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Introduction to Operational Modal Analysis [Kõva köide]

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  • Formaat: Hardback, 372 pages, kõrgus x laius x paksus: 252x175x23 mm, kaal: 721 g
  • Ilmumisaeg: 04-Sep-2015
  • Kirjastus: John Wiley & Sons Inc
  • ISBN-10: 111996315X
  • ISBN-13: 9781119963158
Teised raamatud teemal:
Introduction to Operational Modal AnalysisSuurem pilt
  • Formaat: Hardback, 372 pages, kõrgus x laius x paksus: 252x175x23 mm, kaal: 721 g
  • Ilmumisaeg: 04-Sep-2015
  • Kirjastus: John Wiley & Sons Inc
  • ISBN-10: 111996315X
  • ISBN-13: 9781119963158
Teised raamatud teemal:
Püsilink: https://www.kriso.ee/db/9781119963158.html
Märksõnad:
Provides all the information an engineer will require to set up an operational modal test. The first book dedicated to operational modal analysis (OMA) and authored by a pioneer in the field, Introduction to Operational Modal Analysis provides all the information an engineer will require to set up an operational modal test.

Comprehensively covers the basic principles and practice of Operational Modal Analysis (OMA).

  • Covers all important aspects that are needed to understand why OMA is a practical tool for modal testing
  • Covers advanced topics, including closely spaced modes, mode shape scaling, mode shape expansion and estimation of stress and strain in operational responses
  • Discusses practical applications of Operational Modal Analysis
  • Includes examples supported by MATLAB® applications
  • Accompanied by a website hosting a MATLAB® toolbox for Operational Modal Analysis

Arvustused

"This is an interesting book for anybody dealing with vibrations, density functions, and with data and signal processing.......I certainly recommend it as a textbook for graduate study in universities." (Zentralblatt MATH 2016)

