000			20438nam a2200349 i 4500
008			110701s2012 fluabf b 001 0 eng
010			_a2011022828
020			_a9781439850893 _q(alk. paper)
020			_a1439850895 _q(alk. paper)
035			_a(OCoLC)617637762
040			_aDLC _cDLC _dYDX _dBTCTA _dYDXCP _dUKMGB _dCDX
049			_aBAUN_MERKEZ
050	0	4	_aTH845 _b.T334 2012
082	0	0	_223
100	1		_aTaranath, Bungale S
245	1	0	_aStructural analysis and design of tall buildings : _bsteel and composite construction / _cBungale S. Taranath
264		1	_aBoca Raton, FL. : _bCRC Press, _c[2012]
264		4	_c©2012
300			_aliii, 635 pages, [32] pages of plates : _billustrations (some color), maps ; _c26 cm
336			_atext _btxt _2rdacontent
337			_aunmediated _bn _2rdamedia
338			_avolume _bnc _2rdacarrier
504			_aIncludes bibliographical references and index
505	0	0	_tContents _t List of Figures _t List of Tables _t Foreword _t ICC Foreword _t Preface _t Acknowledgments _t Special Acknowledgment _t Author _tchapter 1 Lateral Load Resisting Systems for Steel Buildings _t Preview _t1.1. Rigid Frames _t1.1.1. Frames with Partially Rigid Connections _t1.1.2. Review of Connection Behavior _t1.1.2.1. Connection Classification _t1.1.2.2. Connection Strength _t1.1.2.3. Connection Ductility _t1.1.2.4. Structural Analysis and Design _t1.1.3. Beam Line Concept _t1.2. Frames with Fully Restrained Connections _t1.2.1. Special Moment Frame, Historic Perspective _t1.2.1.1. Deflection Characteristics _t1.2.2. Cantilever Bending Component _t1.2.3. Shear Racking Component _t1.2.4. Methods of Analysis _t1.2.5. Drift Calculations _t1.2.6. Truss Moment Frames _t1.3. Concentric Braced Frames _t1.3.1. Behavior _t1.3.2. Types of Concentric Braces _t1.4. Eccentric Braced Frames _t1.4.1. Behavior _t1.4.2. Deflection Characteristics _t1.4.3. Seismic Design Considerations _t1.4.3.1. Link Beam Design _t1.4.3.2. Link-to-Column Connections _t1.4.3.3. Diagonal Brace and Beam outside of Links _t1.4.3.4. Link Stiffness _t1.4.3.5. Columns _t1.4.3.6. Schematic Details _t1.5. Buckling-Restrained Brace Frame _t1.6. Steel Plate Shear Wall _t1.6.1. Low-Seismic Design _t1.6.2. High-Seismic Design _t1.6.2.1. Behavior _t1.6.2.2. AISC 341-05 Requirements for Special Plate Shear Walls _t1.6.2.3. Modeling for Analysis _t1.6.2.4. Capacity Design Methods _t1.7. Staggered Truss _t1.7.1. Behavior _t1.7.2. Design Considerations _t1.7.2.1. Floor Systems _t1.7.2.2. Columns _t1.7.2.3. Trusses _t1.7.3. Seismic Design of Staggered Truss System _t1.7.3.1. Response of Staggered Truss System to Seismic Loads _t1.8. Interacting System of Braced and Rigid Frames _t1.8.1. Behavior _t1.9. Core and Outrigger Systems _t1.9.1. Behavior _t1.9.1.1. Outrigger Located at Top _t1.9.1.2. Outrigger Located at Three-Quarter Height from Bottom _t1.9.1.3. Outrigger at Mid-Height _t1.9.1.4. Outriggers at Quarter-Height from Bottom _t1.9.2. Optimum Location of a Single Outrigger _t1.9.2.1. Analysis Outline _t1.9.2.2. Detail Analysis _t1.9.2.3. Computer Analysis _t1.9.2.4. Conclusions _t1.9.3. Optimum Locations of Two Outriggers _t1.9.3.1. Recommendations for Optimum Locations _t1.9.4. Vulnerability of Core and Outrigger System to Progressive Collapse _t1.9.5. Offset Outriggers _t1.9.6. Example Projects _t1.10. Frame Tube Systems _t1.10.1. Behavior _t1.10.2. Shear Lag _t1.11. Irregular Tube _t1.12. Trussed Tube _t1.13. Bundled lithe _t1.13.1. Behavior _t1.14. Ultimate High-Efficiency Systems for