Deformation and energy absorption capacity of steel structures in the inelastic range

This report summarizes the status of knowledge on the inelastic deformability of steel members and frames. It demonstrates that the inelastic response of planar beams, beamcolumns, connections and frames is well understood and can be adequately, though conservatively, predicted by theory provided the loading is static, proportional and monotonic, and adequate provisions are made to inhibit premature local and lateral-torsional instability. The report reviews the available theoretical work, and examines the experimental evidence. It shows that the inelastic rotation capacity, which defines also the ductility factor and the inelastic energy absorption capacity, is both predictable and large enough to meet the requirements of plastically designed frames. The report demonstrates that the knowledge of the behavior of members and frames subjected to non-proportional or reversible loading, which may be the result of dynamic phenomena, is not complete. Methods of frame analysis are available, but information needs to be generated on the inelastic behavior of individual structural components under reversed loading. This information is vital for the performance of a proper dynamic analysis. A similar need exists in the area of biaxially loaded structures. The report considers separately the available research on beams, beam-columns, connections and frames. Particular emphasis is placed on the inelastic deformability. Each section of the report contains specific suggestions for further research and study. Selected references appear at the end of the report. The large amount of research performed for the development of plastic design has relevance for the study of the behavior of structures subjected to earthquake motion or blast, because it provides information on basic behavior, and it defines methods of analysis and experimentation. This research does not, however, give all the answers, and some additional areas need to be investigated

Tentative load and resistance factor design criteria for steel beam-columns

Nominal design equations and reai•tance factors are developed for steel beam-columns as part of Load and Resistance Factor Design criteria for steel buildings. The resistance factors are derived from principles of first-order probability theory using calibration to present designs

Load factors for wind and snow loads for use in load resistance factor design criteria

This report presents the background and the derivations for the determination of the mean maximum loads and the corresponding load factors for wind and snow loading for use in Load and Resistance Factor Design Criteria for steel building structures

Load and resistance factor design of cold-formed steel revised tentative recommendations - load and resistance factor design criteria for cold-formed steel structural members with commentary

The Allowable Stress Design Method has long been used for the design of cold-formed steel structural members. The Load and Resistance Factor Design Method has recently been developed from a research project sponsored by American Iron and Steel Institute. In this method, separate load and resistance factors are applied to specified loads and nominal resistance to ensure that the probability of reaching a limit state is acceptably small. These factors reflect. the uncertainties of analysis, design, loading, material properties and fabrication. They are derived on the basis of the first order probabilistic methodology as used for the development of the LRFD recommendations for hot-rolled steel shapes for buildings. This document contains six sections of the LRFD recommendations for cold-formed steel structural members and connections. The background information for the design criteria is discussed in the Commentary and other related references

Load and resistance factor design of cold-formed steel : tentative recommendation - load and resistance factor design criteria for cold-formed steel structural members and commentary thereon

This progress report contains the following two parts: Part I: Tentative Recommendations - Load and Resistance Factor Design Criteria for Cold-Formed Steel Structural Members (pp. i-47). Part II: Commentary on Tentative Recommendations - Load and Resistance Factor Design Criteria for Cold-Formed Steel Structural Members (pp. 48-86). The tentative design recommendations are based on the statistical data presented in previous progress reports and the newly revised load factors used in Section 8.3.4 of the design criteria. The selections of ¢ factors are discussed in the Commentary for various types of structural members and connections. This investigation was sponsored by American Iron and Steel Institute. The technical guidance provided by the AISI Task Group on Load and Resistance Factor Design (K.H. Klippstein, Chairman, D. H. Hall and R. L. Cary, members), the advisors for the AISI Task Group (R. Bjorhovde, C.W. Pinkham, R.M. Schuster, and G. Winter), former members of the AISI Task Group (N.C. Lind, R.B. Matlock, W. Mueller, F.J. Phillips, and D.S. Wolford), the AISI Staff (A.L. Johnson and D.P. Cassidy) and our consultant, M.K. Ravindra, is gratefully acknowledged. Special thanks are extended to T.N. Rang and B. Supornsilaphachai for conducting this project and to Mrs. Catherine McLaughlin for typing this report

Load and resistance factor design of cold-formed steel load and resistance factor design specification for cold-formed steel structural members with commentary

FOREWORD This progress report contains the following two parts: Part I: Load and Resistance Factor Design Specification for Cold-Formed Steel Structural Members (pp. i-107). Part II: Commentary on the Load and Resistance Factor Design Specification for Cold-Formed Steel Structural Members (pp. 109-161). The load and resistance factor design specification proposed herein is the revised version of the design recommendations prepared in February 1988 and submitted to American Iron and Steel Institute as Tenth Progress Report. This document was prepared according to the 1986 edition of the AISI Specification for the Design of Cold-Formed Steel Structural Members. The selections of ϕ factors are discussed in the Commentary for various types of structural members and connections. This investigation was sponsored by American Iron and Steel Institute. The technical guidance provided by the AISI Subcommitte on Load and Resistance Factor Design and the AISI Staff is gratefully acknowledged. Members of the AISI Subcommitte are: K. H. Klippstein (Chairman), R. Bjorhovde, D. S. Ellifritt, S. J. Errera, T. V. Galambos, B. Hall, D. H. Hall, R. B. Heagler, N. Iwankiw, A. L. Johnson, D. L. Johnson, A. C. Kuentz, A. S. Nowak, T. B. Pekoz, C. W. Pinkham, R. M. Schuster, and W. W. Yu. Former members of theAISI Task Group on LRFD included R. L. Cary, N. C. Lind, R. B. Matlock, W. Mueller, F. J. Phillips, D. S. Wolford and Late Professor G. Winter. Special thanks are extended to T. V. Galambos, Consultant of the project, T. N. Rang, B. Supornsilaphachai, B. K. Snyder, L. C. Pan, and M.K. Ravindra for their contributions to the project

ASCE LRFD Method For Stainless Steel Structures

In recent years, probability-based load-and-resistance-factor-design (LRFD) method has been successfully applied to the design of hot-rolled steel sections and cold-formed steel members in the United States and foreign countries. In order to develop the LRFD criteria for the design of cold-formed stainless steel structural members and connections, a research project was conducted at the University of Missouri-Rolla since 1986 under the sponsorship of the American Society of Civil Engineers (ASCE). This newly developed LRFD Specification with Commentary has been adopted by ASCE as a new standard in 1990. It supersedes the 1974 edition of the Specification for the Design of Cold-Formed Stainless Steel Structural Members issued by the American Iron and Steel Institute. The basic theory of probability-based design approach and the development of the ASCE LRFD criteria for cold-formed stainless steel structural members are presented in this paper. © ASCE