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Perspectives on European Earthquake Engineering and Seismology : Volume 1.

Bibliographic Details
Main Author: Ansal, Atilla.
Format: eBook
Language:English
Published: Cham : Springer International Publishing AG, 2014.
Edition:1st ed.
Series:Geotechnical, Geological and Earthquake Engineering Series
Subjects:
Electronic books.
Online Access:Click to View
Table of Contents:
  • Intro
  • Preface
  • Contents
  • Chapter 1: The Full-Scale Laboratory: The Practice of Post-Earthquake Reconnaissance Missions and Their Contribution to Earthq...
  • 1.1 Introduction
  • 1.2 Early Field Investigations
  • 1.3 Malletś Investigation of the 1857 Neapolitan Earthquake
  • 1.4 UNESCO Field Missions 1962-1980
  • 1.4.1 The M=6.1 Skopje Earthquake of 26 July 1963
  • 1.4.2 The M=6.8 Varto-Üstükran Earthquake of 19 August 1966
  • 1.4.3 The M=7.1 Mudurnu Valley Earthquake of 22 July 1967
  • 1.4.4 The M=6.4 Pattan Earthquake of 28 December 1974
  • 1.4.5 The M=6.3 Gemona di Friuli Earthquake of 6 May 1976
  • 1.4.6 The M=7.2 Romania Earthquake of 4 March 1977
  • 1.5 EERI Learning from Earthquakes Programme (1972-2014)
  • 1.5.1 Contributions to Structural Engineering
  • 1.5.2 Contributions to Site Effects and Geotechnical Engineering
  • 1.5.3 Contributions to Lifeline Engineering
  • 1.5.4 Contributions to Social Science (and Urban Planning)
  • 1.5.5 Use of Information Technology
  • 1.6 EEFIT (1982-2014)
  • 1.7 Other Post-Earthquake Field Reconnaissance Teams
  • 1.7.1 Japanese Society for Civil Engineering (JSCE)
  • 1.7.2 German Task Force (GTF)
  • 1.7.3 AFPS (Association Francaise du Genie Parasismique)
  • 1.8 Some Contributions of Post-Earthquake Field Missions to Earthquake Engineering
  • 1.8.1 Understanding Performance of Non-engineered Structures
  • 1.8.2 Understanding Human Casualties
  • 1.8.3 Assembly of Data on Earthquake Consequences
  • 1.8.4 GEM Earthquake Consequences Database
  • 1.8.5 Post-Earthquake Image Archives
  • 1.8.6 Use and Limitations of Remote Sensing
  • 1.9 The Future of Earthquake Field Missions
  • 1.10 Conclusions
  • References
  • Chapter 2: Rapid Earthquake Loss Assessment After Damaging Earthquakes
  • 2.1 Introduction
  • 2.2 Earthquake Loss Estimation Methodology
  • 2.2.1 Ground Motion.
  • 2.2.2 Direct Physical Damage to Building Stock
  • 2.2.2.1 Inventory
  • 2.2.2.2 Fragility Functions
  • 2.2.3 Casualties as Direct Social Losses
  • 2.2.4 Estimation of Economic Losses
  • 2.2.5 Uncertainties in Loss Estimation
  • 2.3 Earthquake Loss Estimation Software Tools
  • 2.3.1 HAZUS
  • 2.3.2 EPEDAT
  • 2.3.3 SIGE
  • 2.3.4 KOERILOSS
  • 2.3.5 ESCENARIS
  • 2.3.6 CAPRA
  • 2.3.7 LNECLOSS
  • 2.3.8 SELENA
  • 2.3.9 DBELA
  • 2.3.10 EQSIM
  • 2.3.11 QUAKELOSS
  • 2.3.12 NHEMATIS
  • 2.3.13 EQRM
  • 2.3.14 OSRE
  • 2.3.15 ELER
  • 2.3.16 MAEVIZ
  • 2.4 Earthquake Rapid Loss Assessment Systems
  • 2.4.1 PAGER (Prompt Assessment of Global Earthquakes for Response)
  • 2.4.1.1 Process
  • 2.4.1.2 Building and Population Inventories and Fragilities
