5 SEISMIC PERFORMANCE TESTS
5.2 N UMERICAL S IMULATION U SING SAP2000
5.2.2 Simulating Results
The acceleration responses of the base of the 5-story model structure in shaking table tests serves as the inputs to the analytical models of SAP2000. In every analysis cases defined in Table 5.15, the responses of the each story are obtained by performing the nonlinear time-history analysis on the analytical models.
Bare Frame The simulating results are compared with experimental ones
obtained from the shaking table tests as shown in Fig. 5.40 ~ 5.42 for case 1 ~ 3.Results show that the bare frame model of SAP2000 can predict the acceleration responses accurately except for the acceleration response of bare-frame on 5F under El Centro PGA = 0.1g.
Damper-Implemented Frame The simulating results are compared with
experimental ones obtained from the shaking table tests as shown in Fig. 5.43~ 51 for case 4 ~ 9 including the figures of hystereses of the damper for the largest PGA in each earthquake record.
Assessments of Seismic Performance The assessments of seismic
performance of the damper are plotted in Fig. 5.52 ~ 57 for case 4 ~ 9. The root-mean-square reductions are summarized in Table 5.16. Results show that the dampers can suppress the acceleration responses on a large scale.Table 5.16 Root-mean-square reduction of acceleration responses
Case Root-Mean-Square
Reduction (%) Case Root-Mean-Square
Reduction (%)
Chapter 5 Seismic Performance Tests
121
−0.2 0
0.2
5F
ExperimentalSimulated
−0.2 0
0.2
4F
ExperimentalSimulated
−0.2 0 0.2
Acceleration (g)
3F
ExperimentalSimulated
−0.2 0
0.2
2F
ExperimentalSimulated
0 2 4 6 8 10 12 14 16 18 20
−0.2 0 0.2
Time (sec)
1F
ExperimentalSimulated
Fig. 5.40 Comparison of acceleration responses of the bare-frame model (Case 1: El Centro, PGA=0.1g)
−0.4
Fig. 5.41 Comparison of acceleration responses of the bare-frame model (Case 2: Hachinohe, PGA=0.1g)
Chapter 5 Seismic Performance Tests
123
Fig. 5.42 Comparison of acceleration responses of the bare-frame model (Case 3: Kobe, PGA=0.1g)
−0.2 0
0.2
5F
ExperimentalSimulated
−0.2 0
0.2
4F
ExperimentalSimulated
−0.2 0 0.2
Acceleration (g)
3F
ExperimentalSimulated
−0.2 0
0.2
2F
ExperimentalSimulated
0 2 4 6 8 10 12 14 16 18 20
−0.2 0 0.2
Time (sec)
1F
ExperimentalSimulated
Fig. 5.43 Comparison of acceleration responses of the damper-implemented frame model
(Case 4: El Centro, PGA=0.1g)
Chapter 5 Seismic Performance Tests
125
Fig. 5.44 Comparison of acceleration responses of the damper-implemented frame model
(Case 5: El Centro, PGA=0.4g)
−3 −2 −1 0 1 2 3 (Case 5: El Centro, PGA=0.4g)
1F
2F 3F
4F 5F
Chapter 5 Seismic Performance Tests
127
Fig. 5.46 Comparison of acceleration responses of the damper-implemented frame model
(Case 6: Hachinohe, PGA=0.1g)
−0.5 0 0.5
5F
ExperimentalSimulated
−0.2 0
0.2
4F
Experimental Simulated
−0.2 0 0.2
Acceleration (g)
3F
ExperimentalSimulated
−0.2 0
0.2
2F
ExperimentalSimulated
0 2 4 6 8 10 12
−0.2 0 0.2
Time (sec)
1F
ExperimentalSimulated
Fig. 5.47 Comparison of acceleration responses of the damper-implemented frame model
(Case 7: Hachinohe, PGA=0.25g)
Chapter 5 Seismic Performance Tests
129
Fig. 5.48 The hystereses of the damper (Case 7: Hachinohe, PGA=0.25g)
−0.2
Fig. 5.49 Comparison of acceleration responses of the damper-implemented frame model
(Case 8: Kobe, PGA=0.1g)
