Structural analysis and design of tall buildings : steel and composite construction / Bungale S. Taranath

Includes bibliographical references and index

Contents List of Figures List of Tables Foreword ICC Foreword Preface Acknowledgments Special Acknowledgment Author chapter 1 Lateral Load Resisting Systems for Steel Buildings Preview 1.1. Rigid Frames 1.1.1. Frames with Partially Rigid Connections 1.1.2. Review of Connection Behavior 1.1.2.1. Connection Classification 1.1.2.2. Connection Strength 1.1.2.3. Connection Ductility 1.1.2.4. Structural Analysis and Design 1.1.3. Beam Line Concept 1.2. Frames with Fully Restrained Connections 1.2.1. Special Moment Frame, Historic Perspective 1.2.1.1. Deflection Characteristics 1.2.2. Cantilever Bending Component 1.2.3. Shear Racking Component 1.2.4. Methods of Analysis 1.2.5. Drift Calculations 1.2.6. Truss Moment Frames 1.3. Concentric Braced Frames 1.3.1. Behavior 1.3.2. Types of Concentric Braces 1.4. Eccentric Braced Frames 1.4.1. Behavior 1.4.2. Deflection Characteristics 1.4.3. Seismic Design Considerations 1.4.3.1. Link Beam Design 1.4.3.2. Link-to-Column Connections 1.4.3.3. Diagonal Brace and Beam outside of Links 1.4.3.4. Link Stiffness 1.4.3.5. Columns 1.4.3.6. Schematic Details 1.5. Buckling-Restrained Brace Frame 1.6. Steel Plate Shear Wall 1.6.1. Low-Seismic Design 1.6.2. High-Seismic Design 1.6.2.1. Behavior 1.6.2.2. AISC 341-05 Requirements for Special Plate Shear Walls 1.6.2.3. Modeling for Analysis 1.6.2.4. Capacity Design Methods 1.7. Staggered Truss 1.7.1. Behavior 1.7.2. Design Considerations 1.7.2.1. Floor Systems 1.7.2.2. Columns 1.7.2.3. Trusses 1.7.3. Seismic Design of Staggered Truss System 1.7.3.1. Response of Staggered Truss System to Seismic Loads 1.8. Interacting System of Braced and Rigid Frames 1.8.1. Behavior 1.9. Core and Outrigger Systems 1.9.1. Behavior 1.9.1.1. Outrigger Located at Top 1.9.1.2. Outrigger Located at Three-Quarter Height from Bottom 1.9.1.3. Outrigger at Mid-Height 1.9.1.4. Outriggers at Quarter-Height from Bottom 1.9.2. Optimum Location of a Single Outrigger 1.9.2.1. Analysis Outline 1.9.2.2. Detail Analysis 1.9.2.3. Computer Analysis 1.9.2.4. Conclusions 1.9.3. Optimum Locations of Two Outriggers 1.9.3.1. Recommendations for Optimum Locations 1.9.4. Vulnerability of Core and Outrigger System to Progressive Collapse 1.9.5. Offset Outriggers 1.9.6. Example Projects 1.10. Frame Tube Systems 1.10.1. Behavior 1.10.2. Shear Lag 1.11. Irregular Tube 1.12. Trussed Tube 1.13. Bundled lithe 1.13.1. Behavior 1.14. Ultimate High-Efficiency Systems for Ultra Tall Buildings chapter 2 Lateral Load-Resisting Systems for Composite Buildings Preview 2.1. Composite Members 2.1.1. Composite Slabs 2.1.2. Composite Girders 2.1.3. Composite Columns 2.1.4. Composite Diagonals 2.1.5. Composite Shear Walls 2.2. Composite Subsystems 2.2.1. Composite Moment Frames 2.2.1.1. Ordinary Moment Frames 2.2.1.2. Special Moment Frames 2.2.2. Composite Braced Frames 2.2.3. Composite Eccentrically Braced Frames 2.2.4. Composite Construction 2.2.5. Temporary