2024/04/03花蓮地震

國震中心辦公大樓受震反應
初步分析
Post-earthquake Response Estimationof the NCREE Office Building Subjected
to 2024/04/03 Hualien Earthquake

National Center for Research onEarthquake Engineering (NCREE)

Dr. Ming-Chieh Chuang
Dr. Jui-Liang Lin

National Taiwan University

Prof. Keh-Chyuan Tsai
Prof. Shyh-Jiann Hwang

April 8, 2024

Outline

1. The Instrumented Building of NCREE
2. 2024/04/03 Hualien Earthquake (ML = 7.2)
3. Post-earthquake Response Estimation••

Generalized Building Model (GBM)
Finite Element Model (FEM)

4. Conclusions
GBM

FEMY(East/TR) Z(North/LG) X

2

The Instrumented
Building of NCREE

3

Features of the Extended Office Building 13-story Compound Building

RC structure (pre-existing B1-6F)
 Steel structure (added 7F-13F and service core) SRC structure (columns of 7F and service core) Seismic DampersY(East/TR) Z(North/LG) X

Building Weight: 12,000 tf(above ground)

Fluid Viscous Damper (FVD) (7F~11F; 48 units)
Buckling-Restrained Brace (BRB) (1F~13F; 13 units)
Steel Panel Damper (SPD) (2F~13F; 12 units) Structural SystemX direction : MRF+Shear Wall+FVD(LG=Longitudinal)

Z direction : MRF+Shear Wall+FVD+SPD+BRB(TR=Transverse)

4X (LG)

Instrumentation LayoutZ(TR)

GModelFloor Framing Plan
3TA
3UA
3UA
3UA
3UA
3UA
3TA
3TA
3UA
3UA
3UA
3UA
3UA
4TA

Y
X (LG)

ElevationLine G

Triaxial
Accelerometers(TA)

Uniaxial
Accelerometers(UA)

Tokyo Sokushin
AS-303D1W2Tokyo Sokushin
AS-305C1W5Full Scale
Range±2000 gal

Scale Factor

5 mV/gal

Quantity

1330
Sampling rate of DAQ: 200 Hz

TA on floor

TA on ceiling

UA on ceiling5Acceleration (Acc.) Records Obtained from NCREE’s
Smart Structural Monitoring System (SSMS)
SSMS’s record format(length of time : 360 s; number of data points: 72,000 )1. Pre-event(120 s)

2. Seismic event(120 s)ambientvibration(20 s)

3. Post-event(120 s)relativelystrong motion(100 s)Data Preprocessing• The 10-second records prior to the “relatively strong motion

data” are incorporated into the records for RHA.
• The random noises following the uniform distribution areassumed.
• The averaged records in the first trimmed part (140 s) areused to correct the adopted records.

62024/04/03
Hualien Earthquake(ML = 7.2)

7Ground Motions ofSeismic Event: E20240403T00001964(ML 7.2 Earthquake on 2024/04/03)

X(LG)
Z(TR)

The averaged records wereobtained from Channels 41
and 47 at A and B ,respectively.

The averaged records wereobtained from Channels 42
and 45 at A and C ,respectively.

The records were obtained
from Channel 40 at D .

8Seismic Event: E20240403T00001964

5% Damped Acceleration Response Spectra
TGBM2 = 0.910 s (LG)TFEM2 = 0.870 s (LG)TFEM3 = 0.720 s (Tor.)TFEM1 = 0.914 s (TR)TGBM1 = 0.940 s (TR)

X(LG)
Z(TR)

9

Post-earthquake
Response Estimation

10

Numerical Models Constructed Using PISA3D
Generalized Building Model(GBM)

Finite Element Model(FEM)

Two-dimensional

Three-dimensional

Number of elements

26

2,995

Degrees of freedom

26

9,242

~5 seconds~3 hours

Model
Response History Analysis(RHA)Time consumption(Integrator: Non-iterative Newmark scheme,
Time length: 100 s, Step length: 0.005 s,
Total steps: 20,000)

Naturalperiods

1st mode

0.94 s (TR)0.914 s (TR)

2nd mode0.91 s (LG)0.870 s (LG)

3rd mode

N.A.

