Advanced Vehicle Scanning Method : Bridge Modal Parameter Identification

• Record Nr.: UNINA9911020201303321
• Autore: Xu Hao
• Pubbl/distr/stampa: Newark : , : John Wiley & Sons, Incorporated, , 2025; ©2025
• ISBN: 1-394-28605-8; 1-394-28606-6
• Edizione: [1st ed.]
• Descrizione fisica: 1 online resource (507 pages)
• Altri autori (Persone): YangDer-Shen; YangYeong-Bin
• Lingua di pubblicazione: Inglese
• Formato: Materiale a stampa
• Livello bibliografico: Monografia
• Nota di contenuto: Cover -- Title Page -- Copyright -- Contents -- Preface -- Acknowledgments -- List of Symbols -- List of Abbreviations -- Chapter 1 Introduction -- 1.1 Background -- 1.2 Basic Concept of the VSM for Bridges -- 1.2.1 Bridge Frequency Identification -- 1.2.2 Bridge Mode Shape Identification -- 1.2.3 Bridge Damping Ratio Identification -- 1.3 Brief on the Works Conducted by Yang and Coworkers -- 1.3.1 Vehicle and Bridge Models Used and Their Vibration Mechanisms -- 1.3.1.1 Vehicle Models -- 1.3.1.2 Bridge's Models and Properties -- 1.3.2 Enhanced Methods for Bridge Frequency Identification -- 1.3.2.1 Software‐Based Approaches -- 1.3.2.2 Hardware‐Based Approaches -- 1.3.3 Bridge Mode Shape Identification -- 1.3.4 Bridge Damping Ratio Identification -- 1.3.5 Bridge Damage Identification -- 1.3.6 Extension of VSM to Railway Tracks -- 1.4 Bridge Modal Parameter Identification by Researchers Worldwide -- 1.4.1 Bridge Frequency Identification -- 1.4.1.1 Vehicle and Bridge Models Used and Their Mechanism of Vibration -- 1.4.1.2 Time‐Varying Characteristics of the Vehicle-Bridge System -- 1.4.1.3 Enhanced Methods for Bridge Frequency Identification -- 1.4.2 Bridge Mode Shape Identification -- 1.4.2.1 HT‐Based Techniques -- 1.4.2.2 Time-Frequency Techniques -- 1.4.2.3 Other Mode Shape Identification Methods -- 1.4.3 Bridge Damping Ratio Identification -- 1.5 Bridge ; Damage Identification by Researchers Worldwide -- 1.5.1 Modal Parameter‐Based Methods -- 1.5.1.1 Natural Frequency‐Based Methods -- 1.5.1.2 Mode Shape‐Based Methods -- 1.5.2 Signal Processing‐Based Methods -- 1.5.3 Machine Learning‐Based Methods -- 1.5.4 Other Methods -- 1.6 Pavement Roughness Identification by Researchers Worldwide -- 1.7 Vehicle Scanning Method for Railway Tracks and Bridges -- 1.7.1 Track Geometry Estimation.; 1.7.2 Identification of Dynamic Parameters of Railway Tracks and Bridges -- 1.7.3 Track Defect Detection -- 1.8 Application of Smartphone‐Based IoT System in VSM -- 1.9 Conclusions and Recommendations for Future Work -- 1.9.1 Conclusions -- 1.9.2 Challenges and Recommendations -- Part I Vehicle Scanning Method for Bridge Frequencies -- Chapter 2 Damped Scanning Vehicle for Bridge Frequencies: Theory and Experiment -- 2.1 Introduction -- 2.2 Formulation of the Analytical Theory -- 2.2.1 Dynamic Responses of the Bridge and Contact Point -- 2.2.2 Dynamic Response of the Test Vehicle -- 2.3 Calculation of Contact Response of the Damped Test Vehicle -- 2.3.1 Backward Calculation Procedure for the Contact Response -- 2.3.2 Transmissibility Between Contact Point and Vehicle Responses -- 2.4 Numerical Formulation of the Problem -- 2.4.1 Description of VBI Element for Single‐DOF Vehicle -- 2.4.2 Verification of Analytical Solution -- 2.5 Parametric Study -- 