Bracing 2.3. Composite Building Systems 2.3.1. Reinforced Concrete Core with Steel Surround 2.3.2. Shear Wall-Frame Interacting Systems 2.3.3. Composite Tube Systems 2.3.4. Vertically Mixed Systems 2.3.5. Mega Frames with Super Columns 2.3.6. High-Efficiency Structure: Structural Concept 2.4. Seismic Design of Composite Buildings chapter 3 Gravity Systems for Steel Buildings Preview 3.1. General Considerations 3.1.1. Steel and Cast Iron: Historical Perspective 3.1.1.1. Chronology of Steel Buildings 3.1.1.2. 1920 through 1950 3.1.1.3. 1950 through 1970 3.1.1.4. 1970 to Present 3.1.2. Gravity Loads 3.1.3. Design Load Combinations 3.1.4. Required Strength 3.1.5. Limit States 3.1.6. Design for Strength Using Load and Resistance Factor Design 3.1.7. Serviceability Concerns 3.1.8. Deflections 3.2. Design of Members Subject to Compression 3.2.1. Buckling of Columns, Fundamentals 3.2.1.1. Euler's Formula 3.2.1.2. Energy Method of Calculating Critical Loads 3.2.2. Behavior of Compression Members 3.2.2.1. Element Instability 3.2.3. Limits on Slenderness Ratio, KL/r 3.2.4. Column Curves: Compressive Strength of Members without Slender Elements 3.2.5. Columns with Slender Unstiffened Elements: Yield Stress Reduction Factor, Q 3.2.6. Design Examples: Compression Members 3.2.6.1. Wide Flange Column, Design Example 3.2.6.2. HSS Column, Design Example 3.3. Design of Members Subject to Bending 3.3.1. Compact, Noncompact, and Slender Sections 3.3.2. Flexural Design of Doubly Symmetric Compact I-Shaped Members and Channels Bent about Their Major Axis 3.3.3. Design Examples, Members Subject to Bending and Shear 3.3.3.1. General Comments 3.3.3.2. Simple-Span Beam, Braced Top Flange 3.3.3.3. Simple-Span Beam, Unbraced Top Flange 3.4. Tension Members 3.4.1. Design Examples 3.4.1.1. Plate in Tension, Bolted Connection 3.4.1.2. Plate in Tension, Welded Connection 3.4.1.3. Double-Angle Hanger 3.4.1.4. Bottom Chord of a Long-Span Truss 3.4.1.5. Pin-Connected Tension Member 3.4.1.6. Eyebar Tension Member 3.5. Design for Shear, Additional Comments 3.5.1. Transverse Stiffeners 3.5.2. Tension Field Action 3.6. Design of Members for Combined Forces and Torsion (in Other Words, Members Subjected to Torture) 3.7. Design for Stability 3.7.1. Behavior of Beam Columns 3.7.2. Buckling of Columns 3.7.3. Second-Order Effects 3.7.4. Deformation of the Structure 3.7.5. Residual Stresses 3.7.6. Notional Load 3.7.7. Geometric Imperfections 3.7.8. Leaning Columns 3.8. AISC 360-10 Stability Provisions 3.8.1. Second-Order Analysis 3.8.2. Reduced Stiffness in the Analysis 3.8.3. Application of Notional Loads 3.8.4. Member Strength Checks 3.8.5. Step-by-Step Procedure for Direct Analysis Method 3.9. Understanding How Commercial Software Works chapter 4 Gravity Systems for Composite Buildings Preview 4.1. Composite Metal Deck 4.1.1. SDI Specifications 4.2. Composite Beams 4.2.1. AISC Design Criteria: Composite Beams with Metal Deck and Concrete Topping 4.2.1.1. AISC Requirements, General Comments 4.2.1.2. Effective Width 4.2.1.3. Positive Flexural Strength 