0.720 s (TOR)

11

RHAwithGBM
Acc. Histories in LG direction (X dir.)
Seismic Event: E20240403T00001964

GBM

measured800
RF4000-400-800
25 30 35 40 45 50
Time (sec.)
(a)

800
13F
4000-400-800
25 30 35 40 45 50
Time (sec.)
(b)

800
12F
4000-400-800
25 30 35 40 45 50
Time (sec.)
(c)

800
11F
4000-400-800
25 30 35 40 45 50
Time (sec.)
(d)

500
10F
2500-250-500
25 30 35 40 45 50
Time (sec.)(e)1506F750-75-150
25 30 35 40 45 50Time (sec.)
(i)

500
9F
2500-250-500
25 30 35 40 45 50
Time (sec.)
(f)
150
5F
750-75-150
25 30 35 40 45 50
Time (sec.)
(j)

500
8F
2500-250-500
25 30 35 40 45 50
Time (sec.)
(g)
150
4F
750-75-150
25 30 35 40 45 50
Time (sec.)
(k)

150
7F
750-75-150
25 30 35 40 45 50
Time (sec.)
(h)
150
3F
750-75-150
25 30 35 40 45 50
Time (sec.)
(l)

100
2F
500-50-100
25 30 35 40 45 50
Time (sec.)
(m)

100
1F
500-50-100
25 30 35 40 45 50
Time (sec.)(n)

X-directional story
acceleration obtained
from the GBM withparameters T=0.91 s,x=0.044, sr=0.16, and
a=1.0.

1212

RHA with GBM

Seismic Event: E20240403T00001964

Acc. Histories in TR direction (Y dir. of SSMS’s coordinate)
GBM

measured800
RF4000-400-800
25 30 35 40 45 50
Time (sec.)
(a)

800
13F
4000-400-800
25 30 35 40 45 50
Time (sec.)
(b)

800
12F
4000-400-800
25 30 35 40 45 50
Time (sec.)
(c)

800
11F
4000-400-800
25 30 35 40 45 50
Time (sec.)(d)500
10F2500-250-500
25 30 35 40 45 50
Time (sec.)
(e)
200
6F
1000-100-200
25 30 35 40 45 50
Time (sec.)
(i)

500
9F
2500-250-500
25 30 35 40 45 50
Time (sec.)
(f)
200
5F
1000-100-200
25 30 35 40 45 50
Time (sec.)
(j)

500
8F
2500-250-500
25 30 35 40 45 50
Time (sec.)
(g)
200
4F
100
0-100-200
25 30 35 40 45 50
Time (sec.)
(k)

300
7F
150
0-150-300
25 30 35 40 45 50
Time (sec.)
(h)
200
3F
100
0-100-200
25 30 35 40 45 50
Time (sec.)
(l)

100
2F
50
0-50-100
25 30 35 40 45 50
Time (sec.)(m)

1001F50
0-50-100
25 30 35 40 45 50
Time (sec.)(n)Y-directional story
acceleration obtained fromthe GBM with parameters
T=0.94 s, x=0.062, sr=0.27,
and a=1.0.

1313

RHA with GBM

Seismic Event: E20240403T00001964

Inter-story drift ratios in LG direction (X dir.)
GBM

0.4
RF
0.2
0.0
-0.2
-0.4
25 30 35 40 45 50
Time (sec.)
(a)

0.4
13F
0.2
0.0
-0.2
-0.4
25 30 35 40 45 50
Time (sec.)
(b)

0.4
12F
0.2
0.0-0.2-0.4
25 30 35 40 45 50
Time (sec.)(c)

0.4
11F0.20.0-0.2-0.4
25 30 35 40 45 50
Time (sec.)
(d)

0.4
10F
0.2
0.0-0.2-0.4
25 30 35 40 45 50
Time (sec.)
(e)
0.10
6F
0.05
0.00
-0.05
-0.10
25 30 35 40 45 50
Time (sec.)
(i)

0.4
9F
0.2
0.0-0.2-0.4
25 30 35 40 45 50
Time (sec.)
(f)
0.10
5F
0.05
0.00
-0.05
-0.10
25 30 35 40 45 50
Time (sec.)
(j)

0.4
8F
0.2
0.0-0.2-0.4
25 30 35 40 45 50
Time (sec.)
(g)
0.10
4F
0.05
0.00
-0.05
-0.10
25 30 35 40 45 50
Time (sec.)
(k)

0.4
7F
0.2
0.0-0.2-0.4
25 30 35 40 45 50
Time (sec.)
(h)
0.10
3F
0.05
0.00
-0.05
-0.10
25 30 35 40 45 50
Time (sec.)
(l)

0.10
2F
0.05
0.00
-0.05
-0.10
25 30 35 40 45 50
Time (sec.)
(m)

0.10
1F
0.05
0.00
-0.05
-0.10
25 30 35 40 45 50
Time (sec.)(n)

Story No.

