12 sub sea lifting oper
TRANSCRIPT
1
Subsea lifting operations
Hydrodynamic properties of subsea structures
2
Hydrodynamic properties for subseastructures• Content
– Forces on structures during crossing of the splash-zone.• Landing on bottom
– Hydrodynamic phenomena.– Hydrodynamic coefficients.
• Theoretical and experimental methods• Actual values.
– Summary
3
Phases of the installation process
• 1) Lift-off from deck.• 2) Lift in air• 3) Crossing splash zone.• 4) Lowering through the water column• 5) Landing the structure.
12
3
4
5
4
Natural periodsPendulum in air:
Pendulum in water:
( )111 2
m A LT
mg gVπ
ρ+
=−
( )222 2
m A LT
mg gVπ
ρ+
=−
( )333 2 Em A L
TEA
πα+
=
1,2 2 LTg
π=
3 2 EmLTEA
πα
=
5
Water entry of TOGP template (2000)
6
Water entry of TOGP template (2000)
7
Water exit of ROV
8
Water entry forces, calm water.
V
• Vertical hydrodynamic force:
2333 33h z z
dAF gV A U Udh
ρ= + +
z
xz = 0
h
Uz
Hydrostatic Added mass Slamming
9
Water entry forces, including waves
• Vertical hydrodynamic force:
z
x
ζ
V
z = 0 h
( ) ( )
( ) ( )
2333 33
1 2
hdAF gV V Adh
B B
ρ ρ ς ς η ς η
ς η ς η ς η
= + + − + −
+ − + − −
”Slamming term”Position dependent added mass
10
Interpretation of the terms
( ) ( )
( ) ( )
23 33 3 3
1 2
hd AF gV V Adh
B B
ρ ρ ς ς η ς η
ς η ς η ς η
= + + − + −
+ − + − −gVρ : Buoyancy force
Vρ ς : ”Froude Krilof” force. Effect dynamic pressure in incident wave
( )33A ς η− : Disturbance effect of body. Added mass times relative acceleration.
( )233dAdh
ς η− : ”Slamming term”, Effect of time dependent added mass.
( )1B ς η− ( )2B ς η ς η− − : Linear and quadratic damping effect.
11
Water entry force, basis for derivationAppendix E, Lecture Notes
• Ideal, non-viscous, non-compressible fluid• Fast water entry
– Local fluid accelerations >>g.– Added mass coefficient for infinite frequency
• No viscous effects– Added as separate terms
• Body dimensions << wave length• Solved as a perturbation to the incident wave field • Similar expression valid for horizontal loads.
12
Water entry – Key elements in derivation
Momentum in the fluid inside Ω :
Ω
M ρVdΩ= ∫∫∫ Here V is the velocity vector of the fluid inΩ . Time derivative of the momentum:
nS
dM Vρ d ρ VU dSdt tΩ
∂= Ω +
∂∫∫∫ ∫∫
NOTE:In derivation:
Water volume: ΩSubmerged body vol.: Ω*
Velocity: VAbove:
Submerged volume: VVelocity: η
13
• Invoke Euler’s equation (Relation between pressure and velocity in incompressibel fluid)
• Use Gauss theorem (Relation between volume integral and integralover surface enclosing the volume)
• Show that the far field contribution from a source plus its image vanishes.
• Assume at free surface.• Evaluate the contribution of each term to the integrals • Finds
• Reformulate:
0ϕ =
( ) *3 33 ρdF A V g
dt= + Ω
( ) *3 33
*3333
2 *3333
ρ
ρ
ρ
dF A V gdt
dA dh dVV A gdh dt dt
dA V A V gdh
= + Ω
= + + Ω
= + + Ω
14
• “Slamming term”: Always upward force.• Water exit: at free surface questionable.• “Slamming term” neglected in most water exit
implementations.
• Enclosed water / drainage very important during exit
0
Water entry versus water exit
ϕ =
*3 33 ρExitF A V g+ Ω
15
Flow during water entry vs water exit.(Greenhow & Lin 1983)
16
Classical slamming solutions.
2R 2R
Von Karman (1929) Wagner (1932)
2 2
1 1 22 2
VonKarman : Wagner : 2
s s s z s z
s
s
F C AU C RLU
CC
ρ ρ
ππ
= =
==
17
Added mass for simple structures.Horizontal circular cylinder
-1 -0.5 0 0.5 1 1.5 2 2.5 30
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1 Added mass for horizontal 2D cylinder. φ = 0 at z = 0
Submergence h/r
A33
/ ρπ
r2
Analytical expressionsAsymptotic values
-1 -0.5 0 0.5 1 1.5 2 2.5 30
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1Derivative of A33 for horizontal 2D cylinder.