4.2.1.4. Negative Flexural Strength 4.2.1.5. Shear Connectors 4.2.1.6. Deflection Considerations 4.2.1.7. Design Outline for Composite Beam 4.3. Composite Joists and Trusses 4.3.1. Composite Joists 4.3.2. Composite Trusses 4.4. Other Types of Composite Floor Construction 4.5. Continuous Composite Beams 4.6. Nonprismatic Composite Beams and Girders 4.7. Moment-Connected Composite Haunch Girders 4.8. Composite Stub Girders 4.8.1. Behavior and Analysis 4.8.2. Stub Girder Design Example 4.8.3. Moment-Connected Stub Girder 4.8.4. Strengthening of Stub Girder 4.9. Composite Columns 4.9.1. Behavior 4.9.2. AISC Design Criteria, Encased Composite Columns 4.9.2.1. Limitations 4.9.2.2. Compressive Strength 4.9.2.3. Tensile Strength 4.9.2.4. Shear Strength 4.9.2.5. Load Transfer 4.9.2.6. Detailing Requirements 4.9.2.7. Strength of Stud Shear Connectors 4.9.3. AISC Design Criteria for Filled Composite Columns 4.9.3.1. Limitations 4.9.3.2. Compressive Strength 4.9.3.3. Tensile Strength 4.9.3.4. Shear Strength 4.9.3.5. Load Transfer 4.9.4. Summary of Composite Design Column 4.9.4.1. Nominal Strength of Composite Sections 4.9.4.2. Encased Composite Columns 4.9.4.3. Filled Composite Columns 4.9.5. Combined Axial Force and Flexure chapter 5 Wind Loads Preview 5.1. Design Considerations 5.2. Variation of Wind Velocity with Height (Velocity Profile) 5.3. Probabilistic Approach 5.4. Vortex Shedding 5.5. ASCE 7-05 Wind Load Provisions 5.5.1. Analytical Procedure: Method 2, Overview 5.5.2. Analytical Method: Step-by-Step

Procedure 5.5.3. Wind Speed-Up over Hills and Escarpments: Kzt Factor 5.5.4. Gust Effect Factor 5.5.4.1. Gust Effect Factor G for Rigid Structure: Simplified Method 5.5.4.2. Gust Effect Factor G for Rigid Structure: Improved Method 5.5.4.3. Gust Effect Factor Gf for Flexible or Dynamically Sensitive Buildings 5.5.5. Along-Wind Displacement and Acceleration 5.5.6. Summary of ASCE 7-05 Wind Provisions 5.6. Wind-Tunnel Tests 5.6.1. Types of Wind-Tunnel Tests 5.6.2. Option for Wind-Tunnel Testing 5.6.3. Lower Limits on Wind-Tunnel Test Results 5.6.3.1. Lower Limit on Pressures for Main Wind-Force Resisting System 5.6.3.2. Lower Limit on Pressures for Components and Cladding 5.7. Building Drift 5.8. Human Response to Wind-Induced Building Motions 5.9. Structural Properties Required for Wind Tunnel Data Analysis 5.9.1. Natural Frequencies 5.9.2. Mode Shapes 5.9.3. Mass Distribution 5.9.4. Damping Ratio 5.9.5. Miscellaneous Information 5.10. Period Determination for Wind Design 5.11. ASCE 7-10 Wind Load Provisions 5.11.1. New Wind Speed Maps 5.11.2. Return of Exposure D 5.11.3. Wind-Borne Debris chapter 6 Seismic Design Preview 6.1. Structural Dynamics 6.1.1. Dynamic Loads 6.1.1.1. Concept of Dynamic Load Factor 6.1.1.2. Difference between Static and Dynamic Analysis 6.1.1.3. Dynamic Effects due to Wind Gusts 6.1.2. Characteristics of a Dynamic Problem 6.1.3. Multiple Strategy of Seismic Design 6.1.3.1. Example of Portal Frame Subject to Ground Motions 6.1.4. Concept of Dynamic Equilibrium 6.1.5. Free Vibrations 6.1.6. Earthquake