Chapter 5 Seismic Performance Tests
131
Fig. 5.50 Comparison of acceleration responses of the damper-implemented frame model
(Case 9: Kobe, PGA=0.25g)
−0.8 −0.6 −0.4 −0.2 0 0.2 0.4 0.6
Fig. 5.51 The hystereses of the damper (Case 9: Kobe, PGA=0.25g)
Chapter 5 Seismic Performance Tests
133
−0.2 0
0.2
5F
w/o damperw/ damper−0.2 0
0.2
4F
w/o damperw/ damper−0.2 0 0.2
Acceleration (g)
3F
w/o damperw/ damper−0.2 0
0.2
2F
w/o damperw/ damper0 2 4 6 8 10 12 14 16 18 20
−0.2 0 0.2
Time (sec)
1F
w/o damperw/ damperFig. 5.52 Assessments of seismic performance of the damper (Case 4: El Centro, PGA=0.1g)
−1 0
1
5F
w/o damperw/ damper
−1 0 1
4F
w/o damperw/ damper−1 0 1
Acceleration (g)
3F
w/o damperw/ damper−1 0 1
2F
w/o damperw/ damper0 2 4 6 8 10 12 14 16 18 20
−1 0 1
Time (sec)
1F
w/o damperw/ damperFig. 5.53 Assessments of seismic performance of the damper (Case 5: El Centro, PGA=0.4g)
Chapter 5 Seismic Performance Tests
135
−0.2 0
0.2
5F
w/o damper w/ damper
−0.2 0
0.2
4F
w/o damper w/ damper
−0.2 0 0.2
Acceleration (g)
3F
w/o damperw/ damper−0.2 0
0.2
2F
w/o damperw/ damper0 2 4 6 8 10 12
−0.2 0 0.2
Time (sec)
1F
w/o damperw/ damperFig. 5.54 Assessments of seismic performance of the damper (Case 6: Hachinohe, PGA=0.1g)
−1 0 1
5F
w/o damperw/ damper−1 0 1
4F
w/o damperw/ damper−1 0 1
Acceleration (g)
3F
w/o damperw/ damper−1 0 1
2F
w/o damper w/ damper
0 2 4 6 8 10 12
−1 0 1
Time (sec)
1F
w/o damper w/ damper
Fig. 5.55 Assessments of seismic performance of the damper (Case 7: Hachinohe, PGA=0.25g)
Chapter 5 Seismic Performance Tests
137
−0.4
−0.2 0
0.2
5F
w/o damper w/ damper
−0.2 0
0.2
4F
w/o damper w/ damper
−0.2 0 0.2
Acceleration (g)
3F
w/o damperw/ damper−0.2 0
0.2
2F
w/o damperw/ damper0 2 4 6 8 10 12
−0.2 0 0.2
Time (sec)
1F
w/o damperw/ damperFig. 5.56 Assessments of seismic performance of the damper (Case 8: Kobe, PGA=0.1g)
−1 0 1
5F
w/o damperw/ damper−1 0 1
4F
w/o damperw/ damper−1 0 1
Acceleration (g)
3F
w/o damper w/ damper
−1 0 1
2F
w/o damper w/ damper
0 5 10 15 20 25
−1 0 1
Time (sec)
1F
w/o damper w/ damper
Fig. 5.57 Assessments of seismic performance of the damper (Case 9: Kobe, PGA=0.25g)
Concluding Remarks 6
In this thesis, a novel methodology for estimating the moment and shear force from strain with the Ramberg-Osgood Hysteresis Model is proposed. To overcome numerical difficulties, an alternative form of the Ramberg-Osgood equations was derived to facility programming with the proposed table searching method. Component tests for both full-scale and scaled-down metallic yielding dampers have been conducted. Seismic performance tests of the damper have also been conducted via a series of shaking table tests. Based on the testing results, the conclusions can be drawn in the following:
1. One may predict the inelastic behavior of the metallic yielding damper with satisfactory accuracy by using the proposed measuring
methodology for moment and shear.
2. The damper is effective in seismic response control of building structures.
Both the displacement and acceleration response of the structure can be simultaneously suppressed to a large extent.
3. The damper performs consistently well regardless of the earthquake and disturbing intensity. The system performs more effective for stronger earthquakes, in general, due to involvement of more inelastic behavior of the yielded damper.
