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Displacement-Based Seismic Design of Structures is a book primarily directed towards practicing structural designers who are interested in applying performance-based concepts to seismic design. Since much of the material presented in the book has not been published elsewhere, it will also be of considerable interest to researchers, and to graduate and upper-level undergraduate students of earthquake engineering who wish to develop a deeper understanding of how design can be used to control seismic response.
Displacement-Based Seismic Design of Structures is a book primarily directed towards practicing structural designers who are interested in applying performance-based concepts to seismic design. Since much of the material presented in the book has not been published elsewhere, it will also be of considerable interest to researchers, and to graduate and upper-level undergraduate students of earthquake engineering who wish to develop a deeper understanding of how design can be used to control seismic response. The design philosophy is based on determination of the optimum structural strength to achieve a given performance limit state, related to a defined level of damage, under a specified level of seismic intensity. Emphasis is also placed on how this strength is distributed through the structure. This takes two forms: methods of structural analysis and capacity design. It is shown that equilibrium considerations frequently lead to a more advantageous distribution of strength than that resulting from stiffness considerations. Capacity design considerations have been re-examined, and new and more realistic design approaches are presented to insure against undesirable modes of inelastic deformation. The book considers a wide range of structural types, including separate chapters on frame buildings, wall buildings, dual wall/frame buildings, masonry buildings, timber structures, bridges, structures with isolation or added damping devices, and wharves. These are preceded by introductory chapters discussing conceptual problems with current force-based design, seismic input for displacement-based design, fundamentals of direct displacement-based design, and analytical tools appropriate for displacement-based design. The final two chapters adapt the principles of displacement-based seismic design to assessment of existing structures, and present the previously developed design information in the form of a draft building code. The text is illustrated by copious worked design examples (39 in all), and analysis aids are provided in the form of a CD containing three computer programs covering moment-curvature analysis (Cumbia), linear-element-based inelastic time-history analysis (Ruaumoko), and a general fibre-element dynamic analysis program (SeismoStruct). The design procedure developed in this book is based on a secant-stiffness (rather than initial stiffness) representation of structural response, using a level of damping equivalent to the combined effects of elastic and hysteretic damping. The approach has been fully verified by extensive inelastic time history analyses, which are extensively reported in the text. The design method is extremely simple to apply, and very successful in providing dependable and predictable seismic response. Authors Bios M.J.N.Priestley Nigel Priestley is Professor Emeritus of the University of California San Diego, and co-Director of the Centre of Research and Graduate Studies in Earthquake Engineering and Engineering Seismology (ROSE School), Istituto Universitario di Studi Superiori (IUSS), Pavia, Italy. He has published more than 450 papers, mainly on earthquake engineering, and received numerous awards for his research. He holds honorary doctorates from ETH, Zurich, and Cujo, Argentina. He is co-author of two previous seismic design books “Seismic Design of Concrete and Masonry Buildings” and “Seismic Design and Retrofit of Bridges”, that are considered standard texts on the subjects. G.M.Calvi Michele Calvi is Professor of the University of Pavia and Director of the Centre of Research and Graduate Studies in Earthquake Engineering and Engineering Seismology (ROSE School), Istituto Universitario di Studi Superiori (IUSS) of Pavia. He has published more than 200 papers and is co-author of the book “Seismic Design and Retrofit of Bridges”, that is considered a standard text on the subject, has been involved in important construction projects worldwide, such as the Rion Bridge in Greece and the upgrading of the Bolu Viaduct in Turkey, and is coordinating several international research projects. M.J.Kowalsky Mervyn Kowalsky is Associate Professor of Structural Engineering in the Department of Civil, Construction, and Environmental Engineering at North Carolina State University and a member of the faculty of the ROSE School. His research, which has largely focused on the seismic behaviour of structures, has been supported by the National Science Foundation, the North Carolina and Alaska Departments of Transportation, and several industrial organizations. He is a registered Professional Engineer in North Carolina and an active member of several national and international committees on Performance-Based Seismic Design.
