.00
40.00
45.00
0 100 200 300 400 500 600
Ele
vas
i m
uka
air
pro
toti
pe
(+m
MS
L)
Jarak (m)
Dasar Q2th Tanggul
Uji Hidraulika Model
Model Test (Q10)
23/11/2015 Model Hidraulik Bendung Sei Silau 34
30.00
35.00
40.00
45.00
0 100 200 300 400 500 600
Ele
vas
i m
uka
air
pro
toti
pe
(+m
MS
L)
Jarak (m)
Dasar Q10th Tanggul
Uji Hidraulika Model
Model Test (Q50)
23/11/2015 Model Hidraulik Bendung Sei Silau 36
30.00
35.00
40.00
45.00
0 100 200 300 400 500 600
Ele
vas
i m
uka
air
pro
toti
pe
(+m
MS
L)
Jarak (m)
Dasar Q50th Tanggul
Uji Hidraulika Model
Model Test (Q100)
23/11/2015 Model Hidraulik Bendung Sei Silau 38
30.00
35.00
40.00
45.00
0 100 200 300 400 500 600
Ele
vas
i m
uka
air
pro
toti
pe
(+m
MS
L)
Jarak (m)
Dasar Q100th Tanggul
Flood water level is sufficiently below the dike
Sayap pengarah
aliran tambahan
Modifikasi
debit intake meningkat
• Flood water level is sufficiently below the dike
• Submerged flow occurred while Q20, Q50 dan Q100 was applied
• The shape of weir wasn’t ideal due to ogee
• Discharge coefficient was deviated while Q20 and Q50 was applied
• Ideal hydraulic jump didn’t occurred because of the downstream effects
• End sill design affect the secondary jump occurrences
• Stilling basin didn’t effective in dissipating energy
• The result of intake discharge test in original design is 6,68 m3/s.
• The maximum intake discharge reached on two full-opened gates.
• The discharge using guide wall with dimension on model scale 0,46 m × 0,09 m ×0,47 m could be raised.
• Flushing velocity on model test is only 45% of designed velocity.
• Vertical contraction in upstream settling basin structure have a good effect of sediment flushing.
Conclusions