4. No lateral instability of the damper has been observed throughout the testing. Reliability of the system is confirmed.
5. The same damper units have been used in all the tests conducted repetitively without replacement and maintenance. Durability of the system is confirmed.
6. The responses of structures can be simulated by analytical SAP2000 model with satisfactory accuracy if the model is established
appropriately.
Suggestion:
1. The testing platform of component tests for the scale-down damper can be further modified to overcome the result of non-symmetric hysteresis.
2. The effect of axial force which is neglected in this study can be taken into consideration in the further study.
References
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Introduction to Earth System Science, John Wiley & Sons, Inc., 1995.
2. Haluk Sucuoğlu and Altuğ Erberik, ‘Energy-Based Hysteresis and Damage
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3. T. T. Soong and B. F. Spencer Jr, ‘Supplemental Energy Dissipation:
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243-259.4. ‘Journal of Engineering Mechanics, Special Issue: Structural Control: Past,
Present, and Future’, J. Engng. Mech., ASCE, 1997.
5. Ian D. Aiken, Douglas K. Nims, Andrew S. Whittaker, and James M. Kelly, (1993), ‘Testing of Passive Energy Dissipation Systems’, Earthquake Spectra, Vol. 9, No. 3.
6. Soong, T.T. and Dargush, G.F. Passive Energy Dissipation Systems in Structural
Engineering, John Wiley and Sons Inc., New York, 1997.
7. Frahm, H., ‘Device for Damping Vibration of Bodies’, U.S. Patent No. 958-989, 1911.
8. Soong, T.T. Active Structural Control: Theory and Practice, John Wiley and Sons Inc., New York, 1990.
9. Fediw, A.A., Isyumov, N. and Vickery, B.J. (1993), ‘Performance of a
one-dimensional Tuned sloshing water damper’ Wind Engineering, London,
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Damper(TLD) for Suppressing Horizontal Motion of Structures’ ASCE Journal
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Liquid Column Dampers,” ASCE Journal of Structural Engineering, 125(8),
906-915.12. Sakai, F. et al. (1989), “Tuned Liquid Column Damper - New Type Device for
Suppression of Building Vibrations,” Proc. Int. Conf. on High Rise Buildings,
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cable stayed bridges,” Innovation in Cable-stayed Bridges, Fukonova, Japan.
14. Balendra, T., Wang, C.M. and Cheong, H.F. (1995) “Effectiveness of Tuned
Liquid Column Dampers for Vibration Control of Towers” , Engineering
Structures, 17(9), 668-675.15. Gao, H., Kwok, K.C.S. and Samali, B. (1999),“Charcteristics of multiple Tuned Liquid Column Dampers in suppressing Structural Vibration,” Engineering Structures, 21, 316-331.
16. Sadek, F., Mohraz, B. and Lew, H.S. (1998) “Single- and Multiple-Tuned Liquid
Column Dampers for Seismic Applications,” Earthquake Engng. and Struc. Dyn.,
27, 439-463.17. Hitchcock, P.A., Kwok, K.C.S., Watkins, R.D. and Samali, B. (1997),
“Characteristics of Liquid column vibration absorbers (LCVA) -I and II” , Engineering Structures, 19(2).
18. Farzad Naeim and James M. Kelly, (1999), Design of Seismic Isolated Structure
From Theory to Practice, John Wiley & Sons, Inc., New York.
19. Buckle, I.G., and Mayes, R.L., “Seismic isolation: history, application and
performance-a world review,” Earthquake Spectra, Vol. 6, pp. 161-201 (1990).
20. Martelli, A., Parducci, A., and Forni, M.,“State-of-the-art on development and
application of seismic isolation and innovative seismic design techniques in Italy,”ATC-17-1 Technical Papers on Seismic Isolation, pp. 401-402 (1993).
21. Kelly, J.M., “Aseismic base isolation: review and bibliography,” Soil Dynamics and Earthquake Engineering, Vol. 5, pp. 202-216 (1986).
22. Zayas, V.A., Low, S.S., and Main, S.A.,“The FPS earthquake resisting system,
experimental report,” Report No. UCB/EERC-87/01, Earthquake Engineering
Research Center, University of California, Berkeley, California (1987).References
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23. Kawamura, S., Kitazawa, K., Hisano, M., and Nagashima, I. (1988). ‘Study of a
sliding-type base isolation system - system composition and element properties.’