Ultra Tall Buildings _tchapter 2 Lateral Load-Resisting Systems for Composite Buildings _t Preview _t2.1. Composite Members _t2.1.1. Composite Slabs _t2.1.2. Composite Girders _t2.1.3. Composite Columns _t2.1.4. Composite Diagonals _t2.1.5. Composite Shear Walls _t2.2. Composite Subsystems _t2.2.1. Composite Moment Frames _t2.2.1.1. Ordinary Moment Frames _t2.2.1.2. Special Moment Frames _t2.2.2. Composite Braced Frames _t2.2.3. Composite Eccentrically Braced Frames _t2.2.4. Composite Construction _t2.2.5. Temporary Bracing _t2.3. Composite Building Systems _t2.3.1. Reinforced Concrete Core with Steel Surround _t2.3.2. Shear Wall-Frame Interacting Systems _t2.3.3. Composite Tube Systems _t2.3.4. Vertically Mixed Systems _t2.3.5. Mega Frames with Super Columns _t2.3.6. High-Efficiency Structure: Structural Concept _t2.4. Seismic Design of Composite Buildings _tchapter 3 Gravity Systems for Steel Buildings _t Preview _t3.1. General Considerations _t3.1.1. Steel and Cast Iron: Historical Perspective _t3.1.1.1. Chronology of Steel Buildings _t3.1.1.2. 1920 through 1950 _t3.1.1.3. 1950 through 1970 _t3.1.1.4. 1970 to Present _t3.1.2. Gravity Loads _t3.1.3. Design Load Combinations _t3.1.4. Required Strength _t3.1.5. Limit States _t3.1.6. Design for Strength Using Load and Resistance Factor Design _t3.1.7. Serviceability Concerns _t3.1.8. Deflections _t3.2. Design of Members Subject to Compression _t3.2.1. Buckling of Columns, Fundamentals _t3.2.1.1. Euler's Formula _t3.2.1.2. Energy Method of Calculating Critical Loads _t3.2.2. Behavior of Compression Members _t3.2.2.1. Element Instability _t3.2.3. Limits on Slenderness Ratio, KL/r _t3.2.4. Column Curves: Compressive Strength of Members without Slender Elements _t3.2.5. Columns with Slender Unstiffened Elements: Yield Stress Reduction Factor, Q _t3.2.6. Design Examples: Compression Members _t3.2.6.1. Wide Flange Column, Design Example _t3.2.6.2. HSS Column, Design Example _t3.3. Design of Members Subject to Bending _t3.3.1. Compact, Noncompact, and Slender Sections _t3.3.2. Flexural Design of Doubly Symmetric Compact I-Shaped Members and Channels Bent about Their Major Axis _t3.3.3. Design Examples, Members Subject to Bending and Shear _t3.3.3.1. General Comments _t3.3.3.2. Simple-Span Beam, Braced Top Flange _t3.3.3.3. Simple-Span Beam, Unbraced Top Flange _t3.4. Tension Members _t3.4.1. Design Examples _t3.4.1.1. Plate in Tension, Bolted Connection _t3.4.1.2. Plate in Tension, Welded Connection _t3.4.1.3. Double-Angle Hanger _t3.4.1.4. Bottom Chord of a Long-Span Truss _t3.4.1.5. Pin-Connected Tension Member _t3.4.1.6. Eyebar Tension Member _t3.5. Design for Shear, Additional Comments _t3.5.1. Transverse Stiffeners _t3.5.2. Tension Field Action _t3.6. Design of Members for Combined Forces and Torsion (in Other Words, Members Subjected to Torture) _t3.7. Design for Stability _t3.7.1. Behavior of Beam Columns _t3.7.2. Buckling of Columns _t3.7.3. Second-Order Effects _t3.7.4. Deformation of the Structure _t3.7.5. Residual Stresses _t3.7.6. Notional Load _t3.7.7. Geometric Imperfections _t3.7.8. Leaning Columns _t3.8. AISC 360-10 Stability Provisions _t3.8.1. Second-Order Analysis _t3.8.2. Reduced Stiffness in the Analysis _t3.8.3. Application of Notional Loads _t3.8.4. Member Strength Checks _t3.8.5. Step-by-Step Procedure for Direct Analysis Method _t3.9. Understanding