Ronald D. Ziemian

Guide to stability design criteria for metal structures

PREFACE. NOTATION AND ABBREVIATIONS. CHAPTER 1 INTRODUCTION. 1.1 From the Metal Column to the Structural System. 1.2 Scope and Summary of the Guide. 1.3 Mechanical Properties of Structural Metals. 1.4 Definitions. 1.5 Postbuckling Behavior. 1.6 Credits for the Chapters in the Sixth Edition of the SSRC Guide. References. CHAPTER 2 STABILITY THEORY. 2.1 Introduction. 2.2 Bifurcation Buckling. 2.3 Limit-Load Buckling. References. CHAPTER 3 CENTRALLY LOADED COLUMNS. 3.1 Introduction. 3.2 Column Strength. 3.3 Influence of Imperfections. 3.4 Influence of End Restraint. 3.5 Strength Criteria for Steel Columns. 3.6 Aluminum Columns. 3.7 Stainless Steel Columns. 3.8 Tapered Columns. 3.9 Built-Up Columns. 3.10 Stepped Columns. 3.11 Guyed Towers. References. CHAPTER 4 PLATES. 4.1 Introduction. 4.2 Elastic Local Buckling of Flat Plates. 4.3 Inelastic Buckling, Postbuckling, and Strength of Flat Plates. 4.4 Buckling, Postbuckling, and Strength of Stiffened Plates. 4.5 Buckling of Orthotropic Plates. 4.6 Interaction between Plate Elements. References. CHAPTER 5 BEAMS. 5.1 Introduction. 5.2 Elastic Lateral-Torsional Buckling, Prismatic I-Section Members. 5.3 Fundamental Comparison of Design Standards, Prismatic I-Section Members. 5.4 Stepped, Variable Web Depth and Other Nonprismatic I-Section Members. 5.5 Continuous-Span Composite I-Section Members. 5.6 Beams with Other Cross-Sectional Types. 5.7 Design for Inelastic Deformation Capacity. 5.8 Concluding Remarks. References. CHAPTER 6 PLATE GIRDERS. 6.1 Introduction. 6.2 Preliminary Sizing. 6.3 Web Buckling as a Basis for Design. 6.4 Shear Strength of Plate Girders. 6.5 Girders with No Intermediate Stiffeners. 6.6 Steel Plate Shear Walls. 6.7 Bending Strength of Plate Girders. 6.8 Combined Bending and Shear. 6.9 Plate Girders with Longitudinal Stiffeners. 6.10 End Panels. 6.11 Design of Stiffeners. 6.12 Panels under Edge Loading. 6.13 Fatigue. 6.14 Design Principles and Philosophies. 6.15 Girders with Corrugated Webs. 6.16 Research Needs. References. CHAPTER 7 BOX GIRDERS. 7.1 Introduction. 7.2 Bases of Design. 7.3 Buckling of Wide Flanges. 7.4 Bending Strength of Box Girders. 7.5 Nominal Shear Strength of Box Girders. 7.6 Strength of Box Girders under Combined Bending, Compression, and Shear. 7.7 Influence of Torsion on Strength of Box Girders. 7.8 Diaphragms. 7.9 Top-Flange Lateral Bracing of Quasi-Closed Sections. 7.10 Research Needs. References. CHAPTER 8 BEAM-COLUMNS. 8.1 Introduction. 8.2 Strength of Beam-Columns. 8.3 Uniaxial Bending: In-Plane Strength. 8.4 Uniaxial Bending: Lateral-Torsional Buckling. 8.5 Equivalent Uniform Moment Factor. 8.6 Biaxial Bending. 8.7 Special Topics. References. CHAPTER 9 HORIZONTALLY CURVED STEEL GIRDERS. 9.1 Introduction. 9.2 Historical Review. 9.3 Fabrication and Construction. 9.4 Analysis Methods. 9.5 Stability of Curved I-Girders. 9.6 Stability of Curved Box Girders. 9.7 Concluding Remarks. References. CHAPTER 10 COMPOSITE COLUMNS AND STRUCTURAL SYSTEMS. 10.1 Introduction. 10.2 U.S.-Japan Research Program. 10.3 Cross-Sectional Strength of Composite Sections. 10.4 Other Considerations for Cross-Sectional Strength. 10.5 Length Effects. 10.6 Force Transfer between Concrete and Steel. 10.7 Design Approaches. 10.8 Structural Systems and Connections for Composite and Hybrid Structures. 10.9 Summary. References. CHAPTER 11 STABILITY OF ANGLE MEMBERS. 11.1 Introduction. 11.2 Review of Experimental and Analytical Research. 11.3 Single-Angle Compression Members. 11.4 Current Industry Practice for Hot-Rolled Single-Angle Members in the United States. 11.5 Design Criteria for Hot-Rolled Angle Columns in Europe, Australia, and Japan. 