Preface xi
1 Introduction
1(16)
1.1 Why Conduct Vibration Test of Structures?
3(1)
1.2 Techniques Available for Vibration Testing of Structures
3(1)
1.3 Forced Vibration Testing Methods
4(1)
1.4 Vibration Testing of Civil Engineering Structures
5(1)
1.5 Parameter Estimation Techniques
5(1)
1.6 Brief History of OMA
6(1)
1.7 Modal Parameter Estimation Techniques
6(4)
1.8 Perceived Limitations of OMA
10(1)
1.9 Operating Deflection Shapes
10(1)
1.10 Practical Considerations of OMA
11(2)
1.11 About the Book Structure
13(4)
References
15(2)
2 Random Variables and Signals
17(16)
2.1 Probability
17(6)
2.1.1 Density Function and Expectation
17(2)
2.1.2 Estimation by Time Averaging
19(2)
2.1.3 Joint Distributions
21(2)
2.2 Correlation
23(5)
2.2.1 Concept of Correlation
23(1)
2.2.2 Autocorrelation
24(1)
2.2.3 Cross Correlation
25(2)
2.2.4 Properties of Correlation Functions
27(1)
2.3 The Gaussian Distribution
28(5)
2.3.1 Density Function
28(1)
2.3.2 The Central Limit Theorem
28(2)
2.3.3 Conditional Mean and Correlation
30(1)
References
31(2)
3 Matrices and Regression
33(20)
3.1 Vector and Matrix Notation
33(2)
3.2 Vector and Matrix Algebra
35(9)
3.2.1 Vectors and Inner Products
35(1)
3.2.2 Matrices and Outer Products
36(2)
3.2.3 Eigenvalue Decomposition
38(2)
3.2.4 Singular Value Decomposition
40(1)
3.2.5 Block Matrices
40(1)
3.2.6 Scalar Matrix Measures
41(2)
3.2.7 Vector and Matrix Calculus
43(1)
3.3 Least Squares Regression
44(9)
3.3.1 Linear Least Squares
44(3)
3.3.2 Bias, Weighting and Covariance
47(5)
References
52(1)
4 Transforms
53(28)
4.1 Continuous Time Fourier Transforms
53(6)
4.1.1 Real Fourier Series
54(1)
4.1.2 Complex Fourier Series
55(3)
4.1.3 The Fourier Integral
58(1)
4.2 Discrete Time Fourier Transforms
59(7)
4.2.1 Discrete Time Representation
59(3)
4.2.2 The Sampling Theorem
62(4)
4.3 The Laplace Transform
66(5)
4.3.1 The Laplace Transform as a generalization of the Fourier Transform
66(1)
4.3.2 Laplace Transform Properties
67(1)
4.3.3 Some Laplace Transforms
68(3)
4.4 The Z-Transform
71(10)
4.4.1 The Z-Transform as a generalization of the Fourier Series
71(2)
4.4.2 Z-Transform Properties
73(1)
4.4.3 Some Z-Transforms
73(2)
4.4.4 Difference Equations and Transfer Function
75(1)
4.4.5 Poles and Zeros
76(3)
References
79(2)
5 Classical Dynamics
81(42)
5.1 Single Degree of Freedom System
82(10)
5.1.1 Basic Equation
82(1)
5.7.2 Free Decays
83(4)
5.1.3 Impulse Response Function
87(2)
5.1.4 Transfer Function
89(1)
5.1.5 Frequency Response Function
90(2)
5.2 Multiple Degree of Freedom Systems
92(15)
5.2.1 Free Responses for Undamped Systems
93(2)
5.2.2 Free Responses for Proportional Damping
95(1)
5.2.3 General Solutions for Proportional Damping
95(1)
5.2.4 Transfer Function and FRF Matrix for Proportional Damping
96(3)
5.2.5 General Damping
99(8)
5.3 Special Topics
107(16)
5.3.1 Structural Modification Theory
107(2)
5.3.2 Sensitivity Equations
109(1)
5.3.3 Closely Spaced Modes
110(4)
5.3.4 Model Reduction (SEREP)
114(2)
5.3.5 Discrete Time Representations
116(3)
5.3.6 Simulation of OMA Responses
119(2)
References
121(2)
6 Random Vibrations
123(26)
6.1 General Inputs
123(7)
6.1.1 Linear Systems
123(2)
6.1.2 Spectral Density
125(3)
6.1.3 SISO Fundamental Theorem
128(1)
6.1.4 MIMO Fundamental Theorem
129(1)
6.2 White Noise Inputs
130(13)
6.2.1 Concept of White Noise
130(1)
6.2.2 Decomposition in Time Domain
131(3)
6.2.3 Decomposition in Frequency Domain
134(3)
6.2.4 Zeroes of the Spectral Density Matrix
137(2)
6.2.5 Residue Form
139(1)
6.2.6 Approximate Residue Form
140(3)
6.3 Uncorrelated Modal Coordinates
143(6)
6.3.1 Concept of Uncorrelated Modal Coordinates
143(1)
6.3.2 Decomposition in Time Domain
144(1)
6.3.3 Decomposition in Frequency Domain
145(2)
References
147(2)
7 Measurement Technology
149(52)
7.1 Test Planning
149(3)
7.1.1 Test Objectives
