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Jürgen Schnell 《Beton- und Stahlbetonbau》2014,109(5):364-364
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Torsional and torsional–flexural buckling of columns under axial compression–as defined in the Eurocode 3-1-1(2005)–may practically occur in axially compressed I-sections, which are laterally restrained so that weak axis flexural buckling is prevented and buckling is initiated by torsional deformation about the axis of lateral restraint. The present study is focussed on the development and representation of specific buckling curves for this type of buckling mode. This is based on numerical simulations taking into account material nonlinearities as well as geometric imperfections and residual stresses. The study not only illustrates the typical buckling curves for torsional buckling, but also the transition from torsional buckling to main axis flexural buckling when the column length increases. It also shows that the use of weak-axis buckling coefficients for torsional buckling–as given in the rules of Eurocode 3-1-1–may lead to rather conservative results in many cases. 相似文献
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Carlos Montalbán Turon Yeudy F. Vargas Alzate 《The Structural Design of Tall and Special Buildings》2023,32(5-6):e1997
This paper presents a new approach to the project of steel buildings, mainly focused on the architectural, structural, and seismic design of stairs. The objective is to design a structural stair system capable of controlling seismic damage and contributing to the bracing system of the building. The article begins with a review of the seismic standard (ATC, FEMA, and EC8) on which the current design criteria for new buildings with stairs are based. The research is based on two spatial building models (A–B) with the same bracing elements but placed differently. Reference Model A follows classical design approaches. It means, stairs are considered nonstructural elements that do not influence the seismic behavior of the building. This structure corresponds to typical braced frames (IV-CBF and EBF) according to EC8. Model B includes a stair system designed to help control the effects of inter-story drifts and inertia forces. In this case, the same bracing elements of Model A were integrated into the stair structure of Model B. A comparative seismic behavior analysis of typically braced frames (A) versus specially braced stairs (B) is presented. The research was based on the static nonlinear (pushover) analysis and the capacity spectrum method (ATC-40) according to the seismic performance levels (FEMA) and damage limitation (EC8). Finally, the braced stairs was verified via nonlinear time-history analysis in order to better capture the structural safety of the evacuation routes and their influence on the behavior of the building. This deterministic analysis of the braced stairs verified satisfactory results compared to reference bracing systems. 相似文献
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Nguyen Viet Tue Rainer Ehmann Christoph Betschoga Nguyen Duc Tung 《Beton- und Stahlbetonbau》2016,111(11):738-748
Shear test on simulated continuous beams without shear reinforcement This paper presents an experimental investigation on the shear behavior of continuous beams without shear reinforcement. A total of five rectangular 2‐span reinforced concrete beams under a uniform load were tested. In each beam the shear failure was arranged to take place in the main span, while the short span was highly reinforced by stirrups. The reaction at the end support of the short span was adjusted by different schemas during the test in order to obtain different M/V‐ratios at the main span. By this means significant differences in the failure location and thus the maximum shear force at failure between continuous beams have been observed. The experimental observations showed that the shear resistance is not a pure sectional property but it represents rather a structural character, which cannot be described by the model included in EC 2. The observations were interpreted using the proposed approach and generally could be well explained. Based on the knowledges obtained from this investigation and some other experimental programs, this paper suggests some remarks on the planning of test for continuous beams that conforms to the behavior of concrete structures in the practice. 相似文献