How Commercial Software Works _tchapter 4 Gravity Systems for Composite Buildings _t Preview _t4.1. Composite Metal Deck _t4.1.1. SDI Specifications _t4.2. Composite Beams _t4.2.1. AISC Design Criteria: Composite Beams with Metal Deck and Concrete Topping _t4.2.1.1. AISC Requirements, General Comments _t4.2.1.2. Effective Width _t4.2.1.3. Positive Flexural Strength _t4.2.1.4. Negative Flexural Strength _t4.2.1.5. Shear Connectors _t4.2.1.6. Deflection Considerations _t4.2.1.7. Design Outline for Composite Beam _t4.3. Composite Joists and Trusses _t4.3.1. Composite Joists _t4.3.2. Composite Trusses _t4.4. Other Types of Composite Floor Construction _t4.5. Continuous Composite Beams _t4.6. Nonprismatic Composite Beams and Girders _t4.7. Moment-Connected Composite Haunch Girders _t4.8. Composite Stub Girders _t4.8.1. Behavior and Analysis _t4.8.2. Stub Girder Design Example _t4.8.3. Moment-Connected Stub Girder _t4.8.4. Strengthening of Stub Girder _t4.9. Composite Columns _t4.9.1. Behavior _t4.9.2. AISC Design Criteria, Encased Composite Columns _t4.9.2.1. Limitations _t4.9.2.2. Compressive Strength _t4.9.2.3. Tensile Strength _t4.9.2.4. Shear Strength _t4.9.2.5. Load Transfer _t4.9.2.6. Detailing Requirements _t4.9.2.7. Strength of Stud Shear Connectors _t4.9.3. AISC Design Criteria for Filled Composite Columns _t4.9.3.1. Limitations _t4.9.3.2. Compressive Strength _t4.9.3.3. Tensile Strength _t4.9.3.4. Shear Strength _t4.9.3.5. Load Transfer _t4.9.4. Summary of Composite Design Column _t4.9.4.1. Nominal Strength of Composite Sections _t4.9.4.2. Encased Composite Columns _t4.9.4.3. Filled Composite Columns _t4.9.5. Combined Axial Force and Flexure _tchapter 5 Wind Loads _t Preview _t5.1. Design Considerations _t5.2. Variation of Wind Velocity with Height (Velocity Profile) _t5.3. Probabilistic Approach _t5.4. Vortex Shedding _t5.5. ASCE 7-05 Wind Load Provisions _t5.5.1. Analytical Procedure: Method 2, Overview _t5.5.2. Analytical Method: Step-by-Step
505	0	0	_t Procedure _t5.5.3. Wind Speed-Up over Hills and Escarpments: Kzt Factor _t5.5.4. Gust Effect Factor _t5.5.4.1. Gust Effect Factor G for Rigid Structure: Simplified Method _t5.5.4.2. Gust Effect Factor G for Rigid Structure: Improved Method _t5.5.4.3. Gust Effect Factor Gf for Flexible or Dynamically Sensitive Buildings _t5.5.5. Along-Wind Displacement and Acceleration _t5.5.6. Summary of ASCE 7-05 Wind Provisions _t5.6. Wind-Tunnel Tests _t5.6.1. Types of Wind-Tunnel Tests _t5.6.2. Option for Wind-Tunnel Testing _t5.6.3. Lower Limits on Wind-Tunnel Test Results _t5.6.3.1. Lower Limit on Pressures for Main Wind-Force Resisting System _t5.6.3.2. Lower Limit on Pressures for Components and Cladding _t5.7. Building Drift _t5.8. Human Response to Wind-Induced Building Motions _t5.9. Structural Properties Required for Wind Tunnel Data Analysis _t5.9.1. Natural Frequencies _t5.9.2. Mode Shapes _t5.9.3. Mass Distribution _t5.9.4. Damping Ratio _t5.9.5. Miscellaneous Information _t5.10. Period Determination for Wind Design _t5.11. ASCE 7-10 Wind Load Provisions _t5.11.1. New Wind Speed Maps _t5.11.2. Return of Exposure D _t5.11.3. Wind-Borne Debris _tchapter 6 Seismic Design _t Preview _t6.1. Structural Dynamics _t6.1.1. Dynamic Loads _t6.1.1.1. Concept of Dynamic Load Factor _t6.1.1.2. Difference between Static and Dynamic Analysis _t6.1.1.3. Dynamic