EXPERIMENTAL STUDY ON POST-LOCAL BUCKLING BEHAVIOR OF CFT BEAM-COLUMNS UNDER CYCLIC LOADING : Elasto-plastic behavior of square CFT beam-columns Part 1

Kawaguchi, Jun; Morino, Shosuke

doi:10.3130/aijs.66.141_1

Cited by 9 publications

(9 citation statements)

References 13 publications

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“…The slight shrinkage of the limit surface is approximated with the isotropic hardening parameter H iso =-0.05. The comparison for the Q-R relation between the experimental results in Figure 10(a), taken from [18], and the numerical results in Figure 10(b) with the GP element and the parameter c=(R LS,initial ) 2 suitable for monotonic loading, shows that the GP model represents well the whole hysteresis curve. The CFT column is exposed to the cyclic biaxial bending with the axial compressive force.…”

Section: Beam-column Jointmentioning

confidence: 88%

“…The next example is the 3D analysis of an interior beam-column joint experimentally studied by Kawaguchi and Morino [18]. The joint consists of a square CFT column and three wide flange steel beams, as shown in Figure 8.…”

Section: Beam-column Jointmentioning

confidence: 99%

“…Q-R relation for Kawaguchi and Morino[18] beam-column joint: (a) experimental results; (b) numerical results with GP element and c determined from expression(11).…”

mentioning

confidence: 99%

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Application of Generalized Plasticity Model in Square CFT Column Analysis

Kostić¹,

Filippou²,

Deretić-Stojanović³

2014

Proceedings of the 4th International Conference on Computational Methods in Structural Dynamics and Earthquake Engineering (COM

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In the paper, an efficient three-dimensional concentrated plasticity nonlinear beam-column element is used for the simulation of the response of square CFT columns. The element adopts the concept of the generalized plasticity material model for the section resultantelement deformation relation and has plastic hinges located at the ends of the element and described with yield and limit surfaces. Determination of the adequate element parameters which are essential for a successful description of the CFT member behavior is discussed. Among these parameters, most important are the stiffness and yield surface parameters. 3523

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Section: Beam-column Jointmentioning

confidence: 88%

Section: Beam-column Jointmentioning

confidence: 99%

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Application of Generalized Plasticity Model in Square CFT Column Analysis

Kostić¹,

Filippou²,

Deretić-Stojanović³

2014

Proceedings of the 4th International Conference on Computational Methods in Structural Dynamics and Earthquake Engineering (COM

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“…Previous experimental studies on CFT columns subjected to constant amplitude of rotation angles were conducted before the abovementioned study. [10][11][12] However, these studies all used approximately ten repeated cycles, which is too small a number to examine the structural performance of CFT columns subjected to long-period earthquake ground motions.…”

Section: Introductionmentioning

confidence: 99%

Behavior of square concrete‐filled steel tubular beam‐columns subjected to lateral loads with constant cyclic displacement

Kido

Tsuda

Fukumoto

et al. 2020

Japan Architectural Review

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“…These tests were conducted mostly by Japanese researchers (Tsuda and Matsui, 1998;Tsuji and Nakatsura, 1986;Kurata et al, 2005;Kawaguchi and Morino, 2001;Yamanaka and Yamada, 1984;and Sugiyama and Igarashi, 1986). Through multivariate regression analysis, trends for deterioration parameters were established for tubular steel beam-columns with respect to slenderness ratio and axial load ratio.…”

Section: A24 Behavior Of Beams-columns Under Reversed Cyclic Loadingmentioning

confidence: 99%

Research plan for the study of seismic behavior and design of deep, slender wide flange structural steel beam-column members

Venture¹

2011

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The objective of this task was to develop a comprehensive long-range plan to research the seismic behavior of deep, slender wide flange structural steel beamcolumns in steel frames. Development of the plan included the investigation of available information on beam-column member and connection behavior in the literature, and considered the differences and interrelationships between member, subassemblage, and system performance. The resulting plan includes a summary of tasks for conducting both experimental and analytical research, and is intended to be the first step in the development of national consensus guidelines for designing and assessing the seismic performance of deep, slender wide-flange beam-columns in steel frame systems.The NEHRP Consultants Joint Venture is indebted to the leadership of Jim Malley, Project Director, and to the members of the Project Technical Committee, consisting of Charlie Carter, Jerry Hajjar, Dimitrios Lignos, Charles Roeder, and Mark Saunders for their contributions in developing this report and the resulting recommendations. The NEHRP Consultants Joint Venture also gratefully acknowledges Jack Hayes (NEHRP Director), Steve McCabe (NEHRP Deputy Director), Jay Harris (NIST Project Manager), Mike Mahoney (FEMA), and Helmut Krawinkler (FEMA Technical Monitor) for their input and guidance in the preparation of this report, Ayse Hortacsu for ATC project management, and Peter N. Mork for ATC report production services. Jon A. Heintz Program ManagerGCR 11-917-13 List of Tables Executive SummaryCurrent practice in modern steel frame design frequently concentrates seismic resistance into a few frames or a few bays within planar frames. In moment resisting frames, this practice results in column designs that are dominated by a combination of axial force and bending due to lateral deformation, rather than just axial force alone. Due to their increased in-plane flexural stiffness, deeper column sections are generally selected to satisfy drift criteria and to balance relative stiffness with deep beam sections. Columns that are generally stocky, in terms of both member stability and cross-sectional compactness requirements, are expected to perform well under seismic loading. Deeper, more slender columns, however, are more vulnerable to weak-axis and local buckling failure modes, and these sections must be checked against the potential for in-plane and out-of-plane instability under combined axial load and bending moment.The term deep refers to member depths that are nominally greater than 16 inches (i.e., W16 sections and larger). The term slender refers to members that are sensitive to instability or have cross-sectional elements with width-to-thickness ratios approaching the seismic compactness limits for highly ductile members. An area of critical need identified by the American Institute of Steel Construction (AISC) is the seismic performance of deep, slender, wide flange structural steel beam-column members when subjected to a range of axial loads. Research on the stability of th...

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EXPERIMENTAL STUDY ON POST-LOCAL BUCKLING BEHAVIOR OF CFT BEAM-COLUMNS UNDER CYCLIC LOADING : Elasto-plastic behavior of square CFT beam-columns Part 1

Cited by 9 publications

References 13 publications

Application of Generalized Plasticity Model in Square CFT Column Analysis

Application of Generalized Plasticity Model in Square CFT Column Analysis

Behavior of square concrete‐filled steel tubular beam‐columns subjected to lateral loads with constant cyclic displacement

Research plan for the study of seismic behavior and design of deep, slender wide flange structural steel beam-column members

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