FINAL PROJECT PUTU YUNIK TRI WEDAYANTI 4205 100 015 FLOATING BREAKWATERS PERFORMANCE FOR MARINA PROTECTION 1
FINAL PROJECTPUTU YUNIK TRI WEDAYANTI
4205 100 015
FLOATING BREAKWATERS PERFORMANCE FOR MARINA
PROTECTION
1
INTRODUCTIONS
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BACKGROUND
Floating Breakwaters belong to this specific categoryfor wave protection and restoration of semi-protectedcoastal regions.
入射波HI 反射波HR 通過波HT
透過率KT=HI/HTThe breakwater generates a radiated wavewhich is propagated in offshore andonshore direction 3
Two-dimensional flow characteristics of waveinteractions with a fixed rectangular structure. (byKwang Hyo jung, 2005)
Ct (coeff. Transmition) was measured before the reflectionfrom the beach while the Cr(coeff. Reflection) wasmeasured after the quasi-steady state was achieved.Therefore, in this research the amount of energydissipated may not exact.
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CONTENTS
Research aim
Harms assumption
Laboratory Experiments
Numerical Simulations
Conclusions
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• To develop horizontal 2D wave model consideringthe energy dissipation behind the Double BarrierFloating Breakwater (DBFB).
• Modeling the new source term in wave-actionbalance equations relating to floating breakwatermotion.
• To calculate the value of CD (coeff. Drag) term andCM (coeff. Inertia) term and thus to confirm theharm’s assumption that CD is much larger than CMterm.
Research aim
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Harms assumption
⎟⎠⎞
⎜⎝⎛ −=
nLB
LH
PC
HHC iD
i
tt
13
4exp π
Laboratory measurements indicate that Floating Tire Breakwater(FTB) function predominantly as wave-energy dissipators,transforming into turbulence far more of the incident wave energythan they reflect.
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On Harm assumption CD term is much larger than CM term, sothe CM term can be omitted in the transmits coefficientcalculation. The harms assumption were generated bylaboratory experiments using Floating Tire Breakwater (FTB)
Ct = the transmitted wave L = wave length
energy B = breakwater width
Hi = incident wave height P = Porosity
Ht = transmitted wave height
CD = drag coefficient
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LABORATORY EXPERIMENTS
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BL
HiL : wave length
Hi : wave height
h : water depth
B : width of DBFB
d : draft
dh
DOUBLE BARRIER FLOATING BREAKWATER (DBFB)
• The Double Barrier FloatingBreakwater (DBFB) has arectangular body and doublevertical plates.
2cm
25cm
22.5m
17cm
5cm
1.25m 10
Experimental conditions
The experiments were conducted in the wave flume with thedimensions of the flume are 18m length, 0.6m width, and 0.8m depth
Two configurations were examined in the experiments as follows :(a) Heave motion DBFB; (b) Fixed DBFB
There are four variations on the experiments as follows: water depth,wave height, wave period, and wave length
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8.52m 6.22m 3.0m
1.0m以上
0.4m 0.3m 1.4m 0.4m
0.25m
斜面(砂)
造波板C
h1
Ch2
Ch3
Ch4
Ch5
Ch7
Ch8
18.0m
0.8m
0.6m
Illustration of experimental
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Heave motion DBFB Fixed DBFB
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Experimental data
Channel 3
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Calculations of CD and CM
( ) ( ){ ( ) ( )}Ax
ttutFtuttFCD ρΔ+−Δ+
=&&2
( ) ( ) ( ) ( ) ( )}{Vx
tuttFttuttutFCM ρ
Δ+−Δ+Δ+=
Morison et al. (1950)DtDuVCuAuCF MD ρρ +=
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Where: CD = drag coefficient
CM = inertia coefficient
= horizontal component of water particles velocity and
acceleration, respectively
t = time series
= time difference
F = wave force
= mass density of water
V = volume
A = Area
uu &,
ρ
tΔ
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Heave motion
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19
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531 8 8 11 10DC . exp( . Re)−= × − × ×
CD term is more larger than CM term based on the experimental results using the wave flume. Therefore, CM term can omit in this study.
Hokamura et al., 2008Tsujimoto et al (2009)
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NUMERICAL SIMULATIONS
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Extended Energy-Balance Equation with Diffraction (ExEBED)
Directly introduced a diffraction term, formulated from a parabolicapproxiamation wave equation, into the energy balance equation(Mase 2001)
A simple equation of estimating wave energydissipation number behind DBFB is proposed innumerical simulation
( ) ( ) ( ) ( ){ } SSCCSCCSv
ySv
xSv
byygyygyx εθθ
ωκθ −−=
∂∂
+∂
∂+
∂∂ 22 cos
21cos
223
Energy Balance Equation with Diffraction (ExEBED) is one ofwave model to estimate near shore wave condition
Two condition of incident wave was examined. Thoseconditions are normal distribution and oblique distribution.
Calculation of The spatial distributions of relative error,(Err)ij between the experimental and numerical results
Numerical conditions
Calculation of the horizontal distributions of wave heightusing the uniform Ct variations along the lee side of DBFB
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Numerical results
Normal incident condition
0o wave angle
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25o wave angle
Oblique incident condition
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The Relative error
( )( ) ( )
( ) ( )%100exp
exp×
−=
ij
ijijij H
HcalHErr
Spatial distributions of relative error between the experimental andnumerical wave height using the uniform Ct variations along the leeside of DBFB
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The Relative error
-7-6.5
-6-5.5
-5
-5-4
.5
-4.5
-4.5
-4
-4-3.5
-3.5
-3
-3
-2.5
-2.5
-2
-2
-2
-2
-2
-2
-2
-2
-1.5-1.5
-1.5
-1.5
-1.5
-1.5
-1.5
-1.5
-1
-1
-1
-1
-1
-1-1
-1-1
-1-1
-1
-0.5 -0.5 -0.5
-0.5
-0.5
-0.5
0
normal
200 250 300 350 400 450 500 0
50
100
150
200
250
300
350
Cross-shore direction (cm)
Longshore
direction(cm
)
Normal incident distribution
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-8-7.5-7
-6.5
-6.5
-6-6
-5.5
-5.5
-5
-5
-4.5
-4.5
-4
-4
-3.5
-3.5
-3
-3
-3
-2.5
-2.5
-2.5
-2
-2
-2-1.5
-1.5
-1.5 -1
.5
-1.5
-1.5
-1.5
-1
-1
-1
-1
-1
-1-1
-1 -1
-1
-0.5
-0.5
-0.5
-0.5-0.5
-0.5
-0.5
0
0
0
00
0
0
0
0
0.5
0.5
0.5
oblique
200 250 300 350 400 450 500 0
50
100
150
200
250
300
350
Cross-shore direction (cm)Long
shoredirection
(cm)
Oblique incident distribution
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CONCLUSION• Harms assumption is fairly good to used in the numerical
simulation based on the laboratory experiment results.
• the calculated horizontal distributions of wave height using the uniform Ct variations were reduced with changing the incident wave angle.
• The spatial distributions of relative error, (Err)ij are generated fairly good accuracy.
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Thank you for your attention
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Fixed DBFB
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35
36
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