By D. Dubina, M. Ivanyi
With the slow improvement of ideas for designing opposed to instability the belief emerged, in London, in 1974 to carry a global Colloquium treating each element of structural instability of metal buildings. there were 17 overseas Colloquia balance periods world wide, beginning with the 1st one in Paris in 1972, until eventually with the final one in Nagoya in 1997. In Nagoya it used to be determined to proceed the sequence of vacationing colloquia through launching the 6th Colloquium in September 1999 with the 1st consultation to be held on the "Politehnica" collage of Timişoara, Rom?nia, with a view to be by way of one other within the 12 months 2000 on the Gediminas Technical collage in Vilnius, Lithuania, a 3rd one in the course of SSRC's 12 months 2000 Annual assembly within the US, and a fourth one in Australia or New Zealand. at this time very important learn initiatives are in growth worldwide, like SAC three way partnership venture in united states, INCO-COPERNICUS "RECOS" in Europe and others, that are dedicated to increase and advance new tools for the protection layout of metal buildings in seismic zones. specific recognition is paid in Europe, united states and Japan to enhance the layout codes and detailing of seismic resistant metal constructions. This used to be the explanation to organise the consultation of Nagoya as "Stability and Ductility of metal constructions" Colloquium. Romania can also be a robust seismic territory and consequently, the subject of the Timişoara consultation coated either balance and ductility difficulties. The technical programme of the SDSS'99 Colloquium in Timişoara has been cut up into 9 operating periods.
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Additional resources for Stability and Ductility of Steel Structures (SDSS'99)
Other theoretical / experimental sttidies were performed by different authors (Aribert 1997), (Leon 1997), (Nethercot 1997), (Plumier 1993). Concerning the existing provisions in the field of composite joints some tendencies may be outlmed: 1. In the case of nonsway compositefirames(including also MR-Frames components of dual systems and coupled with bracedfi-amesor shear walls) the beam-to-column connections may be semirigid (Leon 1996), see also (Figure 3). Thefi-ameswith semirigid connection may be designed applying a procedure based on the revised Annex J of EUROCODE 3 (Dubina 1995).
Steel-concrete composite shear walls. • Steel panel shear walls with or without concrete covering. The design of concrete shear walls is performed by applying the provisions of the Romanian special code. The connections between the adjacent walls located in the same vertical plane may be performed by dissipative steel members (short links-semirigid connected) acting in shear. Structural shear walls consisting of steel-concrete walls applied to medium and high rise buildings are mainly based on the steel structures (concentrically braced frames) erected before the other components of the dual structure and ensuring the strength for other steel members, profiled sheetings for casting the concrete slab and for concrete cast in structural walls.
Eccentrically Braced Frames EBF 4. Dual structures PS-92 AICS- 97 R q Saja^ 5aja^ 4 2 Saja^ Saja^ 7... 5 c. 6 • Structure in which horizontal forces are carried out in part by moment resisting frames and in part by braced frames (type 2a) acting in the same plane. ** The bracedframesmay be of type 2a, 2b, 3 and 5. The MR-Frames may be located in any position in the dual system. 30.. 20 Lateral deflections. Drifts The following limitations for storey drift are provided in P 100-92: in general case 1/200 of the storey height; if nonstructural members are not damaged by displacements, the drift condition is limited to 1/120 of the storey height.
Stability and Ductility of Steel Structures (SDSS'99) by D. Dubina, M. Ivanyi