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24. Mokha, A.S., Constantinou, M.C., and Reinhorn, A.M., “Experimental study and
analytical prediction of earthquake response of a sliding isolation system with a spherical surface,”Report No. NCEER-90-0020, National Center for Earthquake
Engineering Research, State University of New York at Buffalo, N.Y. (1990).25. Mokha, A.S., Constantinou, M.C., Reinhorn, A.M., and Zayas, V.A.,“Experimental study of friction pendulum isolation system,”Journal of Structural Engineering, ASCE, Vol. 117, No. 4, pp. 1201-1217 (1991).
26. Constantinou, M.C., Tsopelas, P., Kim, Y.S., and Okamoto, S.,“NCEER-Taisei
coporation research program on sliding seismic isolation system for bridges and analytical study of a friction pendulum system (FPS),”Report No
NCEER-93-0020, National Center for Earthquake Engineering Research, State University of New York at Buffalo, NY (1993).27. Wang, Yen-Po, Chung, Lap-Loi and Liao, Wei-Hsin(1998), “Seismic Response
Analysis of Bridges Isolated with Friction Pendulum Bearings,” Earthquake
Engineering and Structural Dynamics, 27, 1069-1093.28. Wang, Y.P., Chung. L.L, Teng, M.C, Lee, C.L. (1998), “Experimental Study of
Seismic Structural Isolation using Sliding Bearings,” 2WCSC, Kyoto, Japan,
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Structures with Unsynchronized Support Motions’, Earthquake Engineering and
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approach for dynamic analysis of sliding structures,” Engineering Structures 23,
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Cylindrical Tanks Using Friction Pendulum Bearings,” Earthquake Engineering
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33. James M. Gere and Stephen P. Timoshenko, Mechanics of Materials, 4th Ed., 1997.
34. Prof. Dr. Ing and Uwe E. Dorka,
http://www.uni-kassel.de/fb14/stahlbau/eartheng/downloads/3_response_analysi s.pdf
35. Steven C. Chapra and Raymond P. Canale, Numerical Method for Engineers
with Programming and Software Applications, 3rd Ed., 1998.
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Appendix A:
Source Codes of MATLAB Programs
Main1.m
% Main1.m
% by Stainer
% February 22, 2004
%
% The Main Program for Development of Measuring Methodology for
% Moment and Shear via Strain Measurement.
%
%
% Required functions:
% 1. NonlinearBending03.m
% 2. FindTheStress02.m
% 3. Strain02.m (Ramgerg-Osgood Streee-Strain Relation)
% 4. CompareHysteresis.m clear; clc;
global E Sigma_0 Alpha n % Ramberg-Osgood Parameters global MaxIterationTimes % Iteration Parameters global Sigma Epsilon % Calculated Values global TableRO_Sigma TableRO_Epsilon % Table
Sigma = 0; Epsilon = 0; % Initial Values
% Parameters Input by Users ===================================================
% Ramberg-Osgood Parameters
Sigma_0 = 430; % MPa E = 210; % GPa Alpha = E/Sigma_0*0.002*1000;
n = 5.33;
% Unit Conversion for Ramberg-Osgood Parameters (DO NOT CHANGE) E_Output = E; % GPa, for output only
E = E * 10^3; % MPa % Iteration Parameters
Sigma(1) = 290; % Initial Values, Default: 290 Sigma(2) = 300; % Initial Values, Default: 300 MaxIterationTimes = 200; % Max Iteration Times, Default: 200 NumberOfStep = 3; % Number of step, Default: 3 % Parameters of the X-Shaped Metallic Yielding Damper
% Dimension of the cross-section of the damper where the strain gauge bounded b = 2.4 /100; % m, width of the cross-section, Default: 2.4/100 h = 1.5 /1000; % m, thickness of the damper, Default: 1.5/1000 H = 3.0 /100; % m, twice the distance of the strain gauge
