Download Seismic Resistant Steel Structures by Federico M. Mazzolani, Victor Gioncu PDF

By Federico M. Mazzolani, Victor Gioncu

The catastrophic earthquakes of the final many years (Mexico urban, 1985; Loma Prieta, 1989; Northridge, 1994; Kobe, 1995) have heavily undermined there putation of metal constructions, which some time past represented the main appropriate answer for seismic resistant buildings. no matter if in only a few situations, the functionality of metal joints and contributors used to be unexpectedly undesirable, displaying that it used to be because of a few lacks within the present layout suggestion. by reason of the teachings discovered from the above dramatic occasions, many development has been lately accomplished within the notion, layout and development, by way of introducing the hot offers of the functionality dependent layout, together with the differentiation of earthquaketypes and contemplating all issue influencing the metal constitution behaviour below powerful flooring motions. during this state of affairs, the purpose of the e-book is to move the latest achievements into useful principles for a secure layout of seismic resistant metal buildings. The seven Chapters hide the elemental ideas and layout standards for seismic resistant metal buildings, that are utilized to the most structural typologies, like second resistant frames, braced frames and composite constructions with specific connection with connections and details.

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Example text

Because only shear deformations produce important damage in non-structural elements, (Fig. 9a), these one must be separated from the deformations due to shortening-elongation. The tangential storey drift index is, (Fig. 9b ), (Mayes, 1995): (2) shorteningelongation no d1sturbatlon Fig. 8 Inter-storey drifts in which L is the bay width and H is the storey height. The first term on the right-hand side of the above equation is the conventional storey drift ratio and the second is the correction applied to each bay accounting for the slope of floors above and below the storey.

Only for tall buildings it is suitable to be considered the high values, q "" 6 or 8; -the inter-storey drift criterion depends on the limit of the corner period (Tc) but, essentially on the value of the reduction factor v, which defines the service seism. Up to the present no semnificant studies exist for detelll\ining this very importallt coefficiept. In EC-8 it is proposed v = 2, but, if the collapse ·earthqua~e is defined for 475 years, and the service one for 10 years it seems that this value is too small and the influence of this criterion on the frame dimensions is very important.

UVature relationship; in this method only the rotation capacity corresponding to maximum moment is obtained; -interpretation of the collapse plastic mechanism, coming from experimental evidence; -using the effective width method; -statistical analysis of experimental data of full-scale member tests; -statistical analysis of numerical tests. Among these procedures, certainly the best one is the finite element method, but, due to the necessity of a very dense network in the buckled zone the computer time and cost are very high.

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