11.6 Design of Axially Loaded Cold-Formed Single Angles. 11.7 Concluding Remarks on the Compressive Strength of Eccentrically Loaded Single-Angle Members. 11.8 Multiple Angles in Compression. 11.9 Angles in Flexure. References. CHAPTER 12 BRACING. 12.1 Introduction. 12.2 Background. 12.3 Safety Factors, phi Factors, and Definitions. 12.4 Relative Braces for Columns or Frames. 12.5 Discrete Bracing Systems for Columns. 12.6 Continuous Column Bracing. 12.7 Lean-on Systems. 12.8 Columns Braced on One Flange. 12.9 Beam Buckling and Bracing. 12.10 Beam Bracing. References. CHAPTER 13 THIN-WALLED METAL CONSTRUCTION. 13.1 Introduction. 13.2 Member Stability Modes (Elastic). 13.3 Effective Width Member Design. 13.4 Direct Strength Member Design. 13.5 Additional Design Considerations. 13.6 Structural Assemblies. 13.7 Stainless Steel Structural Members. 13.8 Aluminum Structural Members. 13.9 Torsional Buckling. References. CHAPTER 14 CIRCULAR TUBES AND SHELLS. 14.1 Introduction. 14.2 Description of Buckling Behavior. 14.3 Unstiffened or Heavy-Ring-Stiffened Cylinders. 14.4 General Instability of Ring-Stiffened Cylinders. 14.5 Stringer- or Ring-and-Stringer-Stiffened Cylinders. 14.6 Effects on Column Buckling. 14.7 Cylinders Subjected to Combined Loadings. 14.8 Strength and Behavior of Damaged and Repaired Tubular Columns. References. CHAPTER 15 MEMBERS WITH ELASTIC LATERAL RESTRAINTS. 15.1 Introduction. 15.2 Buckling of the Compression Chord. 15.3 Effect of Secondary Factors on Buckling Load. 15.4 Top-Chord Stresses due to Bending of Floor Beams and to Initial Chord Eccentricities. 15.5 Design Example. 15.6 Plate Girder with Elastically Braced Compression Flange. 15.7 Guyed Towers. References. CHAPTER 16 FRAME STABILITY. 16.1 Introduction. 16.2 Methods of Analysis. 16.3 Frame Behavior. 16.4 Frame Stability Assessment Using Second-Order Analysis. 16.5 Overview of Current Code Provisions. 16.6 Structural Integrity and Disproportionate Collapse Resistance. 16.7 Concluding Remarks. References. CHAPTER 17 ARCHES. 17.1 Introduction. 17.2 In-Plane Stability of Arches. 17.3 Out-of-Plane Stability of Arches. 17.4 Braced Arches and Requirements for Bracing Systems. 17.5 Ultimate Strength of Steel Arch Bridges. References. CHAPTER 18 DOUBLY CURVED SHELLS AND SHELL-LIKE STRUCTURES. 18.1 Introduction. 18.2 The Basic Problem. 18.3 Finite Element Method. 18.4 Design Codes. 18.5 Design Aids. 18.6 Reticulated Shells. 18.7 Design Trends and Research Needs. References. CHAPTER 19 STABILITY UNDER SEISMIC LOADING. 19.1 Introduction. 19.2 Design for Local and Member Stability. 19.3 Global System Stability ( P -DELTA Effects). References. CHAPTER 20 STABILITY ANALYSIS BY THE FINITE ELEMENT METHOD. 20.1 Introduction. 20.2 Nonlinear Analysis. 20.3 Linearized Eigenvalue Buckling Analysis. References. APPENDIX A GENERAL REFERENCES ON STRUCTURAL STABILITY. APPENDIX B TECHNICAL MEMORANDA OF STRUCTURAL STABILITY RESEARCH COUNCIL. B.1 Technical Memorandum No. 1: The Basic Column Formula. B.2 Technical Memorandum No. 2: Notes on the Compression Testing of Metals. B.3 Technical Memorandum No. 3: Stub-Column Test Procedure. B.4 Technical Memorandum No. 4: Procedure for Testing Centrally Loaded Columns. B.5 Technical Memorandum No. 5: General Principles for the Stability Design of Metal Structures. B.6 Technical Memorandum No. 6: Determination of Residual Stresses. B.7 Technical Memorandum No. 7: Tension Testing. B.8 Technical Memorandum No. 8: Standard Methods and Definitions for Tests for Static Yield Stress. B.9 Technical Memorandum No. 9: Flexural Testing. B.10 Technical Memorandum No. 10: Statistical Evaluation of Test Data for Limit States Design. References. APPENDIX C STRUCTURAL STABILITY RESEARCH COUNCIL. NAME INDEX. SUBJECT INDEX.