14RF
1312
1110987654
32
12024/04/03
00.2
0.4
Peak IDR(%)

14

RHA with GBM

Seismic Event: E20240403T00001964

Inter-story drift ratios in TR direction (Y dir. of SSMS’s coordinate)
GBM

0.4
RF
0.2
0.0-0.2-0.4
25 30 35 40 45 50
Time (sec.)
(a)

0.4
13F
0.2
0.0-0.2-0.4
25 30 35 40 45 50
Time (sec.)
(b)

0.4
12F
0.2
0.0-0.2-0.4
25 30 35 40 45 50
Time (sec.)
(c)

0.4
11F
0.2
0.0-0.2-0.4
25 30 35 40 45 50
Time (sec.)
(d)

0.4
10F
0.2
0.0-0.2-0.4
25 30 35 40 45 50
Time (sec.)
(e)
0.10
6F
0.05
0.00
-0.05
-0.10
25 30 35 40 45 50
Time (sec.)(i)

0.4
9F0.20.0-0.2-0.4
25 30 35 40 45 50
Time (sec.)
(f)
0.10
5F
0.05
0.00
-0.05
-0.10
25 30 35 40 45 50
Time (sec.)
(j)

0.4
8F
0.2
0.0
-0.2
-0.4
25 30 35 40 45 50
Time (sec.)
(g)
0.10
4F
0.05
0.00
-0.05
-0.10
25 30 35 40 45 50
Time (sec.)
(k)

0.4
7F
0.2
0.0-0.2-0.4
25 30 35 40 45 50
Time (sec.)
(h)
0.10
3F
0.05
0.00
-0.05
-0.10
25 30 35 40 45 50
Time (sec.)
(l)

0.10
2F
0.05
0.00
-0.05
-0.10
25 30 35 40 45 50
Time (sec.)
(m)

0.10
1F
0.05
0.00
-0.05
-0.10
25 30 35 40 45 50
Time (sec.)(n)

Story No.

RF141312111098765432
12024/04/03
00.2
0.4
Peak IDR(%)

15

Remarks on RHA with GBM










X(LG)
Z(TR)

The peak LG(X)-directional story accelerations recorded at
1F, 7F, and RF were 75.3, 124.7, and 535.9 gal, respectively.
The peak TR(Z)-directional story accelerations recorded at
1F, 7F, and RF were 79.6, 225.6, and 673.4 gal, respectively.
The identified parameter values of the X-directional GBM
are T=0.91 s, x=0.044, sr=0.16, and a=1.0.
The identified parameter values of the Z-directional GBM
are T=0.94 s, x=0.062, sr=0.27, and a=1.0.
The peak X-directional inter-story drift ratio of thebuilding is estimated equal to 0.35%, which occurred at
the 8th floor.
The peak Z-directional inter-story drift ratio of thebuilding is estimated equal to 0.32%, which occurred at
the 8th floor.

16

FEM with PISA3D


BeamColumn elements for beams, columns, SPDs,and RC shear walls (wide-column model)
Truss element for BRBs
Damper elements for FVDs
SixDJoint elements for interface connections
Panel elements for RC walls of basement andwindow sills
Single and dual rigid diaphragms
Concentrated lateral lumped mass
Distributed vertical lumped mass
Reduced beam section (RBS) effects on columnface
Full flexural and shear rigidities of beams,columns and walls
Incorporating the presence of window sills(intentionally elastic panel) and composite beameffects
Rayleigh damping: 3% for the 1st and 2nd modes
17Seismic Event: E20240403T00001964

Floor Acc. Histories of Roof
X(LG)
Z(TR)
CH68-13F-WH-X
Measured(e)Time (s)B (TR dir.)(d)Time (s)C (TR dir.)Acc. (cm/s2)

Time (s)C (LG dir.)Time (s)Acc. (cm/s2)

B (LG dir.)Acc. (cm/s2)

(c)

(b)

Time (s)Acc. (cm/s2)(a)A (TR dir.)Acc. (cm/s2)

Acc. (cm/s2)

A (LG dir.)

