semi-active management of structures subjected to high frequency ground excitation
DESCRIPTION
Semi-active Management of Structures Subjected to High Frequency Ground Excitation. C.M. Ewing, R.P. Dhakal, J.G. Chase and J.B. Mander 19 th ACMSM, Christchurch, New Zealand, 2006. The Scene. Structures can be highly vulnerable to a variety of environmental loads - PowerPoint PPT PresentationTRANSCRIPT
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Semi-active Management of Semi-active Management of Structures Subjected to High Structures Subjected to High Frequency Ground ExcitationFrequency Ground Excitation
C.M. Ewing, R.P. Dhakal, J.G. Chase and J.B. Mander
19th ACMSM, Christchurch, New Zealand, 2006
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The Scene The Scene
• Structures can be highly vulnerable to a variety of environmental loads
• These days, man-made events can also have significant impact on the life, serviceability and safety of structures, and must be accounted for in new designs– i.e. blast loads
• However, what do you do about already existing and potentially vulnerable structures?– In particular, how do you manage to protect the structure without overloading
shear or other demands?– Particularly true for relatively older structures
• Semi-active methods offer the adaptability to reduce response energy without increasing demands on the structure, but add complexity
• Passive methods offer simplicity and ease of design, but are not adaptable or as effective.
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Characteristics of BIGMCharacteristics of BIGM
Typical BIGM
Large amplitude (~100 g)
Short duration (<0.05 sec)
May cause sudden collapse.
Impulsive nature. Post-BIGM response is also important.
50m distance (horizontal)
-1500
-1000
-500
0
500
1000
1500
0.00 0.05 0.10 0.15 0.20 0.25 0.30
Time, sec
Acc
eln
, m/s
2
Horizontal 50 m
-4
-2
0
2
4
20 25 30 35 40 45 50 55 60 65 70Time, sec
Acc
eler
atio
n,
m/s
2
Typical Seismic excitation
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Characteristics of BIGMCharacteristics of BIGM
High frequency (~200 Hz)
May excite high frequency vibrationModes during major shock duration.
0
5
10
15
20
25
30
0 2 4 6 8 10Frequency, Hz
Fo
uri
er
Am
plit
ud
e
Typical BIGM Typical Seismic excitation
0 200 400 600 800 10000
2
4
6
8
10x 104
Frequency, Hz
Acc
eler
atio
n s
pec
tra Fourier transform
Fo
uri
er
am
pli
tud
e Fourier Spectrum
Horizontal 50 m
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0.0
0.4
0.8
1.2
1.6
2.0
0.0 0.4 0.8 1.2 1.6 2.0
Ratio t1/T
Max
res
po
nse
fac
tor,
Rm
ax
Sine
Rect
Tri
Tri2
0.0
0.4
0.8
1.2
1.6
2.0
0.0 0.1 0.2 0.3 0.4 0.5
• If t1/T < critical (0.4-0.5),
- The maximum response of a linear structure depends on t1/T.
Impulse Shock SpectraImpulse Shock Spectra
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0.0
0.4
0.8
1.2
1.6
2.0
0 300 600 900 1200 1500Impulse/mass, gal-s
Max
res
po
nse
fac
tor,
Rm
ax
Sine
Rect
Tri
Tri2
0.0
0.4
0.8
1.2
1.6
2.0
0 100 200 300 400 500
T = 1 sec
• If t1/T < critical (0.4-0.5),
– The maximum response factor is proportional to the total energy applied, regardless of the impulse shape.
