Moment‐Rotation Relations of Semirigid Connections with Angles

Kıshı, Norimitsu; Chen, Wai‐Fah

doi:10.1061/(asce)0733-9445(1990)116:7(1813)

Cited by 269 publications

(158 citation statements)

References 12 publications

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“…및 CFT 기둥 내부의 콘크리트의 재료특성은 Table 1에 T7-S10-++ G45 T10-S10-G45 T13-S10-G45 7 10 13 10 45 210 T7-S10-G55 T10-S10-G55 T13-S10-G55 7 10 13 55 T7-S10-G65 T10-S10-G65 T13-S10-G65 Richard [23], [24] Jaspart [25] , Jaspart 등 [26] , Jaspart 등 [27] 및 Kishi 등 [28] , Lorenz 등 [29] …”

Section: 기둥-보 접합부의 각 부재에 적용되는 강재의 재료특성unclassified

Monotonic and Hysteresis Behavior of Semirigid CFT Column-to-Beam Connections with a Top-Seat Angle

Lee¹

2014

Journal of Korean Society of Steel Construction

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-In this paper a systematic numerical analysis is performed to obtain the bending moment resisting capacity of a top and seat angle connection, which is a type of partially restrained connection, for a CFT composite frame subjected to cyclic loading. This partially restrained composite CFT connections are fabricated using high strength steel connection bar. The three-dimensional nonlinear finite element models are constructed to investigate the rotational stiffness, bending moment capacity, and failure modes.

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Section: 기둥-보 접합부의 각 부재에 적용되는 강재의 재료특성unclassified

Monotonic and Hysteresis Behavior of Semirigid CFT Column-to-Beam Connections with a Top-Seat Angle

Lee¹

2014

Journal of Korean Society of Steel Construction

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“…In this part, the stiffness of each connection components that is necessary for calculation of Equation (4) is presented [7][8][9][10]. …”

Section: Initial Stiffness Of Components At Elevated Temperaturementioning

confidence: 99%

“…In order to confirm and evaluate the accuracy of the spring-stiffness model under the fire conditions, four samples of the angle connection with bolts are used by experimental report, presented by Saedi Daryan et al [6][7][8][9][10][11][12][13][14] u b f (56)…”

Section: Accuracy Calibration Of the Proposed Modelmentioning

confidence: 99%

The Simple Model for Bolted Connections in Fire

Yahyai¹,

Behzadpoori²,

Daryan³

et al. 2011

ENG

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Recent structural collapses caused by fire have focused attention on research concerning fire safety in building design. Steel connections are an important component of any structural steel building as they provide links between the principal structural members. Considering the importance of this matter this paper describes a spring-stiffness model developed to predict the behavior of bolted angle connections bare-steel joints at elevated temperature. The joint components are considered as springs with predefined mechanical properties i.e. stiffness and strength. The elevated temperature joint's response can be predicted by assembling the stiffness of the components which are assumed to degrade with increasing temperature based on the recommendations presented in the design parameters code. Comparison of the results from the model with existing experimental data showed good agreement. The proposed model can be easily modified to describe the elevated temperature behavior of other types of joint as well as joints under large rotations.

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“…An extensive review of research on the behavior and modeling of column connections is provided in Chen (1987Chen ( , 1988, Chen and Lui (1991), Beedle (1993), and Chen et al (1996). Based on an evaluation of alternative connection models available in the literature, a three-parameter connection power function model proposed by Kishi and Chen (1990), together with its large database (Kishi and Chen, 1986;Chen and Kishi, 1989) and design aids (Kishi et al, 1993), can be recommended for general use.…”

Section: A-2mentioning

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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Moment‐Rotation Relations of Semirigid Connections with Angles

Cited by 269 publications

References 12 publications

Monotonic and Hysteresis Behavior of Semirigid CFT Column-to-Beam Connections with a Top-Seat Angle

Monotonic and Hysteresis Behavior of Semirigid CFT Column-to-Beam Connections with a Top-Seat Angle

The Simple Model for Bolted Connections in Fire

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

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