  • 2.4.1.3 Economic Loss Estimation
  • 2.4.2 GDACS: The Global Disaster Alert and Coordination System
  • 2.4.3 WAPMERR-QLARM World Agency of Planetary Monitoring and Earthquake Risk Reduction
  • 2.4.4 ELER: Earthquake Loss Estimation
  • 2.4.4.1 Demographic and Building Inventory
  • 2.4.4.2 Building Damage Estimation
  • 2.4.4.3 Casualty Estimation
  • 2.4.5 SELENA: Seismic Loss Computation Engine
  • 2.5 Local Earthquake Rapid Loss Assessment Systems
  • 2.5.1 Earthquake Rapid Reporting System in Taiwan
  • 2.5.2 Istanbul Earthquake Rapid Response System
  • 2.5.3 IGDAS: Istanbul Natural Gas Earthquake Response System
  • 2.5.4 REaltime Assessment of Earthquake Disaster in Yokohama (READY)
  • 2.5.5 Tokyo Gas: Supreme System
  • 2.6 Comments and Conclusions
  • References
  • Chapter 3: Existing Buildings: The New Italian Provisions for Probabilistic Seismic Assessment
  • 3.1 Preamble
  • 3.1.1 The Present Normative State and the Purpose of the New Document Issued by the National Research Council
  • 3.1.2 The Content of the CNR Instructions
  • 3.2 Methodological Aspects Common to All Typologies
  • 3.2.1 Limit States.
  • 3.2.2 Target Performances
  • 3.2.3 Seismic Action
  • 3.2.4 Knowledge Acquisition
  • 3.2.5 Uncertainty Modeling
  • 3.2.6 Structural Analysis and Modeling
  • 3.2.7 Identification of LS Exceedance
  • 3.2.7.1 Light Damage
  • 3.2.7.2 Severe Damage
  • 3.2.7.3 Collapse
  • 3.2.8 Assessment Methods
  • 3.2.8.1 Method A: Incremental Dynamic Analysis on the Complete Model
  • 3.2.8.2 Method B: Incremental Dynamic Analysis on an Equivalent Single Degree-of-Freedom Oscillator
  • 3.2.8.3 Method C: Non-linear Static Analysis and Response Surface
  • 3.3 RC Specific Provisions
  • 3.3.1 Response Models
  • 3.3.2 Capacity Models
  • 3.3.2.1 Biaxial Verification
  • 3.4 Example Application to an RC Building
  • 3.4.1 Premise
  • 3.4.2 Description of the Structure
  • 3.4.3 Seismic Action
  • 3.4.4 Preliminary Analysis and Test Results
  • 3.4.5 Structural Modeling
  • 3.4.6 Uncertainty Modeling
  • 3.4.7 Method B and Response Analysis via Modal Pushover
  • 3.4.8 Results
  • 3.5 Conclusions
  • References
  • Chapter 4: Seismic Response of Precast Industrial Buildings
  • 4.1 Introduction
  • 4.2 Post-Earthquake Inspections
  • 4.3 Past Research - General Overview
  • 4.4 European Research in Support of the Eurocode-8 Developments
  • 4.4.1 Cyclic and PSD Tests of Precast Columns in Socket Foundations (ASSOBETON)
  • 4.4.2 Comparison of the Seismic Response of the Precast and Cast-In-Situ Portal Frame (ECOLEADER)
  • 4.4.3 PRECAST - Seismic Behaviour of Precast Concrete Structure with Respect to EC8
  • 4.4.4 SAFECAST - Performance of Innovative Mechanical Connections in Precast Building Structures Under Seismic Conditions
  • 4.4.5 SAFECLADDING - Improved Fastening Systems of Cladding Wall Panels of Precast Buildings in Seismic Zones
  • 4.5 Modelling of the Inelastic Seismic Response of Slender Cantilever Columns
  • 4.6 Cyclic Response of Beam-to-Column Dowel Connections.
