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Nirmal Jayaram
Nilesh Shome
Helmut Krawinkler
2010 SCEC Annual Meeting
A statistical analysis of the responses of tall buildings to recorded and simulated ground motions
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Objectives
• We are interested in performing statistical analysis to evaluate the level of similarity between the responses of tall buildings to recorded and simulated ground motions
• In this study, we analyze the structural response of a 40 story steel moment frame (SMF) building designed based on the 2006 IBC
• We consider structural response parameters (aka engineering demand parameters) such as story drift ratio (SDR), peak floor acceleration (PFA), residual drift ratio (ResDR) and beam plastic rotation
• Recorded ground motions are selected from the NGA database, and simulated ground motions are selected from the Puente Hills simulations
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Structural model
• We use a 40 story steel moment frame buildings (SMF) designed by Professor Helmut Krawinkler based on the 2006 IBC code as a representative SMF tall building in CA
• It has 3-bay perimeter frames on each side, as commonly done for SMF frames
• The fundamental period of the structure equals 6.4s. The 2nd and 3rd mode periods are 2.4s and 1.4s respectively
© 2010 Risk Management Solutions inc.3
3@20’
140’
3@2
0’
100’
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Structural model
We use accurate models to represent element behavior in response analysis for loss estimation.
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-0.08 -0.06 -0.04 -0.02 0 0.02 0.04 0.06 0.08-4
-3
-2
-1
0
1
2
3
4x 10
4
Ke = 2250000
My+ = 28500
My- = -28500
p = 0.020
pc = 0.45
s = 1.5
c = 1.5
a = 1.5
k = 1.3
Mc/M
y = 1.05
Chord Rotation (rad)
Mo
men
t (k
-in
)
Engelhardt-E9608-UTDB3-MomentRotation
Moment-rotation models (red) derived from experimental data (blue)
Beam
Column2 Rotational
SpringsRotationalSpring
db
dc
RigidElement
SHEAR FORCE - SHEAR DISTORTION RESPONSEFOR TYPICAL PANEL ZONE
-800
-400
0
400
800
-0.02 -0.01 0 0.01 0.02 0.03 0.04
Panel Zone Distortion (radians)
Pan
el Z
one
Sh
ear
For
ce (
kip
s)
Panel zone model and shear force-deformation model at the Beam-Column connection
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Ground motion selectionWe selected recorded and simulated ground motion sets with the following properties:
• Both sets have 40 ground motions each• The ground motions are chosen so that their spectra have a target conditional
mean spectrum (CMS) mean and variance, for a target scenario earthquake of magnitude 6.5, distance 5km, epsilon 1. This is based on deaggregation of seismic hazard at Civic Center, Los Angeles for a 2,475 return period Sa(5s)
• For each recorded ground motion, we select a simulated ground motion so that the response spectra of both ground motions match
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Spectrum moments
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The ground motions are selected based on an algorithm developed by Jayaram et al. (2011)
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Engineering demand parameters (EDP) of interest
• Story drift ratio: The absolute maximum (over time) ratio of the relative displacement between two adjacent stories to the story height (∆/h)
• Peak floor acceleration: The absolute maximum (over time) acceleration at the floor level
• Residual drift ratio: The story drift ratio at the end of the excitation
• Beam plastic rotation: The absolute maximum (over time) plastic rotation of the beam (γ)
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simrecEDPrecsim
simrecEDPsimrec
nnsEDPEDP
nnsEDPEDP
11ˆ96.1
11ˆ96.1
Hypothesis testing methodology• In this study, the EDPs are estimated for the selected recorded and simulated
ground motions. • We are interested in testing whether there are systematic differences between the
EDPs in these two cases, using hypothesis testing• Hypothesis testing is used to identify whether differences in the EDPs are due to
the randomness associated with finite sample sizes or are inherent/ systematic• Suppose we are interested in testing whether mean(EDPrec) differs from
mean(EDPsim) Null hypothesis
mean(EDPrec) - mean(EDPsim) = 0 Alternate hypothesis
mean(EDPrec) - mean(EDPsim) ≠ 0
• Reject null hypothesis if
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Story drift ratio: moments
Absolute mean correlation difference = 0.16, One-sided bound = 0.19© 2010 Risk Management Solutions inc.