φ = 0 at z = 0
Submergence, h/r
(dA
33/d
h)ρπ
r Numerical differentiationAsymptotic value
h
2R
φ=0
3η
18
Added mass for simple structures.Sphere
-3 -2.5 -2 -1.5 -1 -0.5 0 0.5 10
0.5
1
1.5
2
2.5
zc/R
Aii/ ρ
R3
Added mass for sphere, infinite frequency
A11A33
19
Added mass for simple structures.Sphere
-3 -2.5 -2 -1.5 -1 -0.5 0 0.5 10
0.5
1
1.5
2
2.5
3
3.5A
ii/ ρR
3
zc/R
Added mass for sphere, zero frequency
A11A33
20
Close to bottom
• No action from waves• Modified ”slamming term”• Added mass for body close to ”fixed wall” (Zero frequency limit)
21
Close to bottom233
3 33
1 2
0.5hdAF gV Adh
B B
ρ η η
η η η
= − −
− −
h
2R
3η
33 0dAdh<
22
A33 2D cylinder close to bottom
1 1.2 1.4 1.6 1.8 2 2.2 2.4 2.6 2.8 30
0.5
1
1.5
2
2.5Added mass for horizontal 2D cylinder. dφ/dz = 0 at z = 0
Centre distance from wall h/r
A33
/ ρπ
r2
π2/3-1
23 0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 51
1.5
2
2.5
3
3.5
4
4.5
5
h/R
A33
/ ρR
3
WAMIT results for t/R=0.05Asymptotic results for h/R<<1Asymptotic results for h/R>>1
Circular disc close to bottom
• Far from bottom h/R >>1:• Close to wall (Vinje 2001):
333
83
A Rρ=
24
Perforated plate, circular hollows, potential theory• Plate L*B= 15m*10m• (0) 2
33 0.625A LBρ=
25
Suction anchor
• Fully submerged, no ventilation (a=0)
2R
2a
H2
11
233
α , α = 0.6 - 1(plus enclosed water)
413
A R H
RA R HH
ρπ
ρπ
=
⎡ ⎤⎢ ⎥+⎢ ⎥⎣ ⎦
26
Suction anchor
• Fully submerged, with ventilation
2R
2a
H
27
• Partly submerged, with ventilation– Free air flow
– Restricted airflow?
Suction anchor
2R
2a
H
33 0A
28
Subsea template w/protection grilleTroll
29
Templates with cover and mudmats.Range of experimental results
30
Template. Numerical results.Sensitivity to period and draft.
Heave Added Mass as a Function of Wave Period
-5000
50010001500200025003000
0 10 20 30 40
Wave Period [s]
Add
ed M
ass
[t]
D = 3.5 m
D = 4.0 m
D = 4.5 m
31
Protection cover made from tubularmembers. (approx 14 * 19m)
32
Experimental determination of added massand damping. Free oscillation tests Marintek
33
Computed and measured added massProtection cover
0
0.2
0.4
0.6
0.8
1
1.2
0 0.5 1 1.5KC
Ca
Measured
Perforated plate
Sum of cylinders w/ interaction
2 AXKCB
π=
34
Effect of pressure drop. Protection cover
2
12
: Porosity, open area/total area: Discharge coeff. ( 0.5 -1)
p v vτ ρμτ
τμ
−Δ =
∼Added mass
0
100
200
300
400
500
600
700
0 0.5 1 1.5 2 2.5 3
Amplitude (m)
A_3
3/10
00 (k
g)
MolinMeasured
35
Protection cover – linearized damping
Linearized damping
0
200
400
600
800
1000
0 1 2 3Amplitude (m)
B1
(kN
s/m
)
MolinMeasured
36
Effect of pressure drop.Sensitivity to discharge ratio
0
5
10
15
20
0 0.5 1 1.5 2
KC
A_3
3 (k
g)
mju = 0.75mju = 0.5mju = 1.0
37
Summary• Proper added mass values crucial to find wave loads during
installation. • Water entry equations contain a ”slamming term”.• In splash zone: Added mass sensitive to submergence and frequency.• By landing on bottom an increased added mass may contribute to
softer landing.• Numerical and experimental tools available to find added mass and
damping.• Viscous effects important. • Depth dependent values difficult to establish.• Theoretical expressions exist for several simple shapes.