Results 231 to 240 of about 269,077 (291)

A design model for semi-rigid connections

Engineering Structures, 1990
Abstract A three-parameter exponential model is proposed to represent the behaviour of top- and seat-angles with or without double web-angle connections. Two of the parameters, the initial stiffness and the mechanism moment, are theoretically defined and extensively compared with those measured from connection test curves.
Fu-Hsiang Wu, Wai-Fah Chen
openaire   +1 more source

Behavior of Semi-rigid Composite Connections

Engineering Journal, 1987
The 1978 AISC Specification allows three types of framing. Type 1 is for fully rigid moment connections, Type 2 is for pinned connections (although the moment capacity inherent in these connections is recognized and assumed to act in resistance of wind loads), and Type 3 is for semi-rigid connections.
Douglas Ammerman, Roberto T. Leon
openaire   +1 more source

Unbraced Frames with Semi-Rigid Composite Connections

Engineering Journal, 1990
The benefits of semi-rigid connections are well known and much has been written about their use in braced frames and in Type 2 construction. One of the reasons these methods are not being used frequently by designers is that most semi-rigid connections are highly nonlinear, and analysis of the behavior of frames using them is difficult.
Douglas Ammerman, Roberto T. Leon
openaire   +1 more source

Energy dissipation characteristics of semi-rigid connections

Journal of Constructional Steel Research, 2009
Abstract This study presents the energy dissipation characteristics of semi-rigid connections obtained from 48 full-scale cyclic tests. The energy calculation was performed on the hysteresis loops obtained from the experimental data in which the area under the outer loop of each hysteresis was calculated.
Ali Abolmaali, Anant Kukreti, Ardavan Motahari, Mehdi Ghassemieh   +3 more
openaire   +1 more source

Effective Length Factor Considering Semi-Rigid Connections

2000
Most of the connections in steel structures are designed as semi-rigid mainly because of technological reasons. On the other hand such connections allow the structural response to be controlled [1]. Structures with semi-rigid connections deserve special attention since the global flexibility may considerably be increased. The behaviour limits should be
Z. B. Petkov, D. T. Blagov
openaire   +1 more source

Expanded database of semi-rigid steel connections

Computers & Structures, 1995
This paper expands the existing database of semi-rigid steel connections at Purdue University by including additional test data on header-plate and seat-angle, and double-web and seat-angle connections. The experimental moment rotation curves are also compared with several analytical models describing these curves.
K.M. Abdalla, Wai-Fah Chen
openaire   +1 more source

Semi-Rigid Composite Connections for Gravity Loads

Engineering Journal, 1990
Double web angles, top and seat angles, and seat angle and web clips are some of the most common connections used for floor beams in braced steel frames. These connections are considered to be rotationally weak, and therefore design proceeds along the assumption that these connections can be idealized as pins. In reality, because these connections have
Roberto T. Leon, Douglas Ammerman
openaire   +1 more source

Moment rotation curves for semi rigid connections

2016 International Conference on Electrical, Electronics, and Optimization Techniques (ICEEOT), 2016
In the design of steel portal frames, we assume that the connections behave as it is pinned or rigid. Truly the connection would not behave as ideally pinned or ideally rigid. The connection falls between pinned and rigid, and it is known as semi-rigid. Change in the connection behavior changes the behavior of structure.
Venkatesh Patnana, A.Y. Vyavahare
openaire   +1 more source