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Peak floor acceleration: moments
Absolute mean correlation difference = 0.02, One-sided bound = 0.03
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Residual drift ratio: residual drift ratio
Absolute mean correlation difference = 0.24, One-sided bound = 0.23
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Beam rotation: moments
Absolute mean correlation difference = 0.16, One-sided bound = 0.22
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Summary
• We compared the structural responses of tall buildings under sets of recorded and simulated ground motions, and observed some differences
• Further investigation is required to identify the reasons for these differences
EDP Significance of deviation in
Median Dispersion Correlation
SDR Insignificant except at lower stories
Insignificant Insignificant*
PFA Significant Insignificant Insignificant
ResDR Insignificant except at lower stories
Insignificant Significant
Rotation Insignificant* Insignificant Insignificant*
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OPTIONAL SLIDES
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Story drift ratio: comparison
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Beam moment: moments
Absolute mean correlation difference = 0.17, One-sided bound = 0.22
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simrecEDPrecsim
simrecEDPsimrec
nnsEDPEDP
nnsEDPEDP
11ˆ96.1
11ˆ96.1
Hypothesis testing methodology
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PFA mismatch
100
101
10-1
100
T (s)
Sa(T
) (g
)
0.25 0.3 0.35 0.4 0.45 0.5 0.55 0.60
5
10
15
20
25
30
35
40
SDR
Sto
ry
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Residual drift ratio: comparison
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Beam moment: comparison
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Beam rotation: comparison
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Dominant spectral periods: PEER TBI set
Story SDR PFA Story SDR PFA
1 0.55 0.05 21 0.44 0.23
2 0.64 0.05 22 0.44 0.23
3 0.65 0.43 23 0.44 0.23
4 0.65 0.42 24 0.44 0.38
5 6.09 0.42 25 0.44 0.21
6 6.09 0.23 26 0.07 0.21
7 6 0.23 27 0.07 0.21
8 5.96 0.5 28 0.07 0.05
9 5.96 0.5 29 0.07 5.96
10 5.53 0.5 30 0.07 0.05
11 0.21 0.54 31 0.07 0.38
12 0.37 0.5 32 0.07 0.05
13 0.38 0.5 33 2.01 0.05
14 0.38 0.5 34 2.01 5.47
15 0.38 0.23 35 2 0.4
16 0.38 0.23 36 1.99 0.38
17 0.38 0.23 37 1.99 0.38
18 5.72 0.23 38 2.92 0.38
19 0.44 0.23 39 2.96 0.38
20 0.44 0.23 40 0.53 0.64
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Dominant spectral periods: CMS-based set
Story SDR PFA Story SDR PFA
1 6.5 0 21 6.5 0
2 6.5 0 22 6.5 0
3 6.5 0 23 6.5 0
4 6.5 0 24 6.5 0
5 6.5 0 25 6.5 0
6 6.5 0 26 6.5 0
7 6.5 0 27 6.5 0
8 6.5 0 28 6.5 0
9 6.5 0 29 6.5 0
10 6.5 0 30 6.5 0
11 6.5 0 31 6.5 0
12 6.5 0 32 6.5 0
13 6.5 0 33 2.5 0
14 6.5 0 34 2.5 0
15 7 0 35 2.5 0
16 7 0 36 2.5 0
17 7 0 37 2.5 0
18 6.5 0 38 3 0
19 6.5 0 39 3 0
20 6.5 0 40 6 0
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Dominant period: PFA and SDR
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15 recorded and 15 simulated ground motions were selected for the PEER TBI (OVE level)
The mean and the standard deviation of the recorded and the simulated response spectra show some mismatches even at long periods
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Story drift ratio: moments
Absolute mean correlation difference = 0.2© 2010 Risk Management Solutions inc.
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Peak floor acceleration: moments
Absolute mean correlation difference = 0.15© 2010 Risk Management Solutions inc.