Effects due to Wind Gusts _t6.1.2. Characteristics of a Dynamic Problem _t6.1.3. Multiple Strategy of Seismic Design _t6.1.3.1. Example of Portal Frame Subject to Ground Motions _t6.1.4. Concept of Dynamic Equilibrium _t6.1.5. Free Vibrations _t6.1.6. Earthquake Excitation _t6.1.6.1. Single-Degree-of-Freedom Systems _t6.1.6.2. Numerical Integration, Design Example _t6.1.6.3. Numerical Integration: A Summary _t6.1.6.4. Summary of Structural Dynamics _t6.1.7. Response Spectrum Method _t6.1.7.1. Earthquake Response Spectrum _t6.1.7.2. Deformation Response Spectrum _t6.1.7.3. Pseudo-Velocity Response Spectrum _t6.1.7.4. Pseudo-Acceleration Response Spectrum _t6.1.7.5. Tripartite Response Spectrum: Combined Displacement[–]Velocity[–]Acceleration Spectrum _t6.1.7.6. Characteristics of Response Spectrum _t6.1.7.7. Difference between Design and Actual Response Spectra _t6.1.7.8. Summary of Response Spectrum Analysis _t6.1.8. Hysteresis Loop _t6.2. Seismic Design Considerations _t6.2.1. Seismic Response of Buildings _t6.2.1.1. Building Motions and Deflections _t6.2.1.2. Building Drift and Separation _t6.2.1.3. Adjacent Buildings _t6.2.2. Continuous Load Path _t6.2.3. Building Configuration _t6.2.4. Influence of Soil _t6.2.5. Ductility _t6.2.6. Redundancy _t6.2.7. Damping _t6.2.8. Diaphragms _t6.2.9. Response of Elements Attached to Buildings _t6.3. ASCE 7-05 Seismic Design Criteria and Requirements: Overview _t6.3.1. Seismic Ground Motion Values, Ss and S1 _t6.3.2. Site Coefficients Fa and Fv _t6.3.3. Site Class SA, SB, SC, SD, SE, and SF _t6.3.4. Response Spectrum for the Determination of Design Base Shear _t6.3.5. Site-Specific Ground Motion Analysis _t6.3.6. Importance Factor IE _t6.3.7. Occupancy Categories _t6.3.7.1. Protected Access for Occupancy Category IV _t6.3.8. Seismic Design Category _t6.3.9. Design Requirements for SDC A Buildings _t6.3.9.1. Lateral Forces _t6.3.10. Geologic Hazards and Geotechnical Investigation _t6.3.10.1. Seismic Design Basis _t6.3.10.2. Structural System Selection _t6.3.11. Building Irregularities _t6.3.11.1. Plan (Horizontal) Irregularity _t6.3.11.2. Vertical Irregularity _t6.3.12. Redundancy Reliability Factor, ρ _t6.3.13. Seismic Load Combinations _t6.3.13.1. Vertical Seismic Load, 0.02SDS _t6.3.13.2. Overstrength Factor Ωo _t6.3.14. Elements Supporting Discontinuous Walls or Frames _t6.3.15. Direction of Loading _t6.3.16. Period Determination _t6.3.17. Inherent and Accidental Torsion _t6.3.18. Overturning _t6.3.19. Pδ Effects _t6.3.20. Drift Determination _t6.3.21. Deformation Compatibility _t6.3.22. Seismic Response Modification Coefficient, R _t6.3.23. Seismic Force Distribution for the Design of Lateral-Load-Resisting System _t6.3.24. Seismic Loads due to Vertical Ground Motions _t6.3.25. Seismic Force for the Design of Diaphragms _t6.3.25.1. Distribution of Seismic Forces for Diaphragm Design _t6.3.25.2. General Procedure for Diagram Design _t6.3.25.3. Diaphragm Design Summary: Buildings Assigned to SDC C and Higher _t6.3.26. Catalog of Seismic Design Requirements _t6.3.26.1. Buildings in SDC A _t6.3.26.2. SDC B Buildings _t6.3.26.3. SDC C Buildings _t6.3.26.4. SDC D Buildings _t6.3.26.5. SDC E Buildings _t6.3.26.6. SDC F Buildings _t6.3.27. Analysis Procedures _tchapter 7 Seismic Provisions for Structural Steel Buildings, ANSI/AISC 341-10 _t Preview _t7.1. AISC 34140 Seismic