Excitation 6.1.6.1. Single-Degree-of-Freedom Systems 6.1.6.2. Numerical Integration, Design Example 6.1.6.3. Numerical Integration: A Summary 6.1.6.4. Summary of Structural Dynamics 6.1.7. Response Spectrum Method 6.1.7.1. Earthquake Response Spectrum 6.1.7.2. Deformation Response Spectrum 6.1.7.3. Pseudo-Velocity Response Spectrum 6.1.7.4. Pseudo-Acceleration Response Spectrum 6.1.7.5. Tripartite Response Spectrum: Combined Displacement[–]Velocity[–]Acceleration Spectrum 6.1.7.6. Characteristics of Response Spectrum 6.1.7.7. Difference between Design and Actual Response Spectra 6.1.7.8. Summary of Response Spectrum Analysis 6.1.8. Hysteresis Loop 6.2. Seismic Design Considerations 6.2.1. Seismic Response of Buildings 6.2.1.1. Building Motions and Deflections 6.2.1.2. Building Drift and Separation 6.2.1.3. Adjacent Buildings 6.2.2. Continuous Load Path 6.2.3. Building Configuration 6.2.4. Influence of Soil 6.2.5. Ductility 6.2.6. Redundancy 6.2.7. Damping 6.2.8. Diaphragms 6.2.9. Response of Elements Attached to Buildings 6.3. ASCE 7-05 Seismic Design Criteria and Requirements: Overview 6.3.1. Seismic Ground Motion Values, Ss and S1 6.3.2. Site Coefficients Fa and Fv 6.3.3. Site Class SA, SB, SC, SD, SE, and SF 6.3.4. Response Spectrum for the Determination of Design Base Shear 6.3.5. Site-Specific Ground Motion Analysis 6.3.6. Importance Factor IE 6.3.7. Occupancy Categories 6.3.7.1. Protected Access for Occupancy Category IV 6.3.8. Seismic Design Category 6.3.9. Design Requirements for SDC A Buildings 6.3.9.1. Lateral Forces 6.3.10. Geologic Hazards and Geotechnical Investigation 6.3.10.1. Seismic Design Basis 6.3.10.2. Structural System Selection 6.3.11. Building Irregularities 6.3.11.1. Plan (Horizontal) Irregularity 6.3.11.2. Vertical Irregularity 6.3.12. Redundancy Reliability Factor, ρ 6.3.13. Seismic Load Combinations 6.3.13.1. Vertical Seismic Load, 0.02SDS 6.3.13.2. Overstrength Factor Ωo 6.3.14. Elements Supporting Discontinuous Walls or Frames 6.3.15. Direction of Loading 6.3.16. Period Determination 6.3.17. Inherent and Accidental Torsion 6.3.18. Overturning 6.3.19. Pδ Effects 6.3.20. Drift Determination 6.3.21. Deformation Compatibility 6.3.22. Seismic Response Modification Coefficient, R 6.3.23. Seismic Force Distribution for the Design of Lateral-Load-Resisting System 6.3.24. Seismic Loads due to Vertical Ground Motions 6.3.25. Seismic Force for the Design of Diaphragms 6.3.25.1. Distribution of Seismic Forces for Diaphragm Design 6.3.25.2. General Procedure for Diagram Design 6.3.25.3. Diaphragm Design Summary: Buildings Assigned to SDC C and Higher 6.3.26. Catalog of Seismic Design Requirements 6.3.26.1. Buildings in SDC A 6.3.26.2. SDC B Buildings 6.3.26.3. SDC C Buildings 6.3.26.4. SDC D Buildings 6.3.26.5. SDC E Buildings 6.3.26.6. SDC F Buildings 6.3.27. Analysis Procedures chapter 7 Seismic Provisions for Structural Steel Buildings, ANSI/AISC 341-10 Preview 7.1. AISC 34140 Seismic Provisions, Overview 7.1.1. General Requirements 7.1.2. Member and Connection Design 7.1.3. Moment Frames 7.1.4. Stability