Xacc(R1F_A)
PISA3D(f)

Time (s)18Seismic Event: E20240403T00001964

X(LG)Floor Acc. Histories of 13F
CH68-13F-WH-X
MeasuredZ(TR)

Xacc(R1F_A)
PISA3D

Acc. (cm/s2)

A (LG dir.)(a)Time (s)Acc. (cm/s2)

B (LG dir.)(b)Time (s)Acc. (cm/s2)

C (TR dir.)(c)Time (s)19Number of Uniaxial Accelerometers (UA): 3

X(LG)Floor Acc. Histories of 12F
CH68-13F-WH-X
MeasuredZ(TR)

Xacc(R1F_A)
PISA3D

Acc. (cm/s2)

A (LG dir.)(a)Time (s)Acc. (cm/s2)

B (LG dir.)(b)Time (s)Acc. (cm/s2)

C (TR dir.)(c)Time (s)20

Seismic Event: E20240403T00001964

X(LG)Floor Acc. Histories of 11F
CH68-13F-WH-X
MeasuredAcc. (cm/s2)

Time (s)B (LG dir.)Time (s)C (TR dir.)Acc. (cm/s2)

(b)

(c)

PISA3D

Xacc(R1F_A)

A (LG dir.)Acc. (cm/s2)

(a)

Z(TR)

Time (s)21Seismic Event: E20240403T00001964

X(LG)Floor Acc. Histories of 10F
CH68-13F-WH-X
MeasuredXacc(R1F_A)
PISA3D

Acc. (cm/s2)

A (LG dir.)Time (s)B (LG dir.)Acc. (cm/s2)

(a)

Z(TR)

(b)
Time (s)Acc. (cm/s2)

C (TR dir.)(c)Time (s)22Seismic Event: E20240403T00001964

X(LG)Floor Acc. Histories of 9F
CH68-13F-WH-X
MeasuredXacc(R1F_A)
PISA3D

Acc. (cm/s2)

A (LG dir.)Time (s)B (LG dir.)Acc. (cm/s2)

(a)

Z(TR)

(b)
Time (s)Acc. (cm/s2)

C (TR dir.)(c)Time (s)23Seismic Event: E20240403T00001964

X(LG)Floor Acc. Histories of 8F
CH68-13F-WH-X
Measured(e)Time (s)C (TR dir.)Acc. (cm/s2)

Time (s)Time (s)B (TR dir.)(d)

C (LG dir.)Time (s)Acc. (cm/s2)

B (LG dir.)Acc. (cm/s2)(c)

A (TR dir.)(b)Time (s)Acc. (cm/s2)(a)Xacc(R1F_A)
PISA3D

Acc. (cm/s2)

Acc. (cm/s2)

A (LG dir.)

Z(TR)

(f)

Time (s)24Seismic Event: E20240403T00001964

X(LG)Floor Acc. Histories of 7F
CH68-13F-WH-X
Measured(e)Time (s)C (TR dir.)Acc. (cm/s2)

Time (s)Time (s)B (TR dir.)(d)

C (LG dir.)Time (s)Acc. (cm/s2)

B (LG dir.)Acc. (cm/s2)(c)

A (TR dir.)(b)Time (s)Acc. (cm/s2)(a)Xacc(R1F_A)
PISA3DAcc. (cm/s2)

Acc. (cm/s2)

A (LG dir.)

Z(TR)

(f)

Time (s)25Seismic Event: E20240403T00001964

X(LG)Floor Acc. Histories of 6F
CH68-13F-WH-X
MeasuredXacc(R1F_A)
PISA3D

Acc. (cm/s2)

A (LG dir.)Time (s)B (LG dir.)Acc. (cm/s2)

(a)

Z(TR)

(b)
Time (s)Acc. (cm/s2)

C (TR dir.)(c)Time (s)26Seismic Event: E20240403T00001964

X(LG)Floor Acc. Histories of 5F
CH68-13F-WH-X
MeasuredXacc(R1F_A)
PISA3D

Acc. (cm/s2)

A (LG dir.)Time (s)B (LG dir.)Acc. (cm/s2)

(a)

Z(TR)

(b)
Time (s)Acc. (cm/s2)

C (TR dir.)(c)Time (s)27Seismic Event: E20240403T00001964

X(LG)Floor Acc. Histories of 4F
CH68-13F-WH-X
MeasuredXacc(R1F_A)
PISA3D

Acc. (cm/s2)

A (LG dir.)Time (s)B (LG dir.)Acc. (cm/s2)

(a)

Z(TR)

(b)
Time (s)Acc. (cm/s2)

C (TR dir.)(c)Time (s)28Seismic Event: E20240403T00001964

X(LG)Floor Acc. Histories of 3F
CH68-13F-WH-X
MeasuredXacc(R1F_A)
PISA3DAcc. (cm/s2)