% from the neck of the X-shaped plate by considering the condition of symmetry % Control parameters
% for Stress-Strain Hysteresis Figure (in NonlinearBending02.m) SH_TitleString = 'Ramberg-Osgood Hysteresis Model
(0930423-05~20mm-01-Strain3.asc)';
SH_FileName = '0930423-05~20mm-01-Strain3-SH.jpg';
SH_FileName2 = '0930423-05~20mm-01-Strain3-SH.eps';
% for Shear Force Figure (in plotV.m)
V_FileName = '0930423-05~20mm-01-Strain3-ShearForce.jpg';
V_FileName2 = '0930423-05~20mm-01-Strain3-ShearForce.eps';
V_TitleString = 'Shear Force (0930423-05~20mm-01-Strain3.asc)';
V_TitleString = strcat(V_TitleString,' [N=',num2str(N),']');
% for Hysteresis Loop Figure (in plotH.m)
H_FileName = '0930423-05~20mm-01-Strain3-Hysteresis.jpg';
H_FileName2 = '0930423-05~20mm-01-Strain3-Hysteresis.eps';
H_TitleString = 'Hysteresis Loop for the Damper [Theoretical]
(0930423-05~20mm-01-Strain3.asc)';
H_TitleString = strcat(H_TitleString,'[N=',num2str(N),']');
% for Text File of Detailed Calculating Process
TextFileName = '0930423-05~20mm-01-Strain3-Output.txt';
Appendix A: Source Codes of MATLAB Programs
147
% for text file of Calculated Hysteresis
HysFileName = '0930423-05~20mm-01-Strain3-PredictedHysteresis.txt';
% Input Filenames NumberOfData = 1;
% Input Filenames of Strain Gauge Data
FileName1(1) = {'0930423-05~20mm-03-Strain3f.asc'};
% Input Filenames of LVDT
FileName2(1) = {'0930423-05~20mm-03-AC1f.asc'};
% =============================================================================
% Required functions:
% 1. FindTheStress02.m
% 2. Strain02.m
% 3. GenerateTableRO.m
% 4. SerachTableRO.m
%
% Output parameters if(FID==1)
Fid = 1; % screen output else
Fid = fopen(TextFileName,'w'); % file output end
% Print the parameters on the screen
fprintf(Fid,'Nonlinear Bending Analysis\n');
fprintf(Fid,' by Stainer\n');
fprintf(Fid,' February 2004\n');
fprintf(Fid,'\n');
fprintf(Fid,'Date: %s\n',date);
fprintf(Fid,'============================================================\n');
fprintf(Fid,' INPUT PARAMETERS:\n');
fprintf(Fid,' 1. Ramgerg-Osgood Parameters:\n');
fprintf(Fid,' n = %5.2f \n',n);
fprintf(Fid,' Alpha = %5.2f \n',Alpha);
fprintf(Fid,' E = %5.2f (GPa)\n',E_Output);
fprintf(Fid,' Sigma_0 = %5.2f (MPa)\n',Sigma_0);
fprintf(Fid,' 2. Iteration Parameters:\n');
fprintf(Fid,' Initial Values of Stress = %5.2f and %5.2f (GPa)\n',Sigma(1),Sigma(2));
fprintf(Fid,' Max Iteration Times = %d\n',MaxIterationTimes);
fprintf(Fid,'============================================================');
fprintf(Fid,'\n');
fprintf(Fid,'\n====================== BEGIN ANALYSIS ======================\n');
fprintf(Fid,'\n');
% Nonlinear Bending Analysis for i=1 : NumberOfData % for1
fprintf(Fid,' The data being processing: "%s"\n',FileName1{i});
fprintf(Fid,' Number of data : %5d\n',LengthOfData);
fprintf(Fid,' Number of plates : %2d\n',N);
fprintf(Fid,' MinStrain : %6.5f\n',MinStrain);
% Calculate the Corresponding Stress & Generate the Ramberg-Osgood Hysteresis Model k = 1; % Index for StressData(k) and StrainData(k)
if((mod(NumberOfTurningPoint,2)==1)) % Odd NumberOfTurningPoint CalculationTimes = (NumberOfTurningPoint+1)/2;
Appendix A: Source Codes of MATLAB Programs
149
fprintf(Fid,'\n==================== ANALYSIS COMPLETE ===================\n');
fprintf(Fid,'\n');
% Output parameters if(FID==1)
Strain02.m
function Strain = Strain02(Sigma,FLAG2,Epsilon_A,Sigma_A) global E Sigma_0 Alpha n % Ramberg-Osgood Parameters
% "Strain02.m" is a function of "FindTheStress02.m".