CONTENTS
Preface
1 Introduction: The Need for Disp lacement-Based Seismic Design
1.1 Historical Considerations
1.2 Force-Based Seismic Design
1.3 Problems with Force-Based Seismic Design
1.3.1 Interdependency of Strength and Stiffness
1.3.2 Period Calculation
1.3.3 Ductility Capacity and Force-Reduction Factors
1.3.4 Ductility of Structural Systems
1.3.5 Relationship between Strength and Ductility Demand
1.3.6 Structural Wall Buildings with Unequal Wall Lengths
1.3.7 Structures with Dual (Elastic and Inelastic) Load Paths
1.3.8 Relationship between Elastic and Inelastic Displacement Demand
1.3.9 Summary
1.4 Development of Displacement-Based Design Methods
1.4.1 Force-Based/Displacement Checked
1.4.2 Deformation-Calculation Based Design
1.4.3 Deformation-Specification Based Design
1.4.4 Choice of Design Approach
2 Seismic Input for Displacement-Based Design
2.1 Introduction: Characteristics of Accelerograms
2.2 Response Spectra
2.2.1 Response Spectra from Accelerograms
2.2.2 Design Elastic Spectra
2.2.3 Influence of Damping and Ductility on Spectral Displacement Response
2.3 Choice of Accelerograms for Time History Analysis
3 Direct Displacement-Based Design:Fundamental Considerations
3.1 Introduction
3.2 Basic Formulation of the Method
3.2.1 Example 3.1 Basic DDBD
3.3 Design Limit States and Performance Levels
3.3.1 Section Limit States
3.3.2 Structure Limit States
3.3.3 Selection of Design Limit State
3.4 Single-Degree-of-Freedom Structures
3.4.1 Design Displacement for a SDOF structure
3.4.2 Yield Displacement
3.4.3 Equivalent Viscous Damping
3.4.4 Design Base Shear Equation
3.4.5 Design Example 3.3: Design of a Simple Bridge Pier
3.4.6 Design When the Displacement Capacity Exceeds the Spectral Demand
3.4.7 Example 3.4: Base Shear for a Flexible Bridge Pier
3.5 Multi-Degree-of-Freedom Structures
3.5.1 Design Displacement
3.5.2 Displacement Shapes
3.5.3 Effective Mass
3.5.4 Equivalent Viscous Damping
3.5.5 Example 3.5: Effective Damping for a Cantilever Wall Building
3.5.6 Distribution of Design Base Shear Force
3.5.7 Analysis of Structure under Design Forces
3.5.8 Design Example 3.6: Design moments for a Cantilever Wall Building
3.5.9 Design Example 3.7: Serviceability Design for a antilever Wall Building
3.6 P-∆ Effects
3.6.1 Current Design Approaches
3.6.2 Theoretical Considerations
3.6.3 Design Recommendations for Direct Displacement-based Design
3.7 Combination of Seismic and Gravity Actions
3.7.1 A Discussion of Current Force-Based Design Approaches
3.7.2 Combination of Gravity and Seismic Moments in Displacement-Based Design
3.8 Consideration of Torsional Response in Direc Displacement-Based Design
3.8.1 Introduction
3.8.2 Torsional Response of Inelastic Eccentric Structures
3.8.3 Design to Include Torsional Effects
3.9 Capacity Design for Direct Displacement-Based Design
3.10 Some Implications of DDBD
3.10.1 Influence of Seismic Intensity on Design Base Shear Strength
3.10.2 Influence of Building Height on Required Frame Base Shear Strength
3.10.3 Bridge with Piers of Different Height
4 Analysis Tools for Direct Displacement-Based Design
4.1 Introduction
4.2 Force-Displacement Response of Reinforced Concrete Members
4.2.1 Moment-Curvature Analysis
4.2.2 Concrete Properties for Moment-Curvature Analysis
4.2.3 Masonry Properties for Moment-Curvature Analyses
4.2.4 Reinforcing Steel Properties for Moment-Curvature Analyses
4.2.5 Strain Limits for Moment-Curvature Analysis