149(1)
7.1.2 Field Visit and Site Inspection
150(1)
7.1.3 Field Work Preparation
150(1)
7.1.4 Field Work
151(1)
7.2 Specifying Dynamic Measurements
152(16)
7.2.1 General Considerations
152(2)
7.2.2 Number and Locations of Sensors
154(4)
7.2.3 Sampling Rate
158(1)
7.2.4 Length of Time Series
159(1)
7.2.5 Data Sets and References
160(2)
7.2.6 Expected Vibration Level
162(2)
7.2.7 Loading Source Correlation and Artificial Excitation
164(4)
7.3 Sensors and Data Acquisition
168(28)
7.3.1 Sensor Principles
168(1)
7.3.2 Sensor Characteristics
169(4)
7.3.3 The Piezoelectric Accelerometer
173(2)
7.3.4 Sensors Used in Civil Engineering Testing
175(4)
7.5.5 Data Acquisition
179(3)
7.3.6 Antialiasing
182(1)
7.3.7 System Measurement Range
182(1)
7.3.8 Noise Sources
183(4)
7.3.9 Cabled or Wireless Sensors?
187(1)
7.3.10 Calibration
188(3)
7.3.11 Noise Floor Estimation
191(3)
7.3.12 Very Low Frequencies and Influence of Tilt
194(2)
7.4 Data Quality Assessment
196(2)
7.4.1 Data Acquisition Settings
196(1)
7.4.2 Excessive Noise from External Equipment
197(1)
7.4.3 Checking the Signal-to-Noise Ratio
197(1)
7.4.4 Outliers
197(1)
7.5
Chapter Summary -- Good Testing Practice
198(3)
References
199(2)
8 Signal Processing
201(38)
8.1 Basic Preprocessing
201(3)
8.1.1 Data Quality
202(1)
8.1.2 Calibration
202(1)
8.1.3 Detrending and Segmenting
203(1)
8.2 Signal Classification
204(4)
8.2.1 Operating Condition Sorting
204(1)
8.2.2 Stationarity
205(1)
8.2.3 Harmonics
206(2)
8.3 Filtering
208(10)
8.3.1 Digital Filter Main Types
209(1)
8.3.2 Two Averaging Filter Examples
210(2)
8.3.3 Down-Sampling and Up-Sampling
212(1)
8.3.4 Filter Banks
213(1)
8.3.5 FFT Filtering
213(1)
8.3.6 Integration and Differentiation
214(2)
8.3.7 The OMA Filtering Principles
216(2)
8.4 Correlation Function Estimation
218(11)
8.4.1 Direct Estimation
219(2)
8.4.2 Biased Welch Estimate
221(1)
8.4.3 Unbiased Welch Estimate (Zero Padding)
222(2)
8.4.4 Random Decrement
224(5)
8.5 Spectral Density Estimation
229(10)
8.5.1 Direct Estimation
229(1)
8.5.2 Welch Estimation and Leakage
229(3)
8.5.3 Random Decrement Estimation
232(1)
8.5.4 Half Spectra
233(1)
8.5.5 Correlation Tail and Tapering
233(4)
References
237(2)
9 Time Domain Identification
239(22)
9.1 Common Challenges in Time Domain Identification
240(2)
9.1.1 Fitting the Correlation Functions (Modal Participation)
240(2)
9.1.2 Seeking the Best Conditions (Stabilization Diagrams)
242(1)
9.2 AR Models and Poly Reference (PR)
242(2)
9.3 ARMA Models
244(4)
9.4 Ibrahim Time Domain (ITD)
248(3)
9.5 The Eigensystem Realization Algorithm (ERA)
251(3)
9.6 Stochastic Subspace Identification (SSI)
254(7)
References
258(3)
10 Frequency-Domain Identification
261(20)
10.1 Common Challenges in Frequency-Domain Identification
262(3)
10.1.1 Fitting the Spectral Functions (Modal Participation)
262(1)
10.1.2 Seeking the Best Conditions (Stabilization Diagrams)
263(2)
10.2 Classical Frequency-Domain Approach (Basic Frequency Domain)
265(1)
10.3 Frequency-Domain Decomposition (FDD)
266(9)
10.3.1 FDD Main Idea
266(1)
10.3.2 FDD Approximations
267(2)
10.3.3 Mode Shape Estimation
269(2)
10.3.4 Pole Estimation
271(4)
10.4 ARMA Models in Frequency Domain
275(6)
References
278(3)
11 Applications
281(26)
11.1 Some Practical Issues
281(3)
11.1.1 Modal Assurance Criterion (MAC)
282(1)
11.1.2 Stabilization Diagrams
282(1)
11.1.3 Mode Shape Merging
283(1)
11.2 Main Areas of Application
284(7)
11.2.1 OMA Results Validation
284(1)
11.2.2 Model Validation
285(1)
11.2.3 Model Updating
285(3)
11.2.4 Structural Health Monitoring
288(3)
11.3 Case Studies
291(16)
11.3.1 Tall Building
292(5)
11.3.2 Long Span Bridge
297(4)
11.3.3 Container Ship
301(5)
References
306(1)
12 Advanced Subjects
307(20)
12.1 Closely Spaced Modes
307(2)
12.1.1 Implications for the Identification
308(1)
12.1.2 Implications for Modal Validation