Impulse-Response RelationshipImpulse-Response Relationship
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A Simple Structure & DamageA Simple Structure & Damage
• Loads are impulsive
• Excite higher order modes
• Plastic first peak response is not unusual
• Plastic deformation on return or second peak response may also occur
• After initial pulse the response is transient free response from a large initial value
• Main forms of damage:– Residual deformation– Low cycle fatigue
Blast load based on pressure wave and facearea
630kN live
450kN live
1000kg/storyE = 27GPa
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General Dynamic ResponseGeneral Dynamic Response
Fundamentalglobal mode
Higher orderglobal mode
Fundamentallocal modes
Frequency increasesAcceleration increases
Displacement decreases
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More Detailed ModelMore Detailed Model
Basic Elements:• Multiple elements per column to capture higher
order responses [Lu et al, 2001]
• Mass discretised over all elements in column
• Blast load discretised to each storey based on pressure wave and face area
• Simple frame used to characterise basic solutions available for something more complex than a SDOF analysis
• Non-linear finite elements (elastic-plastic with 3% post yield stiffness)
• Fundamental Period = 1 sec
• Main structure model captures all fundamental dynamics required for this scenario
P
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Typical LoadTypical Load
• Short duration impulse (< T1/5)
• Any shape will give the same result, as the basic input is an applied momentum
• Provides an initial displacement
• Pblast = 350kPa pressure wave
• Triangular shaped pulse of duration t = 0.05 seconds or 5% of fundamental structural period
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Typical Uncontrolled ResponseTypical Uncontrolled Response
• A first large peak that is plastic
• Second and third peaks may also have permanent deformation
• Free vibration response after initial pulse (not linear)
• Residual deformation
Permanent deflection may be largeror even negative depending on size of the load
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Possible SolutionsPossible Solutions
• Passive = Tendons – Restrict first peak motion = initial damage– Add slightly to base shear demand on foundation– Match overturning moment diagram [Pekcan et al, 2000]
– Tendon yields by design during initial peak
• Semi-Active = Resetable devices using 2-4 control law– Do not increase base shear– Reduce free vibration response = subsequent damage
• Therefore, in combination these devices are designed to reduce different occurrences of damage in the response
• However, can devices hooked to story’s manage damage for this case characterized by higher column mode response?
• Paper also considers device on 2nd story and from ground to 2nd story
Resetable device 1st floor
Tendon in shape of moment diagram
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Becoming A Proven TechnologyBecoming A Proven TechnologyEnd Cap
Cylinder
Piston
Seal
More later in conference from Mulligan et al, Rodgers et al and Anaya et al on resetable devices and semi-active applications/experiments
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Semi-Active Customised HysteresisSemi-Active Customised Hysteresis
Only the 2 - 4 control law does not increase base-shear
Viscous Damper
1-4 Resetable
1-3 Resetable
2-4 Resetable
Resist all motionReset at peaks
Resist motionaway from 0
From 0Peak
Resist motiontoward 0
From Peak0
Resist all velocity
4
2
1
3
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The Very Basic IdeasThe Very Basic Ideas
Valvea)
Valves
Cylinder Piston
b)
Cylinder Piston
Independent two chamber design allows broader range of control laws
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Specific ResultsSpecific Results• Device on first floor and tendon versus uncontrolled
• First peak and free vibration reduced ~40-50%
• 1st story response
Time
Dis
pla
cem
ent
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Device Stiffness is CriticalDevice Stiffness is Critical
• Results normalised to uncontrolled response• Device stiffness in terms of column stiffness k• 50-100% of column stiffness = good result in free vibration per [Rodgers et al, 2006]
Parameter Uncontrolled tendon only 0.01k 0.05k
||Y|| 1 0.568 0.564 0.548 F12 1 0.712 0.712 0.712 F11 1 0.564 0.564 0.564 F22 1 0.663 0.663 0.654 F21 1 0.585 0.585 0.579
Parameter 0.1k 0.5k k 2k ||Y|| 0.53 0.43 0.364 0.304 F12 0.712 0.712 0.712 0.712 F11 0.564 0.564 0.564 0.564 F22 0.644 0.563 0.446 - F21 0.569 0.492 0.385 -
Response Energy 2-norm
1st Peak
2nd Peak
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ConclusionsConclusions
• Blast can be completely represented by the applied momentum rather than shape, pressure or other typically unknown values
• Simple robust system shows potential in this proof of concept study on an emerging problem of importance for structural designers
• Complexity added is minimal
• Results show that significant improvements that could be critical to safety and survivability can be obtained
• Minimal extra demand on foundations makes it particularly suitable for retrofit of existing (relatively older) structures