Provisions, Overview _t7.1.1. General Requirements _t7.1.2. Member and Connection Design _t7.1.3. Moment Frames _t7.1.4. Stability of Beams and Columns _t7.1.5. Intermediate Moment Frames _t7.1.6. Special Truss Moment Frames _t7.1.6.1. Special Concentric Braced Frames _t7.1.7. Eccentrically Braced Frames _t7.1.8. Buckling-Restrained Braced Frames _t7.1.9. Special Plate Shear Walls _t7.1.10. Composite Structural Steel and Reinforced Concrete Systems _t7.2. AISC 341-10, Detailed Discussion _t7.2.1. Moment Frame Systems _t7.2.1.1. SMF Design _t7.2.1.2. AISC Prequalified Connections _t7.2.1.3. Ductile Behavior _t7.2.1.4. Seismically Compact Sections _t7.2.1.5. Demand Critical Welds _t7.2.1.6. Protected Zones _t7.2.1.7. Panel Zone of Beam-to-Column Connections _t7.2.2. Moment Frame Systems _t7.2.2.1. Ordinary Moment Frames _t7.2.2.2. Intermediate Moment Frames _t7.2.2.3. Special Moment Frames _t7.2.2.4. Special Truss Moment Frames _t7.2.3. Braced-Frame and Shear-Wall Systems _t7.2.3.1. Ordinary Concentrically Braced Frames _t7.2.3.2. Special Concentrically Braced Frames _t7.2.3.3. Eccentrically Braced Frames _t7.2.3.4. Buckling-Restrained Braced Frames _t7.2.4. Special Plate Shear Walls _t7.2.5. Composite Systems _t7.2.5.1. Composite Ordinary Moment Frames _t7.2.5.2. Composite Intermediate Moment Frames _t7.2.5.3. Composite Special Moment Frames _t7.2.5.4. Composite Partially Restrained Moment Frames _t7.2.5.5. Composite Ordinary Braced Frames _t7.2.5.6. Composite Special Concentrically Braced Frames _t7.2.5.7. Composite Eccentrically Braced Frames _t7.2.5.8. Composite Ordinary Reinforced Concrete Shear Walls with Steel Elements _t7.2.5.9. Composite Special Reinforced Concrete Shear Walls with Steel Elements _t7.2.5.10. Composite Steel Plate Shear Walls _t7.3. Prequalified Seismic Moment Connection _t7.4. List of Significant Technical Provisions of AISC 341-05/10 _t7.5. Additional Comments on Seismic Design of Steel Buildings _t7.5.1. Concentric Braced Frames _tchapter 8 Seismic Rehabilitation of Existing Steel Buildings _t Preview _t8.1. Social Issues in Seismic Rehabilitation _t8.2. General Steps in Seismic Rehabilitation _t8.2.1. Initial Considerations _t8.2.2. Rehabilitation Objective _t8.2.2.1. Performance Levels _t8.2.2.2. Seismic Hazard _t8.2.2.3. Selecting a Rehabilitation Objective _t8.2.2.4. Rehabilitation Method _t8.2.2.5. Rehabilitation Strategy _t8.2.3. Analysis Procedures _t8.2.4. Verification of Rehabilitation Design _t8.2.5. Nonstructural Risk Mitigation _t8.2.5.1. Disabled Access improvements _t8.2.5.2. Hazardous Material Removal _t8.2.5.3. Design, Testing and Inspection, and Management Fees _t8.2.5.4. Historic Preservation Costs _t8.3. Seismic Rehabilitation of Existing Buildings ASCE/SEI Standard 41-06 _t8.3.1. Overview of Performance Levels _t8.3.2. Permitted Design Methods _t8.3.3. Systematic Rehabilitation _t8.3.3.1. Determination of Seismic Ground Motions _t8.3.3.2. Determination of As-Built Conditions _t8.3.3.3. Primary and Secondary Components _t8.3.3.4. Setting Up Analytical Model and Determination of Design Forces _t8.3.3.5. Combined Gravity and Seismic Demand _t8.3.3.6. Component Capacities QCE, QCL and Design Actions _t8.3.3.7. Capacity versus Demand