2.5.1 Effect of Vehicle Damping -- 2.5.2 Effect of Test Vehicle Speed -- 2.5.3 Effect of Environmental Noise -- 2.5.4 Effect of Surface Roughness -- 2.5.4.1 Scenario 1: Bridge Without Ongoing Traffic -- 2.5.4.2 Scenario 2: Bridge with Ongoing Traffic -- 2.6 Experimental Study -- 2.6.1 Brief on the Test Bridge -- 2.6.2 Measurement by Sensors Deployed on the Bridge Surface -- 2.6.3 Design of the Test Vehicle -- 2.6.4 Measurement by the Test Vehicle in the Nonmoving State -- 2.6.5 Flat Road Test for Vehicle Frequency in the Moving State -- 2.6.6 Measurement by the Test Vehicle in the Moving State -- 2.6.6.1 Scenario 1: Vehicle Moving Along the Bridge Centerline -- 2.6.6.2 Scenario 2: Vehicle Moving Along the Centerline with a Temporary Parking for 30 s -- 2.7 Concluding Remarks -- Chapter 3 Refined Detection for Bridge Frequencies: Theory and Experiment -- 3.1 Introduction.; 3.2 Contact Responses for Two Wheels of Single‐Axle Vehicle -- 3.3 Brief on Test Bridge and Direct Measurement -- 3.4 Description of Self‐Designed Single‐Axle Test Vehicle -- 3.4.1 Properties of Single‐Axle Test Vehicle -- 3.4.2 Responses of Test Vehicle Moving over Flat Road -- 3.4.3 Contact Responses of Test Vehicle Moving on Flat Road -- 3.5 Scanning Bridge's Frequencies by Test Vehicle's Rocking Motion -- 3.5.1 Scenario 1: Test Vehicle Moving Nonstop over Bridge -- 3.5.1.1 Wheel Responses of Vehicle Moving over Bridge -- 3.5.1.2 Contact Responses of Test Vehicle's Wheels Moving over Bridge -- 3.5.2 Scenario 2: Vehicle Moving over Bridge with Temporary Stop -- 3.5.2.1 Wheel Responses of Moving Vehicle with Temporary Stop on Bridge -- 3.5.2.2 Contact Responses for Test Vehicle Moving over Bridge with Temporary Stop -- 3.6 Concluding Remarks -- Chapter 4 Single‐Axle Two‐Mass Scanning Vehicle for Bridge Frequencies: Theory -- 4.1 Introduction -- 4.2 Analytical Formulation of the Problem -- 4.2.1 Dynamic Responses of the Bridge and Contact Point -- 4.2.2 Dynamic Responses of the Vehicle's Body and Wheel -- 4.3 Vehicle-Bridge Contact Response of Two‐Mass Vehicle Model -- 4.3.1 Vehicle's Wheel Response Back‐Calculated from Body Response -- 4.3.2 Contact Response Back‐Calculated from Vehicle's Body and Wheel Responses -- 4.4 Numerical Simulation of the Problem -- 4.4.1 Description of Vehicle-Bridge Interaction Element -- 4.4.2 Verification of Analytical ; Solutions -- 4.4.3 Verification of Back‐Calculation Procedure for Vehicle's Wheel Response -- 4.4.4 Verification of Back‐Calculation Procedure for Contact Response -- 4.4.5 Applicability of the Contact Formula to Other Beam‐Type Bridges -- 4.5 Parametric Study -- 4.5.1 Effect of Vehicle Damping -- 4.5.2 Effect of Vehicle Speed -- 4.5.3 Effect of Environmental Noise -- 4.5.4 Effect of Pavement Roughness.; 4.5.5 A More Realistic Condition -- 4.6 Concluding Remarks -- Chapter 5 Vehicle Scanning Method Enhanced by a Shaker -- 5.1 Introduction -- 5.2 Theoretical Modeling of the Problem -- 5.2.1 Dynamic Responses of the Bridge and Contact Point -- 5.2.2 Dynamic Response of the Test Vehicle -- 5.3 Dynamic Amplification Factor of the Shaker for Vehicle and Contact Responses -- 5.4 Numerical Verification -- 5.4.1 Verification of Analytical Solution -- 5.4.2 Verification of Back‐Calculated Contact Response -- 5.5 Effect of the Shaker on Bridge Frequency Extraction -- 5.5.1 Effect of Shaker Frequency -- 5.5.2 Effect of Shaker Location -- 5.5.3 Effect of Vehicle Speed -- 5.6 Effects of Pavement Roughness and Environmental Noise -- 5.7 Concluding Remarks -- Chapter 6 Vehicle Scanning Method Enhanced by Amplifiers -- 6.1 Introduction -- 6.2 Analytical Formulation of the Problem -- 6.2.1 Dynamic Responses of the Bridge -- 6.2.2 Dynamic Responses of the Amplifier and Test Vehicle -- 6.3 Effect of Amplifier on the Amplifier-Vehicle-Bridge System -- 6.3.1 Dynamic Amplification Factor of Amplifier for the Bridge Response -- 6.3.2 Dynamic Amplification Factor of Vehicle for the Bridge Response -- 6.3.3 Featured Range of Amplifier Response vs. Vehicle Response -- 6.3.4 Effect of Amplifier on Vehicle's Self‐Frequency -- 6.4 Numerical Simulation of the Problem -- 6.4.1 Brief of Amplifier-Vehicle-Bridge Interaction Element -- 6.4.2 Verification of Analytical Solutions -- 6.5 Test Vehicle Set in (or Not in) Resonance -- 6.6 Effect of Amplifier on Bridge Frequency Extraction -- 6.6.1 Effect of Amplifier Mass -- 6.6.2 Effect of Amplifier Frequency -- 6.6.3 Dual Amplifiers for the Bridge Frequencies -- 6.7 Effect of Pavement Roughness -- 6.7.1 Amplifier Frequency Tuned to Vehicle Frequency -- 6.7.2 Dual Amplifiers Tuned for Different Functions -- 6.8 Concluding Remarks.; Part II Vehicle Scanning Method for Bridge Mode Shapes and Damping Ratios -- Chapter 7 Theory for Scanning Bridge Mode Shapes Using a Two‐Axle Vehicle -- 7.1 Introduction -- 7.2 Closed‐Form Solutions for Contact Responses -- 7.3 Calculation of Contact Responses for Two‐Axle Vehicle -- 7.4 Recovery of Bridge Mode Shapes -- 7.4.1 Brief on Variational Mode Decomposition -- 7.4.2 Recovery of Bridge's Mode Shape by Hilbert Transform -- 7.4.3 Procedure for Recovering Bridge Mode Shapes -- 7.5 Numerical Verification of Back‐Calculated Contact Responses -- 7.6 Construction of Bridge Mode Shapes -- 7.7 Parametric Study -- 7.7.1 Effect of Vehicle Damping -- 7.7.2 Effect of Vehicle Speed -- 7.7.3 Effect of Number of Bridge Spans -- 7.7.4 Effect of Environmental Noise -- 7.7.5 Effect of Pavement Roughness -- 7.8 Concluding Remarks -- Chapter 8 Formula for Determining Damping Ratio Using a Two‐Axle Vehicle -- 8.1 Introduction -- 8.2 Theoretical Formulation of the Problem -- 8.3 Determination of Bridge Damping Ratio -- 8.4 Numerical Verification -- 8.4.1 Verification of Analytical Solution -- 8.4.2 Verification of Back‐calculated Contact Response -- 8.4.3 Determination of Bridge Damping Ratio -- 8.5 Effect of Pavement Roughness -- 8.6 Concluding Remarks -- Chapter 9 Theory for Scanning Bridge Damping Ratios Using a Two‐Axle Vehicle by Wavelet Transform -- 9.1 Introduction -- 9.2 Analytical Formulation of the Problem -- 9.2.1 Closed‐form Solution for the Bridge -- 9.2.2 Closed‐form Solution for the Contact Responses -- 9.3 Calculation of Contact Responses for Two‐axle Vehicle Considering Suspension Effect -- 9.3.1 ; Wheel Responses Back‐calculated from Car Body's Responses -- 9.3.2 Contact Responses Back‐calculated from Vehicle's Body and Wheel Responses -- 9.4 Identification of Bridge Damping Ratio -- 9.4.1 Brief on the WT.; 9.4.2 Identification of Bridge Damping Ratio by the WT.