Results 241 to 250 of about 200,895 (293)

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
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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
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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
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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
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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

Elastic Restraint Equations for Semi-Rigid Connections

Transactions of the American Society of Civil Engineers, 1951
The restraining effects of semi-rigid, girder-column connections have received considerable attention within recent years in both the United States and Great Britain.
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Identification of Semi-Rigid Connections from Stationary Statistical Moments

Civil-Comp Proceedings, 2015
This paper presents a procedure for the identification of semi-rigid end connections of beam/column elements in frame structures. The technique relies on an explicit relationship between second order moments of the nodal stationary response under white noise and element end flexibilities.
FAILLA, ISABELLA, Impollonia, N., RICCIARDI, Giuseppe   +2 more
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Effect of semi-rigid connections on steel column strength

Journal of Constructional Steel Research, 1980
Abstract A review has been made of all available experimental data relating to the moment versus in-plane rotational behaviour of practical beam-to-column connection types as used in steel frames. This has clearly shown that all forms of connection possess some stiffness which will act as partial restraint to the column's ends.
S.W. Jones, P.A. Kirby, D.A. Nethercot
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Formulas for Beams with Semi-rigid Connections

Engineering Journal, 1996
This paper presents practical formulas for beams with semi-rigid connections of variable stiffness, and describes certain limitations for application of these formulas. Using the tables of formulas, the engineer is able to rapidly determine the effect of a partially restrained connection. A practical example illustrates the application of the formulas.
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Semi-Rigid Connections in Steel Frames

2000
The purpose of this chapter is to present the interaction of the steel frames and their joints and to describe an acceptable method of joint design. A key problem in dealing with joints is their classification, the basis of which is described in the Eurocodes and other available design codes in a variety of different ways.
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