View
8
Download
0
Category
Preview:
Citation preview
Modal Parameters IdentificationSteel Frame Bridge & Building
Zhongyuan Wo
Student Intern
August 26, 2016
1
Outlines
The Eigensystem Realization Algorithm
Steel Frame Bridge
o FE model in SAP2000 & simulated data
o Comparison of modal parameters
Steel Frame Building*
o Real Experiment Plan
o Modal parameters identification
2* Project from Nakashima & Kurata Laboratory
ERA & DIAMOND
ERA
o The Eigensystem Realization Algorithm (Juang & Pappa, 1985)
o Generating system realization using time-domain data
o Widely used as a modal analysis technique
DIAMOND
o An embedded MATLAB toolbox, (Doebling, Farrar, & Cornwell, 1997)
o Damage Identification, Model Update
3
ERA
4
Core code: MATLAB
DIAMOND*
* [1] S. W. Doebling, C. R. Farrar, and P. J. Cornwell, "DIAMOND: A graphical interface toolbox for comparative modal analysis and damage identification," in Proceedings of the 6th International Conference on Recent Advances in Structural Dynamics, Southampton, UK, 1997, pp. 399-412.
Outlines
The Eigensystem Realization Algorithm
Steel Frame Bridge
o FE model in SAP2000 & simulated data
o Comparison of modal parameters
Steel Frame Building*
o Real Experiment Plan
o Modal parameters identification
5
MARC Bridge*
Hammer Excitation
6
Steel Frame Bridge
o FE model in SAP2000
o Hammer Impact
Simulated Data
o Sampling frequency: 5000Hz
o Total time: 4s
o DOFs: 463
* It’s called MARC bridge since it connected with the MARC building in Georgia Tech campus
0 0.002 0.004 0.006 0.008 0.01 0.012-0.2
0
0.2
0.4
0.6
0.8
1
1.2
1.4
Time (s)
Forc
e (
kip
)
Hammer Excitation
Spring Supports
7
k0 = 8000 kip/in
k1 = 4000 kip/in
k2 = 400 kip/in
k3 = 4000 kip/in
k4 = 400 kip/in
Damping ratio 2%*
Rigid to Spring k1
k0 k2
k2
k4
* 1st & 3rd modal damping ratio in SAP2000 were set to 2%, using Rayleigh Damping
Data process
8
Hammer Excitation
Acc Data
Impulse Response
Filter
Butterworth Lowpass
Remove over 200Hz
Order=8
Down Sample
20000 points5000Hz, 4s
2000 points
500Hz, 4sFrequency Response
FFTDiamond
Compare Frequency & Mode Shape from Diamond & SAP2000 End
q=120,d=240Poles=80
Frequencies
9
Rigid FEM Spring FEM ERA Experiment*
1 4.92 4.07 4.07 4.07
2 5.42 4.53 4.53 4.64
3 7.36 6.73 6.73 6.65
4 10.45 8.75 8.75 8.77
5 11.89 10.70 10.70 10.94
Table 1. Comparison of the first 5 frequencies (Unit: Hz)
Modal frequencies 1-5
* D. Zhu, J. Guo, C. Cho, Y. Wang, and K.-M. Lee, "Wireless mobile sensor network for the system identification of a space frame bridge," Ieee/Asme Transactions On Mechatronics, vol. 17, pp. 499-507, 2012.
0 50 100 150 200 250 300 350 400 450 5000
5
10
15
Frequency (Hz)
FR
F
Frequency Response of Accy at point 61
Point 61Right end
4 5 6 7 8 9 10
2
4
6
8
10
12
14
X: 4
Y: 6.226
Frequency (Hz)
FR
F
X: 4.5
Y: 5.112
X: 6.75
Y: 14.28
X: 8.75
Y: 8.483
1
23
4
5
1
2
3
4
5
0
0.2
0.4
0.6
0.8
1
Mode NumberMode Number
AU
TO
MA
CStabilization Diagram
Stabilization diagram
MAC Value
10
0 2 4 6 8 10 120
50
100
150
200
250
Frequency (Hz)
Num
ber
of
pole
s
Stabilization Diagram
Mode shapes
11
SAP2000 mode shapes
ERA mode shapes
Outlines
The Eigensystem Realization Algorithm
Steel Frame Bridge
o FE model in SAP2000 & simulated data
o Comparison of modal parameters
Steel Frame Building*
o Real Experiment Plan
o Modal parameters identification
12* Project from Nakashima & Kurata Laboratory
Steel Frame Building*
13
A Japanese steel frame building
Size
o Height: 76m 18 stories
o Dimension: 18m in loading direction
15m in orthogonal
Shake table test
o Scaled model: 1/3
* Project from Nakashima & Kurata Laboratory
Steel Frame Building*
14
A Japanese steel frame building
Size
o Height: 76m 18 stories
o Dimension: 18m in loading direction
15m in orthogonal
Shake table test
o Scaled model: 1/3
* Project from Nakashima & Kurata Laboratory
Loading direction
FE model
15
Built in SAP2000
Modeling without slab
o Slab stiffness Beam stiffness
o Discard slabs
Results
o Frequencies
o Mode shapes
(a). Beam with slab
(b). Beam without slab
Measurements
16
At X1 & X2 on each story
Acceleration acquisition
Sensor points
Experimental data
Acceleration of X1 X2
In loading direction
X1
X2
Loading
Time history
17
0 50 100 150 200 250
-100
-80
-60
-40
-20
0
20
40
60
80
100
Time (s)
Accele
ration (
cm
/s2)
Shake Table Accleration
0 50 100 150 200 250
-200
-150
-100
-50
0
50
100
150
200
Time (s)
Accele
ration (
cm
/s2)
Accleration of Story 12
(a). Shake Table Acceleration (b). Example acceleration of Story 12
Total time: 277t s
Sampling frequency: 200sf Hz
Story 12
Frequencies
18
Extra modes derived from our model
Japanese Simulation
ERA* FE model
1 0.87Hz 0.85Hz 0.92Hz
2 2.63Hz 2.69Hz 2.70Hz
3 7.14Hz 4.85Hz 4.57Hz
4 \ 7.10Hz 6.55Hz
*Experimental data to execute ERA is provided in .xlsx file provided by Japanese
Table 2. Comparison of the first 4 frequencies in the loading direction
An extra frequency in the loading direction
The 3rd frequency 7.14Hzshould be the 4th frequency in reality
Comparison of mode shape confirms our claim
Mode shapes
19
0
2
4
6
8
10
12
14
16
18
-1.5 -1 -0.5 0 0.5 1 1.5
1st 2nd 3rd 4th
Figure. Comparison of mode shapes in the loading direction
The 4th mode shape
(a). Japanese Results, first 3 mode shapes (b). ERA Results, first 4 mode shapes
Animation
20
Mode 1: f = 0.92Hz Mode 2: f = 2.70Hz Mode 3: f = 4.57Hz Mode 4: f = 6.53Hz
SAP2000
ERA
Recommended