4.2.6 Material Design Strengths for Direct Displacement-Based Design
4.2.7 Bilinear Idealization of Concrete Moment-Curvature Curves
4.2.8 Force-Displacement Response from Moment-Curvature
4.2.9 Computer Program fr Moment-Curvature and Force-Displacement
4.3 Force-Displacement Response of Steel Members
4.4 Elastic Stiffness of Cracked Concrete Sections
4.4.1 Circular Concrete Columns
4.4.2 Rectangular Concrete Columns
4.4.3 Walls
4.4.4 Flanged Reinforced Concrete Beams
4.4.5 Steel Beam and Column Sections
4.4.6 Storey Yield Drift of Frames
4.4.7 Summary of Yield Deformations
4.5 Analyses Related to Capacity Design Requirements
4.5.2 Default Overstrength Factors
4.5.3 Dynamic Amplification (Higher Mode Effects)
4.6 Equilibrium Consideration in Capacity Design
4.7 Dependable Strength of Capacity Protected Actions
4.7.1 Flexural Strength
4.7.2 Beam/Column Joint Shear Strength
4.7.3 Shear Strength of Concrete Members: Modified UCSD model
4.7.4 Design Example 4.2: Shear Strength of a Circular Bridge Column
4.7.5 Shear Strength of Reinforced Concrete and Masonry Walls
4.7.6 Response to Seismic Intensity Levels Exceeding the Design Level
4.8 Shear Flexibility of Concrete Members
4.8.1 Computation of Shear Deformations
4.8.2 Design Example 4.3 Shear Deformation,and Failure Displacement of a Circular Column
4.9 Analysis Tools for Design Response Verification
4.9.1 Introduction
4.9.2 Inelastic Time-History Analysis for Response Verification
4.9.3 Non-Linear Static (Pushover) Analysis
5 Frame Buildings
5.1 Introduction
5.2 Review of Basic DDBD Process for Frame Buildings
5.2.1 SDOF Representation of MDOF Frame
5.2.2 Design Actions for MDOF Structure from SDOF Base Shear Force
5.2.3 Design Inelastic Displacement Mechanism for Frames
5.3.1 Influence on Design Ductility Demand
5.3.2 Elastically Responding Frames
5.3.3 Yield Displacement of Irregular Frames
5.3.4 Design Example 5.1:Yield Displacement and Damping of an Irregular Frame
5.3.5 Yield Displacement and Damping when Beam Depth is Reduced with Height
5.3.6 Yield Displacement of Steel Frames
5.4 Controlling Higher Mode Drift Amplification
5.5 Structural Analysis Under Lateral Force Vector
5.5.1 Analysis Based on Relative Stiffness of Members
5.5.2 Analysis Based on Equilibrium Considerations
5.6 Section Flexural Design Considerations
5.6.1 Beam Flexural Design
5.6.2 Column Flexural Design
5.7 Direct Displacement-Based Design of Frames for Diagonal Excitation
5.8 Capacity Design for Frames
5.8.1 General Requirements
5.8.2 Beam Flexure
5.8.3 Beam Shear
5.8.4 Column Flexure
5.8.5 Column Shear
5.9 Design Verification
5.9.1 Displacement Response
5.9.2 Column Moments
5.9.3 Column Shears
5.9.4 Column Axial Forces
5.10 Design Example 5.2: Member Design Forces for an Irregular Two-Way Reinforced Concrete Frame
5.11 Precast Prestressed Frames
5.11.1 Seismic Behaviour of Prestressed Frames with Bonded Tendons
5.11.2 Prestressed Frames with Unbonded Tendons
5.11.3 Hybrid Precast Beams
5.11.4 Design Example 5.3: DDBD of a Hybrid Prestressed Frame Building including P-∆ Effects
5.12 Masonry Infilled Frames
5.12.1 Structural Options
5.12.2 Structural Action of Infill
5.12.3 DDBD of Infilled Frames
5.13 Steel Frames
5.13.1 Structural Options
5.13.2 Concentric Braced Frames
5.13.3 Eccentric Braced Frames
5.14 Design Example 5.4: Design Verification of Design Example 5.1/5.2
6 Structural Wall Buildings
6.1 Introduction: Some Characteristics of Wall Buildings