505	0	0	_t Comparisons _t8.3.3.8. Development of Seismic Strengthening Strategies _t8.3.4. ASCE/SEI 41-06: Design Example _t8.3.5. Summary _tchapter 9 Special Topics _t Preview _t9.1. Architectural Review of Tall Buildings _t9.2. Evolution of High-Rise Architecture _t9.3. Tall Buildings _t9.3.1. World Trade Center Towers, New York _t9.3.2. Empire State Building, New York _t9.3.3. Bank One Center, Indianapolis, Indiana _t9.3.4. MTA Headquarters, Los Angeles, California _t9.3.5. AT&T Building, New York City, New York _t9.3.6. Miglin-Beitler Tower, Chicago, Illinois _t9.3.7. One Detroit Center, Detroit, Michigan _t9.3.8. Jin Mao Tower, Shanghai, China _t9.3.9. Petronas Towers, Malaysia _t9.3.10. One-Ninety-One Peachtree, Atlanta, Georgia _t9.3.11. Nations Bank Plaza, Atlanta, Georgia _t9.3.12. U.S. Bank Tower First Interstate World Center, Library Square, Los Angeles, California _t9.3.13. 2Ist Century Tower, China _t9.3.14. Torre Mayor Office Building, Mexico City _t9.3.15. Fox Plaza, Los Angeles, California _t9.3.16. Figueroa at Wilshire, Los Angeles, California _t9.3.17. California Plaza, Los Angeles, California _t9.3.18. Citicorp Tower, Los Angeles, California _t9.3.19. Taipei Financial Center, Taiwan _t9.3.20. Caja Madrid Tower, Spain _t9.3.21. Federation Tower, Moscow, Russia Tower A _t9.3.22. The New York Times Building, New York _t9.3.23. Pacific First Center, Seattle, Washington _t9.3.24. Gate Way Center _t9.3.25. Two Union Square, Seattle, Washington _t9.3.26. InterFirst Plaza, Dallas, Texas _t9.3.27. Bank of China Tower, Hong Kong _t9.3.28. Bank of Southwest Tower, Houston, Texas _t9.3.29. First City Tower, Houston, Texas _t9.3.30. America Tower, Houston, Texas _t9.3.31. The Bow Tower, Calgary, Alberta, Canada _t9.3.32. Shard Tower, London, United Kingdom _t9.3.33. Hearst Tower, New York _t9.3.34. Standard Oil of Indiana Building, Chicago, Illinois _t9.3.35. The Renaissance Project, San Diego, California _t9.3.36. Tokyo City Hall, Tower 1, Japan _t9.3.37. Bell Atlantic Tower, Philadelphia, Pennsylvania _t9.3.38. Norwest Center, Minneapolis, Minnesota _t9.3.39. First Bank Place, Minneapolis, Minnesota _t9.3.40. Allied Bank Tower, Dallas, Texas _t9.3.41. Future of Tall Buildings _t9.4. Building Motion Perception _t9.5. Structural Damping _t9.6. Performance-Based Design _t9.6.1. Alternative Design Criteria: 2008 LATBSDC _t9.6.2. Recommended Administrative Bulletin on the Seismic Design and Review of Tall Buildings Using Nonprescriptive Procedures AB-083 _t9.6.3. Pushover Analysis _t9.6.4. Concluding, Remarks _t9.7. Preliminary Analysis Techniques _t9.7.1. Portal Method _t9.7.2. Cantilever Method _t9.7.3. Design Examples: Portal and Cantilever Methods _t9.7.4. Framed Tubes _t9.7.5. Vierendeel Truss _t9.7.6. Preliminary Wind Loads _t9.7.7. Preliminary Seismic Loads _t9.7.7.1. Building Height, Hn = 160 ft _t9.7.7.2. Buildings Taller than 160 ft _t9.7.8. Differential Shortening of Columns _t9.7.8.1. Simplified Method of Calculating δz, Axial Shortening of Columns _t9.7.8.2. Derivation of Simplified Expression for δz _t9.7.8.3. Column Length Corrections, δc _t9.7.8.4. Column Shortening Verification during Construction _t9.7.9. Unit Weight of Structural Steel for Preliminary Estimate _t9.7.9.1. Concept of Premium for Height _tchapter 10 Connection Details _t Preview _t References _t Index
650		0	_aTall buildings _xDesign and construction
650		0	_aStructural analysis (Engineering)
900			_a34893
900			_bsatın
942			_2lcc _cKT
999			_c32122 _d32122