of Beams and Columns 7.1.5. Intermediate Moment Frames 7.1.6. Special Truss Moment Frames 7.1.6.1. Special Concentric Braced Frames 7.1.7. Eccentrically Braced Frames 7.1.8. Buckling-Restrained Braced Frames 7.1.9. Special Plate Shear Walls 7.1.10. Composite Structural Steel and Reinforced Concrete Systems 7.2. AISC 341-10, Detailed Discussion 7.2.1. Moment Frame Systems 7.2.1.1. SMF Design 7.2.1.2. AISC Prequalified Connections 7.2.1.3. Ductile Behavior 7.2.1.4. Seismically Compact Sections 7.2.1.5. Demand Critical Welds 7.2.1.6. Protected Zones 7.2.1.7. Panel Zone of Beam-to-Column Connections 7.2.2. Moment Frame Systems 7.2.2.1. Ordinary Moment Frames 7.2.2.2. Intermediate Moment Frames 7.2.2.3. Special Moment Frames 7.2.2.4. Special Truss Moment Frames 7.2.3. Braced-Frame and Shear-Wall Systems 7.2.3.1. Ordinary Concentrically Braced Frames 7.2.3.2. Special Concentrically Braced Frames 7.2.3.3. Eccentrically Braced Frames 7.2.3.4. Buckling-Restrained Braced Frames 7.2.4. Special Plate Shear Walls 7.2.5. Composite Systems 7.2.5.1. Composite Ordinary Moment Frames 7.2.5.2. Composite Intermediate Moment Frames 7.2.5.3. Composite Special Moment Frames 7.2.5.4. Composite Partially Restrained Moment Frames 7.2.5.5. Composite Ordinary Braced Frames 7.2.5.6. Composite Special Concentrically Braced Frames 7.2.5.7. Composite Eccentrically Braced Frames 7.2.5.8. Composite Ordinary Reinforced Concrete Shear Walls with Steel Elements 7.2.5.9. Composite Special Reinforced Concrete Shear Walls with Steel Elements 7.2.5.10. Composite Steel Plate Shear Walls 7.3. Prequalified Seismic Moment Connection 7.4. List of Significant Technical Provisions of AISC 341-05/10 7.5. Additional Comments on Seismic Design of Steel Buildings 7.5.1. Concentric Braced Frames chapter 8 Seismic Rehabilitation of Existing Steel Buildings Preview 8.1. Social Issues in Seismic Rehabilitation 8.2. General Steps in Seismic Rehabilitation 8.2.1. Initial Considerations 8.2.2. Rehabilitation Objective 8.2.2.1. Performance Levels 8.2.2.2. Seismic Hazard 8.2.2.3. Selecting a Rehabilitation Objective 8.2.2.4. Rehabilitation Method 8.2.2.5. Rehabilitation Strategy 8.2.3. Analysis Procedures 8.2.4. Verification of Rehabilitation Design 8.2.5. Nonstructural Risk Mitigation 8.2.5.1. Disabled Access improvements 8.2.5.2. Hazardous Material Removal 8.2.5.3. Design, Testing and Inspection, and Management Fees 8.2.5.4. Historic Preservation Costs 8.3. Seismic Rehabilitation of Existing Buildings ASCE/SEI Standard 41-06 8.3.1. Overview of Performance Levels 8.3.2. Permitted Design Methods 8.3.3. Systematic Rehabilitation 8.3.3.1. Determination of Seismic Ground Motions 8.3.3.2. Determination of As-Built Conditions 8.3.3.3. Primary and Secondary Components 8.3.3.4. Setting Up Analytical Model and Determination of Design Forces 8.3.3.5. Combined Gravity and Seismic Demand 8.3.3.6. Component Capacities QCE, QCL and Design Actions 8.3.3.7. Capacity versus Demand