Shake‐table simulation study of small scale layered models

– The purpose of this paper is to investigate the correlation between the dynamic behavior of a full‐scale steel prototype and a small‐scale plastic model fabricated using fused deposition modeling (FDM)., – Based on the use of a known input excitation, the small‐scale model is tested on a shake‐table. Experimental results are compared with results of a full prototype study and with computational models in an effort to assess the feasibility of testing small‐scale FDM models., – Time History Records present strong correlation with prototype data and are reproducible using computational methods. Matching the first natural frequency of the studied structure proved to be a large part of achieving the desired response., – Including the direct measurement of floor displacements will potentially highlight different aspects of model behavior not observed by recording accelerations only. Further investigation into the damping properties of acrylonitrile butadiene styrene plastic is recommended towards further understanding the model response., – Although this paper is based on a simple structure, the benefits of layered manufacturing (LM) methods include speed and ease of generating geometrically complex solids. The implications of the success of this pilot study include the ease in which the dynamic response of complex structures can be assessed using small‐scale LM models., – This project obtained baseline information on the dynamic behavior of FDM plastic parts. It provides assessment of the value of using small‐scale LM models to accurately predict the dynamic response of structures subjected to earthquake excitation.

The Direct Analysis Method: Bridging the Gap from Linear Elastic Analysis to Advanced Analysis in Steel Frame Design

Developments in analytical software and computer hardware over the past few decades provide engineers with powerful tools for more realistically considering the behavior of steel structures . More sophisticated methods of analysis offer significant advantages in steel frame design by eliminating the need to calculate effective length factors and more directly including factors that affect system and member strength . One such method, the Direct Analysis approach, accounts for the effects of member inelasticity and frame imperfections in the assessment of both member and system strength. The latter is achieved by directly including t hese effects in calculating the distribution of forces in the structural system . This approach is applicable for use in the design office using commercially available software and it is applicable to a wide variety of structural problems including braced frames, moment frames and mixed systems. Just as importantly, the approach it allows for a natural transition between current elastic analysis procedures and the future availability of second-order inelastic analysis programs suitable for use with an adva nced analysis-design approach.

Direct Second-Order Analysis for the Design of Steel Structures

Basic guidelines are needed to aid engineers and structural analysis software developers in understanding the requirements for capturing member and system strength limit states within advanced analysis models. This paper discusses a current to develop proposed guidelines for the use of direct second-order inelastic analysis for the design of planar steel frames. These guidelines, when completed, will provide the designer with guidance in analysis and modeling requirements, as well as design considerations (e.g. appropriate factors of safety) such that the behavior and strength of the overall system and limit states of individual members are checked concurrently without the need for individual specification member strength checks.

Simplified Approach Based on the Natural Period of Vibration for Considering Second-Order Effects on Reinforced Concrete Frames

Recent studies have demonstrated the existence of a relationship between a structures susceptibility to second-order effects and its natural period of vibration (T) given that both these properties are fundamentally dependent on the structure stiffness and mass properties. The main advantage of the use of this characteristic is that T can be obtained easily by the existing structural analysis software. In this study, different formulations are developed in order to propose an amplification factor (χT) to multiply first-order analysis results and satisfactorily obtain results of a second-order analysis. These formulations are based on D’Alembert’s principle, Rayleighs method, and the use of generalized coordinates to represent the dynamic displacement of flexible structures. It is observed that χT provides values closer to and in fact, more conservatively than, those obtained by the conventional simplified methods currently used by structural design engineers. Thus, the amplification factor χT, which is ba...