A (LG dir.)Time (s)B (LG dir.)Acc. (cm/s2)

(a)

Z(TR)

(b)
Time (s)Acc. (cm/s2)

C (TR dir.)(c)Time (s)29Seismic Event: E20240403T00001964

X(LG)Floor Acc. Histories of 2F
Xacc(R1F_A)
PISA3DTime (s)B (LG dir.)Acc. (cm/s2)(a)Ground Motion

A (LG dir.)Acc. (cm/s2)

CH68-13F-WH-X
Measured

Z(TR)

(b)
Time (s)Acc. (cm/s2)

C (TR dir.)(c)Time (s)30

Seismic Event: E20240403T00001964

X(LG)Vertical Acc. ResponseMeasured ( C )C3
Position C3 is close

Xacc(R1F_A)(top of column C3)
PISA3Dto the accelerometer

RoofAcc. (cm/s2)

Ground Motion

Z(TR)Time (s)Acc. (cm/s2)

8F
Time (s)Acc. (cm/s2)

7F
Time (s)31

Estimated Peak Inter-story Drift Ratios(IDRs)
Seismic Event: E20240403T00001964

X(+)

Z(-)

Z(+)

• To compare with GBM results, the IDRsof FEM are computed with at the centersof mass (CM) at the top and bottom of
the story under consideration.

X and Z directions
X (-) Z (-)

Z (+) X (+)

FEM_CM

IDR (%)(a)RF

Story No.

Story No.

RFZ (TR) dir.

X (LG) dir.
X (+)

X (-)

FEM_CM

IDR (%)(b)

RF

Story No.

X(-)

Z (-)

Z (+)

FEM_CM

IDR (%)(c)

32

X(LG)

Estimated Peak IDRs

Z(TR)Seismic Event: E20240403T00001964

X(-)

X(+)

Z(-)

Z(+)

• For comprehensive investigation, the IDRs ofFEM are computed with the displacementsof vertically aligned points at the corner C6.

X and Z directions
Z (+) X (+)

FEM_C6

IDR (%)(a)

RFX (+)X (-)

FEM_C6

IDR (%)(b)

Z (TR) dir.
RF

Story No.

X (-) Z (-)

X (LG) dir.

Story No.

Story No.

RFC6Z (+)

Z (-)

FEM_C6

IDR (%)(c)33

Estimated Absolute Maximum IDRs
(GBM vs. FEM)

Seismic Event: E20240403T00001964

GBM(+)
GBB(-)

FEM_CM(+)
FEM_CM(-)

X (LG) dir.
RF

Z (TR) dir.

Story No.

Story No.

RF

FEM_C6(+)
FEM_C6(-)

IDR (%)(a)IDR (%)(b)34

Estimated Absolute Maximum IDRs in X Dir.
(GBM vs. FEM)

Seismic Event: E20240403T00001964

GBM
RFX (LG) dir.

FEM_C6

FEM_CMRF

Z (TR) dir.

35

Remarks on RHA with FEM

X(LG)
Z(TR)

The floor acc. histories of RHA and the measured data arein good agreement. The estimated mass distribution andthe adoption of elements of FEM are reasonably good.
By using FEM, not only the both horizontal but also thevertical responses can be estimated. Moreover, the effectsof diaphragm rotation are included.
In LG direction, the estimated max. IDRs of FEM_CM and
FEM_C6 are 0.286% rad (at 8F) and 0.318% (at 9F),
respectively.
In TR direction, the estimated max. IDRs of FEM_CM andFEM_C6 are 0.254% rad (at 9F) and 0.249% (at 9F),respectively.
All IDRs are less than 0.32% rad. The satisfactory seismic
performance of the building can be validated.

36

Conclusions

37

Conclusions (1) The floor acc. histories of response history analyses

and the measured data are in good agreement.
Thus, GBM and FEM are reasonable good forpredicting the earthquake responses is validated.
 With the estimated absolute maximum IDRs ofGBM and FEM, the similar trends of varied IDRs
along the height dir. can be observed.
 GBM enables a very fast and efficient postearthquake response estimation with conservatism
regarding the peak IDR.

38

Conclusions (2) FEM can be used to identify the critical structuralmember for further inspection if needed.
 GBM and FEM can supplement each other for thepost earthquake seismic assessment of buildings.
 Through RHAs using GBM and FEM, all estimated
IDRs are less than 0.35% rad. The safety and thesatisfactory seismic performance of the building
can be validated.

39

Thank you.
NCREE