  • 4.6.1 Capacity of the Beam-Column Connection with Dowels Embedded Deep in the Concrete Core
  • 4.6.2 Capacity of the Beam-Column Connections with Dowels Placed Close to the Edge of the Column
  • 4.7 Cyclic Response of Typical Cladding-to-Structure Connections
  • 4.8 Higher Modes Effects in Multi-Storey Precast Industrial Buildings
  • 4.9 Seismic Collapse Risk of Precast Industrial Buildings
  • 4.9.1 Seismic Collapse Risk of Single-Storey Precast Industrial Buildings with Strong Connections
  • 4.9.2 Seismic Collapse Risk of Multi-Storey Precast Industrial buildings with Strong and Weak Connections
  • 4.10 Eurocode 8 Implications
  • 4.11 Conclusions
  • References
  • Chapter 5: The Role of Site Effects at the Boundary Between Seismology and Engineering: Lessons from Recent Earthquakes
  • 5.1 Introduction
  • 5.2 How Reliable Are ``Free-Field ́́Strong Motion Recordings?
  • 5.2.1 Housing and City-Soil Effects
  • 5.2.2 Over-Correction of Displacements
  • 5.2.3 Spurious Transient in Strong Motion Recordings
  • 5.3 Comparison Between Code Spectra and Observed Strong Motion
  • 5.4 When Reality Is Far from Models
  • 5.4.1 Need for Nanozonation?
  • 5.4.2 Velocity Inversions
  • 5.4.3 The Role of Topographic Amplification
  • 5.4.4 The Role of Non-linearity
  • 5.4.5 Vertical Component and P-Wave Amplification
  • 5.4.6 Time Distribution of Seismic Actions
  • 5.5 A Look to the Future
  • References
  • Chapter 6: Seismic Analysis and Design of Bridges with an Emphasis to Eurocode Standards
  • 6.1 Introduction
  • 6.2 The Strength and the Effective Stiffness - The Equal Displacement Rule
  • 6.3 The Nonlinear Static Pushover Analysis
  • 6.3.1 Specifics of the N2 Method When Applied to the Analysis of Bridges
  • 6.3.1.1 Distribution of the Lateral Load
  • 6.3.1.2 The Choice of the Reference Point
  • 6.3.1.3 Idealization of the Pushover Curve, Target Displacement.
  • 6.3.2 Applicability of the N2 Method
  • 6.3.3 Alternative Pushover Methods of Analysis
  • 6.3.3.1 The MPA Method
  • 6.3.3.2 The IRSA Method
  • 6.4 The Shear Strength of RC Columns
  • 6.5 The Buckling of the Longitudinal Bars and Confinement of the Core of Cross-Sections
  • 6.6 Conclusions and Final Remarks
  • References
  • Chapter 7: From Performance- and Displacement-Based Assessment of Existing Buildings per EN1998-3 to Design of New Concrete St...
  • 7.1 The European Seismic Codes Before EN-Eurocode 8
  • 7.2 Performance-Based Earthquake Engineering
  • 7.3 Displacement-Based Seismic Design or Assessment
  • 7.4 Performance- and Displacement-Based Seismic Assessment of Existing Buildings in Part 3 of EN-Eurocode 8
  • 7.4.1 The Context
  • 7.4.2 Performance Objectives
  • 7.4.3 Compliance Criteria
  • 7.4.4 Analysis for the Determination of Seismic Action Effects
  • 7.4.4.1 General Principles
  • 7.4.4.2 Effective Elastic Stiffness for the Analysis
  • 7.4.4.3 Nonlinear Analysis
  • 7.4.4.4 Linear Analysis for the Calculation of Seismic Deformations
  • 7.4.5 Cyclic Plastic (Chord) Rotation Capacity for Verification of Flexural Deformations
  • 7.4.5.1 ``Physical Model ́́Using Curvatures and Plastic Hinge Length
  • 7.4.5.2 Empirical Rotation Capacity: Sections with Rectangular Parts
  • 7.4.6 Cyclic Shear Resistance
  • 7.4.6.1 Diagonal Tension Strength After Flexural Yielding
  • 7.4.6.2 Diagonal Compression Strength of Squat Walls and Columns
  • 7.5 Performance- and Displacement-Based Seismic Design of New Concrete Structures in the 2010 Model Code of fib
  • 7.5.1 Introduction
  • 7.5.2 Performance Objectives
  • 7.5.3 Compliance Criteria
  • 7.5.4 Analysis for the Determination of Seismic Action Effects
  • 7.5.4.1 Effective Elastic Stiffness for the Analysis
  • 7.5.4.2 Nonlinear Analysis
  • 7.5.4.3 Linear Analysis for the Calculation of Seismic Deformations.
  • 7.5.5 Cyclic Plastic (Chord) Rotation Capacity.

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