308(1)
12.2 Uncertainty Estimation
309(2)
12.2.1 Repeated Identification
309(1)
12.2.2 Covariance Matrix Estimation
310(1)
12.3 Mode Shape Expansion
311(4)
12.3.1 FE Mode Shape Subspaces
311(1)
12.3.2 FE Mode Shape Subspaces Using SEREP
312(1)
12.3.3 Optimizing the Number of FE Modes (LC Principle)
313(2)
12.4 Modal Indicators and Automated Identification
315(4)
12.4.1 Oversized Models and Noise Modes
315(1)
12.4.2 Generalized Stabilization and Modal Indicators
315(3)
12.4.3 Automated OMA
318(1)
12.5 Modal Filtering
319(1)
12.5.1 Modal Filtering in Time Domain
319(1)
12.5.2 Modal Filtering in Frequency Domain
320(1)
12.5.3 Generalized Operating Deflection Shapes (ODS)
320(1)
12.6 Mode Shape Scaling
320(3)
12.6.1 Mass Change Method
321(1)
12.6.2 Mass-Stiffness Change Method
322(1)
12.6.3 Using the FEM Mass Matrix
323(1)
12.7 Force Estimation
323(1)
12.7.1 Inverting the FRF Matrix
324(1)
12.7.2 Modal Filtering
324(1)
12.8 Estimation of Stress and Strain
324(3)
12.8.1 Stress and Strain from Force Estimation
324(1)
12.8.2 Stress and Strain from Mode Shape Expansion
325(1)
References
325(2)
Appendix A Nomenclature and Key Equations
327(8)
Appendix B Operational Modal Testing of the Heritage Court Tower
335(12)
B.1 Introduction
335(1)
B.2 Description of the Building
335(1)
B.3 Operational Modal Testing
336(2)
B.3.1 Vibration Data Acquisition System
338(1)
B.4 Vibration Measurements
338(4)
B.4.1 Test Setups
341(1)
B.4.2 Test Results
341(1)
B.5 Analysis of the HCT Cases
342(5)
B.5.1 FDD Modal Estimation
342(1)
B.5.2 SSI Modal Estimation
343(1)
B.5.3 Modal Validation
343(3)
References
346(1)
Appendix C Dynamics in Short
347(5)
C.1 Basic Equations
347(1)
C.2 Basic Form of the Transfer and Impulse Response Functions
348(1)
C.3 Free Decays
348(1)
C.4 Classical Form of the Transfer and Impulse Response Functions
349(1)
C.5 Complete Analytical Solution
350(1)
C.6 Eigenvector Scaling
351(1)
C.7 Closing Remarks
351(1)
References 352(1)
Index 353
Rune Brincker is a civil engineer and received his M.Sc and Ph.D. from the Technical University of Denmark in 1977 and 1981, respectively. Since then he has been conducting research on various aspects of structural mechanics. Rune has been employed as associate and full professor at several Danish universities. Presently he is a Professor of Structural Dynamics at Aarhus University, Denmark. During the last 30 years his research has been focused on operational modal analysis (OMA), and one of his major contributions to this field has been the development of the frequency domain decomposition (FDD) identification technique, which has been used in many practical applications of OMA. Rune Brincker is a co-founder of Structural Vibration Solutions (SVS) founded in 1999; and he is the founding chair of the International Operational Modal Analysis Conference (IOMAC) which started in 2005.

Carlos Ventura is a Civil Engineer with specializations in structural dynamics and earthquake engineering. He has been a faculty member of the Department of Civil Engineering at the University of British Columbia (UBC) in Canada since 1992. He is currently the Director of the Earthquake Engineering Research Facility (EERF) at UBC, and is the author of more than 450 papers and reports on earthquake engineering, structural dynamics and modal testing. He has conducted research about earthquakes and structural dynamics for more than thirty years. In addition to his academic activities, Carlos Ventura is a recognized international consultant on structural vibrations and safety of large Civil Engineering structures. He is a member of the Canadian Academy of Engineering and Fellow of Engineers Canada, also a member of several national and international professional societies, advisory committees and several building and bridge code committees.