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Abstract: In this paper, the strength and stiffness of different roof structures has been investigated, in order to establish their ability to act as in-plane diaphragms for stressed skin design. A total of 10 roof panels were examined by testing with shear connectors placed along the rafters. In each test set-up, the roof was constructed using top-hat purlins and standard sheeting profiles or composite panels. Different types of roofs, such as single and double skin, have been investigated, all using top hat shaped purlins. The experimental strength and stiffness of each panel was then compared against established theoretical methods. It was demonstrated that although it is possible to closely estimate the ultimate strength of the structure using standard calculation methods, it is often more difficult to accurately calculate its stiffness. As the panel stiffness is a function of many variables, testing is still the recommended method, in order to investigate the flexibility of modern roof panels.

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Abstract: The present parametric study is devoted to the stability analysis of a set of trusses stiffened by decking of corrugated steel sheets. For different parameters of corrugated sheets the critical loading of the roof is calculated. In the parametrical analysis the threshold bracing condition of the roof is obtained. Then the geometrically non-linear analysis of trusses braced by corrugated sheets was conducted. As a results of nonlinear analysis the forces in roof corrugated sheets was calculated and compared with requirements existing in the design codes both in Polish Code and Eurocode.

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Abstract: In approximate buckling analysis of frame structures, it is common practice to simplify by considering compression members in isolation with end restraints that supposedly reflect the interaction with the surrounding structure. Buckling modes and effective lengths of such members have traditionally been limited to modes that can be associated with positive end restraints. A wider range of realistic buckling modes, that also imply negative end restraints, are reviewed and discussed, and approximate formulas for effective lengths and inflection point locations are developed from simple physical models for unbraced and fully braced compression members. The formulas are expressed in terms of convenient end fixity factors that allow for simple and elegant formulations. The range of applicability of the formulas is identified by comparisons with exact results for a reasonably wide range of positive and negative restraints, and applications to special structures are demonstrated.

 frames;  Buckling;  Columns;  Compression members;  Critical loads;  Effective length factors;  artikkel 1;  

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Abstract: The present research is devoted to study of a lateral buckling of truss with linear elastic side-supports. The elastic support reaction in relation to force in compressed chord and coefficient of buckling length related to side-support distance are also calculated. The effect of slope of side-support on limit force is also considered. The non-lincar analysis of two roof trusses are carried out. The results are compared to design code requirements [PN-90/B-03200 Steel structures. Design rules (Polish standard)]. The design sensitivity analysis of limit load due to side-support stiffness is carried out. A sensitivity of limit load due to side-support localization is calculated. The influence line of the variation of the limit load of the truss due to introducing side-supports of unit stiffness in chord joints is found. It has been found that for some side-support localization adding new side-support may cause decrease of limit load. (c) 2007 Elsevier Ltd. All rights reserved.

 space trusses;  lateral buckling;  sensitivity analysis;  artikkel 1;  

Abstract: In this paper the importance of asymmetry of building on the P-Delta effects in elastic and inelastic ranges of behavior are evaluated. The contribution of lateral load resisting system, number of stories, degree of asymmetry, and sensitivity to ground motion characteristics are assessed. Four buildings with 7, 14, 20 and 30 story are designed based on typical design procedures, and then their elastic and inelastic static and dynamic behavior, with and without considering P-Delta effects, are investigated. Each building is considered for 0%, 10%, 20% and 30% eccentricity levels. The results indicate that the type of lateral load resisting system plays an important role in degree that torsion modifies the P-Delta effects. It is also shown that although in the elastic static analyses, torsion always magnifies the P-Delta effects, but the same is not always true for dynamic analyses. The results of dynamic analyses also show high level of sensitivity to ground motion characteristics.

 P-delta;  FEM;  artikkel 1;  

Abstract: A practical second-order inelastic analysis of planar steel frames subjected to distributed load is developed. This analysis realistically assesses both strength and behavior of a structural system and its component members in a direct manner. To capture second-order effects associated with P–? and P–?, stability functions are used to minimize modeling and solution time. The column research council (CRC) tangent modulus concept is used to account for gradual yielding due to residual stresses. A softening plastic-hinge model is used to represent the degradation from elastic to zero stiffness associated with development of a hinge. In the proposed analysis, a member has two elements and three nodal points. A plastic-hinge location can be captured in analysis as the internal nodal point traces the maximum moment location at each load step. Maximum moments and load–displacements predicted by the proposed analysis compare well with those given by other approaches.

 "Second-order inelastic analysis";  "Geometric nonlinearity";  "Material nonlinearity";  "Stability function";  "Distributed load";  "Steel frame";  artikkel 1;  

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Abstract: The need for consistency between representation of joint behaviour and the approach of overall frame analysis and design, as emphasised by EC3, is discussed. A thorough examination of the ability of a simplified technique-currently permitted by EC3, but not previously fully validated-to provide acceptable solutions with significantly reduced computational effort is reported. It is found that the half initial secant stiffness method represents an attractive practical approach. (C) 2003 Elsevier Science Ltd. All rights reserved.

 buckling; connections; eurocode; frames; joints; structural design;  artikkel 1;  

Abstract: This paper presents a practical method for the stability analysis of semi-braced steel frames with the effect of semi-rigid behaviour of beam-to-column connections being taken into account. The stability of a single column under different lateral restraining conditions is discussed first. Following the concept of story-based buckling, the stability equation for frames is then established. Lateral-bracing factors are introduced to characterize the effect of lateral bracing on the elastic stability of columns and frames. The procedure of evaluating column effective length factors for semi-braced steel frames is presented along with illustrated examples.

 "Steel frame";  "Stability";  "Semi-brace";  "Effective length";  "Lateral bracing";  "Story-based buckling";  artikkel 1;  

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Abstract: A practical advanced analysis of semi-rigid space frame is developed. Herein, the nonlinear behavior of beam-to-column connections is discussed, and practical modeling of these connections is introduced. The proposed analysis can predict accurately the combined nonlinear effects of connection, geometry, and material on the behavior and strength of semi-rigid frames. Kishi–Chen power model is used to describe the nonlinear behavior of semi-rigid connections. Stability functions are used to capture second-order effects associated with P-? and P-? effects. The column research council tangent modulus and a parabolic function for gradual yielding are used to represent material nonlinearity. The load–displacements predicted by the proposed analysis compare well with those available experiments. A case study has been performed for a four story semi-rigid frame.

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Abstract: In approximate system instability analysis it is common practice to simplify by considering isolated members with end restraints that to some extent reflect the interaction with the surrounding structure. Buckling modes for such isolated members have traditionally been limited to modes that can be associated with positive end restraints. A wider range of realistic buckling modes, that also imply negative end restraints, are reviewed and discussed. Further, approximate formulas for effective length factors and inflection point locations for unbraced (free-sway) and fully braced compression members are developed. The range of applicability of the formulas are identified by comparisons with exact results for a reasonable wide range of positive and negative restraints

 frames;  stability;  Buckling;  Columns;  Compression members;  Effective Length;  Formulas;  Critical Load;  artikkel 1;  

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Abstract: The analysis of corrugated shells (plates) is based on the assumption that they can be analyzed as thin, equivalent orthotropic shells of uniform thickness. The analytical expressions for the equivalent rigidities of orthotropic thin shells given in the literature are reviewed. The results of a finite element analysis of a corrugated sheet subjected to constant strain states reveals an inadequacy in some of the classical expressions in use today. These equivalent orthotropic properties are improved with the derivation of new expressions. In addition, expressions for the localized stress concentrations developed at the ridges of the corrugations are derived.

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