6.1.1 Section Shapes
6.1.2 Wall Elevations
6.1.3 Foundations for Structural Walls
6.1.4 Inertia Force Transfer into Walls
6.2.1 Design Storey Displacements
6.3 Wall Yield Displacements:Significance to Design
6.3.2 Elastically Responding Walls
6.3.3 Multiple In-Plane Walls
6.4 Torsional Response of Cantilever Wall Buildings
6.4.1 Elastic Torsional Response
6.4.2 Torsionally Unrestrained Systems
6.4.3 Torsionally Restrained Systems
6.4.4 Predicting Torsional Response
6.4.5 Recommendations for DDBD
6.4.6 Design Example 6.1: Torsionally Eccentric Building
6.4.7 Simplification of the Torsional Design Process
6.5 Foundation Flexibility Effects on Cantilever Walls
6.5.1 Influence on Damping
6.5.2 Foundation Rotational Stiffness
6.6 Capacity Design for Cantilever Walls
6.6.1 Modified Modal Superposition (MMS) for Design Forces in Cantilever Walls
6.6.2 Simplified Capacity Design for Cantilever Walls
6.7 Precast Prestressed Walls
6.8 Coupled Structural Walls
6.8.1 General Characteristics
6.8.2 Wall Yield Displacement
6.8.3 Coupling Beam Yield Drift
6.8.4 Wall Design Displacement
6.8.5 Equivalent Viscous Damping
6.8.6 Summary of Design Process
6.8.7 Design Example 6.3: Design of a Coupled–Wall Building
7 Dual Wall-Frame Buildings
7.1 Introduction
7.2 DDBD Procedure
7.2.1 Preliminary Design Choices
7.2.2 Moment Profiles for Frames and Walls
7.2.3 Moment Profiles when Frames and Walls are Connected by Link Beams
7.2.4 Displacement Profiles
7.2.5 Equivalent Viscous Damping
7.2.6 Design Base Shear Force
7.2.7 Design Results Compared with Time History Analyses
7.3 Capacity Design for Wall-Frames
7.3.1 Reduced Stiffness Model for Higher Mode Effects
7.3.2 Simplified Estimation of Higher Mode Effects for Design
7.4 Design Example 7.1: Twelve Storey Wall-Frame Building
7.4.1 Design Data
7.4.2 Transverse Direction Design
7.4.3 Longitudinal Direction Design
7.4.4 Comments on the Design
8 Masonry Buildings
8.1 Introduction: Characteristics of Masonry Buildings
8.1.1 General Considerations
8.1.2 Material Types and Properties
8.2 Typical Damage and Failure Modes
8.2.1 Walls
8.2.2 Coupling of Masonry Walls by Slabs, Beams or Masonry Spandrels
8.3 Design Process for Masonry Buildings
8.3.1 Masonry Coupled Walls Response
8.3.2 Design of Unreinforced Masonry Buildings
8.3.3 Design of Reinforced Masonry Buildings
8.4 3-D Response of Masonry Buildings
8.4.1 Torsional Response
8.4.2 Out–of–Plane Response of Walls
9 Timber Structures
9.1 Introduction: Timber Properties
9.2 Ductile Timber Structures for Seismic Response
9.2.1 Ductile Moment-Resisting Connections in Frame Construction
9.2.2 Timber Framing with Plywood Shear Panels
9.2.3 Hybrid Prestressed Timber Frames
9.3 DDBD Process for Timber Structures
9.4 Capacity Design of Timber Structures
10 Bridges
10.1 Introduction: Special Characteristics of Bridges
10.1.1 Pier Section Shapes
10.1.2 The Choice between Single-column and Multi-column Piers
10.1.3 Bearing-Supported vs. Monolithic Pier/Superstructure Connection
10.1.5 Influence of Abutment Design
10.1.6 Influence of Movement Joints
10.1.7 Multi-Span Long Bridges
10.1.8 P-∆ Effects for Bridges
10.1.9 Design Verification by Inelastic Time-History Analyses
10.2 Review of Basic DDBD Equations for Bridges
10.3 Design Process for Longitudinal Response
10.3.1 Pier Yield Displacement
10.3.2 Design Displacement for Footing-Supported Piers
10.3.3 Design Example 10.1: Design Displacement for a Footing-Supported Column
