Có 40+ tài liệu thuộc chủ đề "ma trận động kết cấu"
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2 which is moving parallel to the initial full yield surface according to equivalent strength parameter. (18) Considering to the first order term ofTaylor's series ofEqn. 16-a to the mention of rate, we have. Beside, conforming to the rule as shown in Eqn. Generalized Plastic Hinge Model for the Collapse Behavior of Steel Frames 173 Rearranging Eqn. -fl,, "L., +fl,,...
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The basic principles of the proposed advanced inelastic analysis program have been presented.. When properly formulated and executed, the advanced analysis can be used to assess the interdependence of member and system strength and stability, the actual failure mode and the maximum strength of the overall framework, and, hence, efficient and cost-effective design solutions can be obtained. (1990), Analysis of...
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(4.2) leads to the error less than 6%.. If it is taken that 3,=0.315, a more accurate value of the critical load may be obtained.. (1996), Stability Analysis of Multistory Framework under Vertical Loading.. This Page Intentionally Left Blank This Page Intentionally Left Blank This Page Intentionally Left Blank This Page Intentionally Left Blank This Page Intentionally Left Blank This...
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NAF-NIDA: Non-linear Integrated Design and Analysis of frames, User's Manual, 2nd Ed., The Hong Kong Polytechnic Univ., Hong Kong.. Chan, S.L., and Kitipornchai, S. Chan, S.L., and Zhou, Z.H. Gere, J.M., and Weaver, W.J. Ho, W.G.M., and Chan, S.L. Nonlinear dynamic analysis of framed structures, Ph.D. Meek, J.L., and Tan, H.S. So, A.K.W., and Chan, S. Timoshenko, S.P., and Gere,...
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Because arch structure can translate the applied loads mainly into forces in the plane of its surface, so such arched trough plate can be employed in larger span buildings (more than 30m) not only as an accessory material to be used for simple coating, but also as load bearing skeleton. With the plate- skeleton-combined structural style and the highly mechanized...
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According to the criteria of energy, we can select. Finally, the final space coordinates of nodes can be expressed as follows. Eqn.6 which describe the kinematic and static relations in a reticulated system connect two vectorial spaces, namely the node space R, and the member space Rb. External forces and displacements are related to the first one, internal forces and...
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strength and mode of failure of the pin or plate. The lower half of the specimen was bolted and was designed to have a greater capacity than the pin. Deformations of the interior pin plate relative to the exterior cover plates were measured. The main variables tested were the pin diameter df. (10, 16 and 27mm), the interior plate thickness...
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ferent end plate thicknesses (12 mm, 16 mm and 20 mm) were all within 3 percent, an average stress- strain relationship was used for all plate thicknesses. In many cases, the ultimate strength of the connection was limited by tensile fracture of the bolts rather than end plate or section failure. Reflecting the experimental behaviour of a bolt in tension,...
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Distribution of von Mises stress of the double bolted connection. ANALYTICAL MODEL FOR EIGHT-BOLT RECTANGULAR HOLLOW SECTION BOLTED MOMENT END PLATE CONNECTIONS. The increase in the use of rectangular hollow sections in mainstream structures has highlighted the need for simple design methods for the production of economical connections. This paper presents a new model for the determination of the serviceability...
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In the case of the RHS (Figure 6), the depth-to-width aspect ratio results in punching shear failure becoming the dominant failure mode for end plate thicknesses in the range of 9 mm to 17 mm.. Connections comprising end plates thicker than 17 mm will attain full plastic section capacity, while end plates thinner than 9 mm will fail as a...
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Consequently, a close examination on the resistance and the associated failure modes of bolted connections with high strength low ductility CFS strip is essential before the established design codes can be applied with confidence.. In the field of solid mechanics, finite element (FE) method is perhaps the one having the greatest impact. Results from FE analysis provide a clear picture...
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The end plate connection can fail with the following failure modes: (i)Fracture of bolts in tension zone;. (ii)end plate yielding. In this study, the compression C between the contact surfaces and the bolt tension T at the tension zone versus applied bending moment were obtained around each bolt. The variations of the tension T and compression C with applied moment...
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The compressibility of the connections at compression flange level correlated well with corresponding values obtained from test CB5. Although FB4 is not fully equivalent to tests CB 1,CB2 or CB3, it was clear in the case of whole connections that sidesway buckling of the compression zone is totally inhibited by several factors. The carrying capacities obtained in the isolated compression...
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The connection that used re-bar as the stiffener (UCN-8) performed very well in terms of initial stiffness and ductility. For all simple connections, the failure began with the tube tearing at the beam flange attachment point on the tension zone and then, with the increment in load, buckling appeared on the beam flange near joint. For rigid connections, the failure...
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(c) local fracture of the tube wall at the vicinity of the weld.. Failure mode (a) would only occur if the weld were the weakest part of the joint. This could be avoided by carefully controlling the quality (and size) of the weld. If the welds in the cap plate-tube connection and the cleat plate-tube connection are strong, then failure...
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The basic model consisted of the rectangular hollow section with the cap-plate fully integrated at one end and the cleat-plate on top (Figure: 1). As the structural member (tie) was symmetrical about a plane at right angles to its longitudinal axis, only half of the member was initially modelled. No modelling of the weld was present. Material properties such as...
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In this paper an overview of a test program carried out on three series of welded connections has been provided, the global behaviour and the failure modes of the connections have been described, and the main differences in the performance of the three series of specimens have been emphasised. Some major aspects deriving from this preliminary analysis of the experimental...
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BEHAVIOUR AND DESIGN OF COLD-FORMED CHANNEL COLUMNS. The paper summarises recent research on cold-formed channel columns compressed between fixed ends and pinned ends. The research program formed the basis of the PhD thesis of the first author.. It is shown experimentally and theoretically that local buckling does not induce overall bending of fixed-ended singly symmetric columns, as it does of...
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Up to the 1980s, the thickness of cold-formed members was limited to 3 mm. In the 1990s, cold-formed members of 12 m m and greater thickness can be produced, and these m e m b e r s are even thicker than some of the hot-rolled members. Therefore, the t h i c k e r cold-formed m e m...
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A value of 203,000 MPa specified in the AISI Specification was used for the Young's modulus of elasticity (E) in calculating the design strength.. The current design strength (Pn) predicted by the standard and specification are unconservative, except that they closely predicted the web crippling strengths for the EOF loading condition in most of the cases. On average, the web...