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Residual drift ratio: moments
Absolute mean correlation difference =0.3
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Beam moment: moments
Absolute mean correlation difference = 0.27
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Beam rotation: moments
Absolute mean correlation difference = 0.28
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PEER building: Concrete core wall, EW component
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0 0.05 0.1 0.15 0.2 0.25 0.3 0.35 0.40
5
10
15
20
25
30
35
40
45
50
Dispersion of PFA
Sto
ry
Recorded
Simulated
0 0.05 0.1 0.15 0.2 0.25 0.3 0.35 0.4 0.450
5
10
15
20
25
30
35
40
45
50
Dispersion of SDR
Sto
ry
Recorded
Simulated
0 0.005 0.01 0.015 0.02 0.025 0.03 0.035 0.04 0.0450
5
10
15
20
25
30
35
40
45
50
Median SDR
Sto
ry
Recorded
Simulated
0.2 0.4 0.6 0.8 1 1.2 1.4 1.60
5
10
15
20
25
30
35
40
45
50
Median PFA
Sto
ry
Recorded
Simulated
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PEER building: Concrete core wall, NS component
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0 0.005 0.01 0.015 0.02 0.025 0.030
5
10
15
20
25
30
35
40
45
50
Median SDR
Sto
ry
Recorded
Simulated
0 0.05 0.1 0.15 0.2 0.25 0.3 0.35 0.4 0.450
5
10
15
20
25
30
35
40
45
50
Dispersion of SDR
Sto
ry
Recorded
Simulated
0 0.05 0.1 0.15 0.2 0.25 0.3 0.35 0.4 0.450
5
10
15
20
25
30
35
40
45
50
Dispersion of PFA
Sto
ry
Recorded
Simulated
0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 1.1 1.20
5
10
15
20
25
30
35
40
45
50
Median PFA
Sto
ry
Recorded
Simulated
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PEER building: Dual system, EW component
© 2010 Risk Management Solutions inc.33
0 0.2 0.4 0.6 0.8 1 1.2 1.40
5
10
15
20
25
30
35
40
45
50
Dispersion of PFA
Sto
ry
Recorded
Simulated
0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.60
5
10
15
20
25
30
35
40
45
50
Median PFA
Sto
ry
Recorded
Simulated
0 0.05 0.1 0.15 0.2 0.25 0.3 0.35 0.4 0.45 0.50
5
10
15
20
25
30
35
40
45
50
Dispersion of SDR
Sto
ry
Recorded
Simulated
0 0.005 0.01 0.015 0.02 0.025 0.030
5
10
15
20
25
30
35
40
45
50
Median SDR
Sto
ry
Recorded
Simulated
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PEER building: Dual system, NS component
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0 0.002 0.004 0.006 0.008 0.01 0.012 0.014 0.016 0.018 0.020
5
10
15
20
25
30
35
40
45
50
Median SDR
Sto
ry
Recorded
Simulated
0 0.05 0.1 0.15 0.2 0.25 0.3 0.35 0.4 0.450
5
10
15
20
25
30
35
40
45
50
Dispersion of SDR
Sto
ry
Recorded
Simulated
0 0.2 0.4 0.6 0.8 1 1.2 1.40
5
10
15
20
25
30
35
40
45
50
Dispersion of PFA
Sto
ry
Recorded
Simulated
0 0.5 1 1.50
5
10
15
20
25
30
35
40
45
50
Median PFA
Sto
ry
Recorded
Simulated
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PEER building: Braced frame, EW component
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0 0.05 0.1 0.15 0.2 0.25 0.3 0.35 0.4 0.45 0.50
5
10
15
20
25
30
35
40
Dispersion of PFA
Sto
ry
Recorded
Simulated
0.4 0.5 0.6 0.7 0.8 0.9 10
5
10
15
20
25
30
35
40
Median PFA
Sto
ry
Recorded
Simulated
0 0.1 0.2 0.3 0.4 0.5 0.6 0.70
5
10
15
20
25
30
35
40
Dispersion of SDR
Sto
ry
Recorded
Simulated
0 0.005 0.01 0.015 0.02 0.0250
5
10
15
20
25
30
35
40
Median SDR
Sto
ry
Recorded
Simulated
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PEER building: Braced frame, NS component
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0 0.1 0.2 0.3 0.4 0.5 0.6 0.70
5
10
15
20
25
30
35
40
Dispersion of SDR
Sto
ry
Recorded
Simulated
0 0.005 0.01 0.015 0.02 0.025 0.030
5
10
15
20
25
30
35
40
Median SDR
Sto
ry
Recorded
Simulated
0 0.05 0.1 0.15 0.2 0.25 0.3 0.35 0.4 0.450
5
10
15
20
25
30
35
40
Dispersion of PFA
Sto
ry
Recorded
Simulated
0.25 0.3 0.35 0.4 0.45 0.5 0.55 0.6 0.65 0.7 0.750
5
10
15
20
25
30
35
40
Median PFA
Sto
ry
Recorded
Simulated