Comparisons 8.3.3.8. Development of Seismic Strengthening Strategies 8.3.4. ASCE/SEI 41-06: Design Example 8.3.5. Summary chapter 9 Special Topics Preview 9.1. Architectural Review of Tall Buildings 9.2. Evolution of High-Rise Architecture 9.3. Tall Buildings 9.3.1. World Trade Center Towers, New York 9.3.2. Empire State Building, New York 9.3.3. Bank One Center, Indianapolis, Indiana 9.3.4. MTA Headquarters, Los Angeles, California 9.3.5. AT&T Building, New York City, New York 9.3.6. Miglin-Beitler Tower, Chicago, Illinois 9.3.7. One Detroit Center, Detroit, Michigan 9.3.8. Jin Mao Tower, Shanghai, China 9.3.9. Petronas Towers, Malaysia 9.3.10. One-Ninety-One Peachtree, Atlanta, Georgia 9.3.11. Nations Bank Plaza, Atlanta, Georgia 9.3.12. U.S. Bank Tower First Interstate World Center, Library Square, Los Angeles, California 9.3.13. 2Ist Century Tower, China 9.3.14. Torre Mayor Office Building, Mexico City 9.3.15. Fox Plaza, Los Angeles, California 9.3.16. Figueroa at Wilshire, Los Angeles, California 9.3.17. California Plaza, Los Angeles, California 9.3.18. Citicorp Tower, Los Angeles, California 9.3.19. Taipei Financial Center, Taiwan 9.3.20. Caja Madrid Tower, Spain 9.3.21. Federation Tower, Moscow, Russia Tower A 9.3.22. The New York Times Building, New York 9.3.23. Pacific First Center, Seattle, Washington 9.3.24. Gate Way Center 9.3.25. Two Union Square, Seattle, Washington 9.3.26. InterFirst Plaza, Dallas, Texas 9.3.27. Bank of China Tower, Hong Kong 9.3.28. Bank of Southwest Tower, Houston, Texas 9.3.29. First City Tower, Houston, Texas 9.3.30. America Tower, Houston, Texas 9.3.31. The Bow Tower, Calgary, Alberta, Canada 9.3.32. Shard Tower, London, United Kingdom 9.3.33. Hearst Tower, New York 9.3.34. Standard Oil of Indiana Building, Chicago, Illinois 9.3.35. The Renaissance Project, San Diego, California 9.3.36. Tokyo City Hall, Tower 1, Japan 9.3.37. Bell Atlantic Tower, Philadelphia, Pennsylvania 9.3.38. Norwest Center, Minneapolis, Minnesota 9.3.39. First Bank Place, Minneapolis, Minnesota 9.3.40. Allied Bank Tower, Dallas, Texas 9.3.41. Future of Tall Buildings 9.4. Building Motion Perception 9.5. Structural Damping 9.6. Performance-Based Design 9.6.1. Alternative Design Criteria: 2008 LATBSDC 9.6.2. Recommended Administrative Bulletin on the Seismic Design and Review of Tall Buildings Using Nonprescriptive Procedures AB-083 9.6.3. Pushover Analysis 9.6.4. Concluding, Remarks 9.7. Preliminary Analysis Techniques 9.7.1. Portal Method 9.7.2. Cantilever Method 9.7.3. Design Examples: Portal and Cantilever Methods 9.7.4. Framed Tubes 9.7.5. Vierendeel Truss 9.7.6. Preliminary Wind Loads 9.7.7. Preliminary Seismic Loads 9.7.7.1. Building Height, Hn = 160 ft 9.7.7.2. Buildings Taller than 160 ft 9.7.8. Differential Shortening of Columns 9.7.8.1. Simplified Method of Calculating δz, Axial Shortening of Columns 9.7.8.2. Derivation of Simplified Expression for δz 9.7.8.3. Column Length Corrections, δc 9.7.8.4. Column Shortening Verification during Construction 9.7.9. Unit Weight of Structural Steel for Preliminary Estimate 9.7.9.1. Concept of Premium for Height chapter 10 Connection Details Preview References Index