filip c. filippou cee department university of california, berkeley · 2012. 8. 22. · filip c....
TRANSCRIPT
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Structural Simulation Models
Filip C. Filippou
CEE Department
University of California, Berkeley
2001 PEER Annual Meeting
PPEEEERR
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PEER OpenSees Framework
Software framework for integrating
Material and component models. Emphasize degradation and failurebehaviors
Solution strategies: Static and dynamic for degrading and collapsingsystems
Performance evaluation based on simulated behavior
Utilize new computing resources
Engineering desktop workstations (SMP, distributed)
High-performance computing
Computational grids
Provide network communication mechanisms with scientificvisualization methods and databases
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M
P
Structural Beam-Column Models
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Axial Force-Flexure-Shear Behavior
Shear with degradation
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Beam-Column Joints
Joint Modeling: Shear-Bond Interaction (Lowes)
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Other issues
Parameter uncertainty - Sensitivity (DerKiureghian, Conte)
Shear Wall Models
Solution Strategies
Pull-out, bond deterioration
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Advances in Frame Element Formulations
Force based formulation for 1rst and 2nd order theory (exactinternal force distribution)
Large displacements with corotational formulation
Mixed force-displacement formulation for frame elements withcomplex interactions (composite action, pile-soil interaction)
Robust algorithms of state determination
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Push-Over of Two Story Frame
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Push-Over of Two Story Frame (Distributions)
Curvature Distribution of Two-Story Frame
Moment Distribution of Two Story Frame
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Tapered Beam - Curvature Distribution
Curvature distribution:
v sf x( )
v sd x( )
v s x( )
x0 20 40 60 80 100 120 140 160
2 10 4
1.5 10 4
1 10 4
5 10 5
0
5 10 5
1 10 4
force formulationdisplacement formulation with 1 elementdisplacement formulation with 2 elements
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Tapered Beam - Bending Moment Distribution
0 20 40 60 80 100 120 140 160200
100
0
100
200
300
400
force formulationdisplacement formulation with 1 elementdisplacement formulation with 2 elements
400
197.07
S sf x( )
S sd x( )
S s x( )
1440 x
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Advantages of Force Formulation
equilibrium is satisfied exactly along the element in every iteration;end compatibility is satisfied on convergence
distributed loads can be readily accommodated
a single element suffices for the entire member; no meshrefinement is necessary; localization problems are minimized
formulation is very robust in the presence of strength softening
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Low-Moehle Specimen No. 5 (EERC Report 1987-14)
-3 -2 -1 0 1 2 3-3
-2
-1
0
1
2
3
Tip Displacement z (cm)
Tip
Disp
lacemen
t y (cm)
and Variable Axial Load
-3 -2 -1 0 1 20
10
20
30
40
50
60
70
80
90
100
Tip Displacement z (cm)
Co
mp
ressive Axial
N=89
N=2.2
Biaxial Bending
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Low-Moehle Specimen 5: Response in y
-3 -2 -1 0 1 2 3-40
-30
-20
-10
0
10
20
30
40
Tip Displacement y (cm)
Lo
ad y (kN
)
y
z
x P
51.44 cmp
z
x =44.48 kN
py
experiment
analysis
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Low-Moehle Specimen 5: Response in z
-3 -2 -1 0 1 2 3-40
-30
-20
-10
0
10
20
30
40
Tip Displacement z (cm)
Lo
ad z (kN
)
y
z
x P
51.44 cmp
z
x =44.48 kN
py
experiment
analysis
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-80 -60 -40 -20 0 20 40 60-2000
-1500
-1000
-500
0
500
1000
1500
2000
Fiber Strain (mil-cm/cm)
Mom
ent Mz (kN
-cm)
z
y
Low-Moehle Specimen 5: Reinforcing Steel Strain History
-2000
-1500
-1000
-500
0
500
1000
1500
2000
-40 -30 -20 -10 0 10 20 30 40Steel Strain (mil-cm/cm)
Mom
ent M
z (k
N-c
m)
z
y
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Correlation Studies for ISPRA columns (Bousias et al.)
12 Column Specimens with identical geometry and reinforcing S0
Uniaxial displacement cycles in x constant axial compression ~ 16% of axial capacity (?)