% The Ramberg-Osgood Stress-Strain relationship is adopted in this program.
if (FLAG2==1) %FLAG2
Strain = (Sigma/E) + (Sigma_0*Alpha)/E*(Sigma/Sigma_0).^n;
elseif (FLAG2==2)
fprintf('\nArguments Error in Strain02.m !\n\n');
end
% Generate the table (Ramberg-Osgood Stress-Strain relation).
% Use the series of testX.m to check the table.
% % Example:
% GenerateTableRO(0.01,2,0.015,333)
%
global E Sigma_0 Alpha n % Ramberg-Osgood Parameters global TableRO_Sigma TableRO_Epsilon % Table
% File name
elseif(FLAG2==3)
e = num2str(-Epsilon_A);
% Generate the table if(FLAG2==2)
%fprintf(' Generate the Table of Ramberg-Osgood Stress-Strain Relation:\n');
%fprintf(' FLAG2 = %1d\n',FLAG2);
TableRO_Epsilon = TableRO_Epsilon';
TableRO_Sigma = TableRO_Sigma';
elseif(FLAG2==3)
Appendix A: Source Codes of MATLAB Programs
151
Sigma_A = -Sigma_A;
Epsilon_A = -Epsilon_A;
%fprintf(' Generate the Table of Ramberg-Osgood Stress-Strain Relation:\n');
%fprintf(' FLAG2 = %1d\n',FLAG2);
TableRO_Epsilon = -TableRO_Epsilon';
TableRO_Sigma = -TableRO_Sigma';
%fprintf(' Precision = %5.2e \n',abs(TableRO_Epsilon(1)-TableRO_Epsilon(2)));
end
SearchTableRO.m
function CorrespondingStress = SearchTableRO(GivenEpsilon,FLAG2,Epsilon_A,Sigma_A)
% SearchTableRO.m
% by Stainer
% February 22, 2004
%
%
% Search the table generated by GenerateTableRO.m.
% Use the series of testX.m to check the table.
%
% Example:
%
%
global TableRO_Sigma TableRO_Epsilon % Table
% Search the table if(FLAG2==2||FLAG2==3)
% Search the table for the GivenEpsilon
if( abs((TableRO_Epsilon(i)-GivenEpsilon))<(10^(-2)) )
% (The next point of local max/min value) ==> Turning Point
%
% NOTE: The data files you are going to processing must be located in \InputData\.
%
% Input File: 2 column strain data
% First column: Time
% Second column: micro-strain
% Output File: 3 column strain data (TurningPoint Column will be added!)
% Third column: Turning Point (1: truning point, 9: end point)
%
% Programming Concept:
% 1. Find the point that strain equals to zero. This will divide the total
% strain data into several segments.
FileName1(1) = {'0930423-05~20mm-03-Strain3f.asc'};
FileName1(2) = {'0920930-Kobe(0.25g)-Gage12.asc'};
% Generate the Turning Point Column for i=1 : NumberOfData
clear Fid Flag L LocalExtremeValue Result Temp Temp2 clear TurningPoint TurningPointIndex ZeroStrainIndex clear Time Strain n j p qqq
Appendix A: Source Codes of MATLAB Programs
153
% Compare the experimental hysteresis with the predicted one.
%
clear; clc;
% Parameters
% Direct Measurement Hysteresis (from the component test in NctuCE Project - 05) % Format: [Displacement Force Time]
FileNameString1 = '0930423-05~20mm-03-ExperimentalHysteresis.TXT';
% Predicted from Strain Hysteresis (from the nonlinear bending analysis in NctuCE Project - 08)
% Format: [Displacement Force]
FileNameString2 = '0930423-05~20mm-01-Strain3-PredictedHysteresis.TXT';
% Properties of Figure
TitleString = '0930423-05~20mm-01-Strain3';
TitleString = strcat('Comparison of Hysteresis (',TitleString,')');
% Output
JpgFileNameString = strcat(TitleString,'.jpg');
% Load the data cd InputData
Temp1 = load(FileNameString1);
Temp2 = load(FileNameString2);
cd ..
plot(D1(24:5714),F1(24:5714),'GREEN--', ...