10.3.4 Design Displacement for Pile/Columns
10.3.5 Design Example 10.2: Design Displacement for a Pile/Column
10.3.6 System Damping for Longitudinal Response
10.4 Design Process for Transverse Response
10.4.1 Displacement Profiles
10.4.2 Dual Seismic Load Paths
10.4.3 System Damping
10.4.4 Design Example 10.4: Damping for the Bridge of Fig. 10.17
10.4.5 Degree of Fixity at Column Top
10.4.6 Design Procedure
10.4.7 Relative Importance of Transverse and Longitudinal Response
10.4.8 Design Example 10.5:Transverse Design of a Four-Span Bridge
10.5 Capacity Design Issues
10.5.1 Capacity Design for Piers
10.5.2 Capacity Design for Superstructures and Abutments
10.6 Design Example 10.6: Design Verification of Design Example 10.5
11 Structures with Isolation and Added Damping
11.1.1 Objectives and Motivations
11.1.2 Bearing Systems, Isolation and Dissipation Devices
11.1.3 Design Philosophy/Performance Criteria
11.1.4 Problems with Force – Based Design of Isolated Structures
11.1.5 Capacity Design Concepts Applied to Isolated Structures
11.1.6 Alternative Forms of Artificial Isolation/Dissipation
11.2 Bearing Systems, Isolation and Dissipation Devices
11.2.1 Basic Types of Devices
11.2.2 “Non-Seismic” Sliding Bearings
11.2.3 Isolating Bearing Devices
11.2.4 Dissipative systems
11.2.5 Heat Problems
11.2.6 Structural Rocking as a Form of Base Isolation
11.3 Displacement-Based Design of Isolated Structures
11.3.1 Base–Isolated Rigid Structures
11.3.2 Base-Isolated Flexible Structures
11.3.3 Controlled Response of Complex Structures
11.4 Design Verification of Isolated Structures
11.4.1 Design Example 11.7:Design Verification of Design Example 11.3
11.4.2 Design Example 11.8:Design Verification of Design Example 11.5
12 Wharves and Piers
12.1 Introduction
12.2 Structural Details
12.3 The Design Process
12.3.1 Factors Influencing Design
12.3.2 Biaxial Excitation of Marginal Wharves
12.3.3 Sequence of Design Operations
12.4 Port of Los Angeles Performance Criteria
12.4.1 POLA Earthquake Level and Performance Criteria
12.4.2 Performance Criteria for Prestressed Concrete Piles
12.4.3 Performance Criteria for Seismic Design of Steel Pipe Piles
12.5 Lateral Force-Displacement Response of Prestressed Piles
12.5.1 Prestressed Pile Details
12.5.2 Moment-Curvature Characteristics of Pile/Deck Connection
12.5.3 Moment-Curvature Characteristics of Prestressed Pile In-Ground Hinge
12.6 Design Verification
12.6.1 Eccentricity
12.6.2 Inelastic Time History Analysis
12.7 Capacity Design and Equilibrium Considerations
12.7.1 General Capacity Design Requirements
12.7.2 Shear Key Forces
12.8 Design Example 12.1: Initial Design of a Two-Segment Marginal Wharf
12.9 Aspects of Pier Response
13 Displacement-Based Seismic Assessment
13.1 Introduction: Current Approaches
13.1.1 Standard Force-Based Assessment
13.1.2 Equivalent Elastic Strength Assessment
13.1.3 Incremental Non-linear Time History Analysis
13.2 Displacement-Based Assessment of SDOF Structures
13.2.1 Alternative Assessment Procedures
13.2.2 Incorporation of P-∆ Effects in Displacement-Based Assessment e
13.3 Displacement-Based Assessment of MDOF Structures
13.3.1 Frame Buildings
13.3.2 Assessment Example 2: Assessment of a Reinforced Concrete Frame
13.3.3 Structural Wall Buildings
13.3.4 Other Structures
14 Draft Displacement-Based Code for Seismic Design of Buildings
References
Symbols List
Abbreviations
Index 715
Structural Analysis CD