S1 Alternating uniaxial displacement cycles in x and y constant axial compression ~ 10% of axial capacity
S5, S7 Different biaxial displacement histories in x and y;
constant axial compression ~ 12% of axial capacity S9
Biaxial displacement history in x and y; two levels of axial compression ~ 3%->15% of axial capacity
S4 Displacement in x, Force in y constant axial compression
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ISPRA Specimen S1 - Lateral Displacement History
-100
-80
-60
-40
-20
0
20
40
60
80
100
0 5 10 15 20 25 30
Load Step
Late
ral D
ispl
acem
ent (
mm
)
X-direction
Y-direction
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ISPRA Specimen S1 - Flexural Response in x
-80
-60
-40
-20
0
20
40
60
80
-100 -80 -60 -40 -20 0 20 40 60 80 100
Displacement (mm)
She
ar F
orce
(kN
)
Experiment
Analysis
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ISPRA Specimen S1 - Flexural Response in y
-80
-60
-40
-20
0
20
40
60
80
-80 -60 -40 -20 0 20 40 60 80 100
Displacement (mm)
She
ar F
orce
(kN
)
Experiment
Analysis
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ISPRA Specimen S1 - Axial Displacement History
-1.5
-1.0
-0.5
0.0
0.5
1.0
1.5
0 5 10 15 20 25 30
Load Step
Axi
al D
ispl
acem
ent (
mm
)
Experiment
Analysis
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ISPRA Specimen S5 - Lateral Displacement History
-150
-100
-50
0
50
100
150
-150 -100 -50 0 50 100 150
Displacement in x (mm)
Dis
plac
emen
t in
y (m
m)
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ISPRA Specimen S5 - Flexural Response in x
-80
-60
-40
-20
0
20
40
60
80
100
-150 -100 -50 0 50 100 150
Displacement in x (mm)
For
ce in
x (
kN)
Experiment
Analysis
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ISPRA Specimen S5 - Flexural Response in y
-60
-40
-20
0
20
40
60
80
-150 -100 -50 0 50 100 150
Displacement in y (mm)
For
ce in
y (
kN)
Experiment
Analysis
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ISPRA Specimen S5 - Axial Displacement History
-2
-1
0
1
2
3
4
5
0 5 10 15 20 25 30 35
Load Step
Axi
al D
ispl
acem
ent (
mm
)
Experiment
Analysis
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ISPRA Specimen S9 - Lateral Displacement History
-150
-100
-50
0
50
100
150
-150 -100 -50 0 50 100 150
Displacement in x (mm)
Dis
plac
emen
t in
y (m
m)
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ISPRA Specimen S9 - Flexural Response in x
-80
-60
-40
-20
0
20
40
60
80
-150 -100 -50 0 50 100 150
Displacement in x (mm)
For
ce in
x (
kN)
Experiment
Analysis
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ISPRA Specimen S9 - Flexural Response in y
-80
-60
-40
-20
0
20
40
60
80
-150 -100 -50 0 50 100 150
Displacement in y (mm)
For
ce in
y (
kN)
Experiment
Analysis
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ISPRA Specimen S9 - Axial Displacement History
-8
-6
-4
-2
0
2
4
6
0 5 10 15 20 25 30 35 40 45
Load Step
Axi
al D
ispl
acem
ent (
mm
)
Experiment
Analysis
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Second order analysis - Large displacements
The co-rotational formulationseparates rigid-body modes fromlocal deformations, using a singlecoordinate system thatcontinuously translates and rotatewith the element as thedeformation proceeds.$ , $Q q2 2
$y
X
Y$ , $Q q1 1
$ , $Q q3 3
$ , $Q q5 5
$ , $Q q4 4
$ , $Q q6 6
$x
Q q3 3,
Q q1 1,
Q q2 2,
x
y
basic system w/o rigid body modes
local systemw/ rigid body modes
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Lees Frame
E
E EH
y
=
=
=
70608
01
1020
MPa
MPa
.
σ
120 cm
P,w
120 cm
96 cm24 cm2 cm
3 cm
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Lee's Frame
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Parking Garage, 1994 Northridge Earthquake
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Shaking Table Specimen of Shahrooz-Moehle (1987)
6@36"=216"
FRAME A
FRAME B
FRAME C
2@75"=150"
FRAME 1
FRAME 2
FRAME 3
2@45"=90"
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Shaking Table Specimen El Centro 7.7
6th Floor Displacement Time History to EC7.7L
-0.30
-0.20
-0.10
0.00
0.10
0.20
0.30
0 2 4 6 8 10 12 14 16
Time (sec)
Measured Response
Calculated Response
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Shaking Table Specimen El Centro 49.3
6th Floor Displacement Time History to EC49.3L
-3.00
-2.50
-2.00
-1.50
-1.00
-0.50
0.00
0.50
1.00
1.50
2.00
2.50
0 2 4 6 8 10 12 14 16
Time (sec)
Meaasured Reponse
Calculated Repsonse