外文翻譯---使用高級(jí)分析法的鋼框架創(chuàng)新設(shè)計(jì)-其他專(zhuān)業(yè)(編輯修改稿)
2025-02-24 09:20 本頁(yè)面
【文章內(nèi)容簡(jiǎn)介】 cts, inelasticity, residual stresses, and geometric imperfections [8]. The column curve and beam curve were developed by a curvefit to both theoretical solutions and experimental data, while the beamcolumn interaction equations were determined by a curvefit to the socalled “exact” plastic zone solutions generated by Kanchanalai [14]. In order to account for the influence of a structural system on the strength of individual members, the effective length factor is used, as illustrated in Figure . The effective length method generally provides a good design of framed structures. However, several difficulties are associated with the use of the effective length method, as follows: 1. The effective length approach cannot accurately account for the interaction between the structural system and its members. This is because the interaction in a large structural system is too plex to be represented by the simple effective length factor K. As a result, this method cannot accurately predict the actual required strengths of its framed members. 2. The effective length method cannot capture the inelastic redistributions of internal forces in a structural system, since the firstorder elastic analysis with B1 and B2 factors accounts only for secondorder effects but not the inelastic redistribution of internal forces. The effective length method provides a conservative estimation of the ultimate loadcarrying capacity of a large structural system. 3. The effective length method cannot predict the failure modes of a structural system subject to a given load. This is because the LRFD interaction equation does not provide any information about failure modes of a structural system at the factored loads. 4. The effective length method is not user friendly for a puterbased design. 5. The effective length method requires a timeconsuming process of separate member capacity checks involving the calculation of K factors. With the development of puter technology, two aspects, the stability of separate members and the stability of the structure as a whole, can be treated rigorously for the determination of the maximum strength of the structures. This design approach is marked in Figure as the direct analysis and design method. The development of the direct approach to design is called advanced analysis, or more specifically, secondorder inelastic analysis for frame design. In this direct approach, there is no need to pute the effective length factor, since separate member capacity checks enpassed by the specification equations are not required. With the current available puting technology, it is feasible to employ advanced analysis techniques for direct frame design. This method has been considered impractical for design office use in the past. The purpose of this chapter is to present a practical, direct method of steel frame design, using advanced analysis that will produce almost identical member sizes as those of the LRFD method. The advantages of advanced analysis in design use are outlined as follows: 1. Advanced analysis is another tool for structural engineers to use in steel design, and its adoption is not mandatory but will provide a flexibility of options
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