D2(54:5714),F2(54:5714),'RED');
% Properties of the figure %title(TitleString);
xlabel('Displacement (mm)');
ylabel('Force (Kgf)');
legend('Direct Measurement','Predicted from Strain',4);
set(findobj(gca,'Type','line','Color','RED'),'Color','RED','LineWidth',1.2);
set(findobj(gca,'Type','line','Color','GREEN'),'Color','GREEN','LineWidth',1.2);
grid on;
set(gca,'YMinorTick','on');
%text(7,-60,'\alpha = 1.7 n=10');
%text(7,-75,'\sigma_0 = 450 MPa');
%text(7,-92,'E = 210 GPa');
% Output
print('-f1', '-djpeg90', '-r128', JpgFileNameString);
EpsFileNameString = strcat(TitleString,'.eps');
if(EpsFlag==1) print('-f1', '-r600', '-depsc', EpsFileNameString); end
FilterDisplacement.m
InputFileNameString = '0930423-05~20mm-03-AC1.asc';
OutputFileNameString = '0930423-05~20mm-03-AC1f.asc';
% Load the data cd InputData
Temp1 = load(InputFileNameString);
cd ..
% Post-processing
Displacement = Temp1(:,2); % Displacement Time = Temp1(:,1); % Time
% Filter
[num,den] = butter(20,0.6);
Displacement1 = filter(num,den,Displacement);
% Comparison
plot(Time,Displacement, Time,Displacement1);
legend('Original','Filter');
Appendix A: Source Codes of MATLAB Programs
155
fclose(Fid);
cd ..
% Complete
fprintf('==> %s is done.\n',OutputFileNameString);
plotH.m
Fig02 = figure('visible', 'on');
plot(D(14:5714),V(14:5714),'BLACK');
%title(H_TitleString);
xlabel('Displacement from LVDT (cm)');
ylabel('Force (Kgf)');
axis([-15 15 -120 100]) grid on;
%set(findobj(gca,'Type','line','Color',[0 0 1]),'Color','BLUE','LineWidth',1.2);
print('-f1', '-djpeg90', ResolutionString, H_FileName);
if(EpsFlag==1) print('-f1', '-r600', '-depsc', H_FileName2); end close(Fig02);
plotSH.m
Fig04 = figure('visible', 'on');
plot(StrainData,StressData,'BLACK');
% Figure Properties
%title(SH_TitleString,'FontSize',12);
xlabel('\epsilon','FontSize',12);
ylabel('\sigma (MPa) ','FontSize',12);
grid on;
set(get(gca,'YLabel'),'Rotation',0.0);
%set(findobj(gca,'Type','line','Color',[0 0 1]),'Color','BLUE','LineWidth',1.2);
print('-f1', '-djpeg90', ResolutionString, SH_FileName);
if(EpsFlag==1) print('-f1', '-r600', '-depsc', SH_FileName2); end close(Fig04);
plotStrain.m
Fig03 = figure('visible', 'on');
plot(Time,StrainData*10^6,'BLACK');
%title(S_TitleString);
xlabel('Time (sec)');
ylabel('Micro-Strain');
axis([0 700 -4000 4000]);
grid on;
%set(findobj(gca,'Type','line','Color',[0 0 1]),'Color','BLUE','LineWidth',1.2);
print('-f1', '-djpeg90', ResolutionString, S_FileName);
if(EpsFlag==1) print('-f1', '-r600', '-depsc', S_FileName2); end close(Fig03);
plotV.m
Fig04 = figure('visible', 'on');
plot(V,'BLACK');
title(V_TitleString);
xlabel('Number');
ylabel('Force (Kgf)');
grid on;
%set(findobj(gca,'Type','line','Color',[0 0 1]),'Color','black','LineWidth',1);
print('-f1', '-djpeg90', ResolutionString, V_FileName);
if(EpsFlag==1) print('-f1', '-r600', '-depsc', V_FileName2); end close(Fig04)
Curriculum Vitae
1985~1991 Chung-Cheng Elementary School 1991~1994 Tun-Hua Junior High School 1994~1997 Chien-Kuo Senior High School 1998~2002 Tamkang University
Major: Civil Engineering Minor: Computer Science 2002~2004 National Chiao Tung University
Major: Civil Engineering (Structural Engineering)