TY  - BOOK
AU  - Taranath,Bungale S
TI  - Structural analysis and design of tall buildings: steel and composite construction 
SN  - 9781439850893
AV  - TH845 .T334 2012
PY  - 2012///]
CY  - Boca Raton, FL.
PB  - CRC Press
KW  - Tall buildings
KW  - Design and construction
KW  - Structural analysis (Engineering)
N1  - 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
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