Biaxial Interaction Diagrams for Short RC Columns of Any Cross Section

Rodriguez, Jesus; Aristizábal-Ochoa, J. Darío

doi:10.1061/(asce)0733-9445(1999)125:6(672)

Cited by 86 publications

(62 citation statements)

References 27 publications

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“…Dündar [5] has been proposed an approach to the ultimate strength calculation and the dimensioning of arbitrarily shaped RC (reinforced concrete) sections subject to combined biaxial bending and axial compression. Rodriguez [6] offered a general formulation by which the biaxial interaction diagrams of an arbitrary reinforced concrete cross sections. The proposed method uses nonlinear stress-strain relationship for the concrete and multi-linear elastoplastic one for the reinforcement.…”

Section: Numerical Studies In Literaturementioning

confidence: 99%

The Effects of Cross Sectional Dimensions on the Behavior of L-Shaped RC Structural Members

Hasnalbant¹,

Eyyubov²

2016

JCEA

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Abstract:The behavior of L-Shaped RC (reinforced concrete) shear walls was investigated in the Erciyes University Earthquake Investigation Laboratory under the influence of constant axial load together with reversed cyclic lateral load. The objective of this study was to evaluate the effects of cross sectional dimensions on the behavior of L-shaped structural members and to assess their earthquake performance. In order to investigate L-shaped RC structural members, the special experiment setup and four type of 1/2 scaled specimens which have different aspect ratio were constructed. The specimens were loaded in line with the major principal axes direction laterally. Axial load ratio was 0.1 and cross section height to thickness ratios were 3:1, 5:1, 8:1, 10:1. Cross section thickness was 120 mm which corresponds to (360:120), (600:120), (960:120), (1,200:120) wall legs cross sectional dimensions in mm. The specimens height was 1,500 mm, together with upper and lower slabs overall height was 2,000 mm. Concrete compression strength was 30 N/mm 2 , steel yield stress 420 N/mm 2 and vertical reinforcement ratio was 1% for all specimens. According to the test results, the specimen of which the aspect ratio is 3 (360:120) has shown column behavior, the specimen of which the aspect ratio is 5 (600:120) has shown slender wall behavior and last two specimens of which the aspect ratios are 8 (960:120) and 10 (1,200:120) have shown squat wall behavior. When considering the cracking patterns and hysteretic behavior, since the aspect ratio 8, the specimens show flexure-shear interaction behavior and prone to brittle failure.

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Section: Numerical Studies In Literaturementioning

confidence: 99%

The Effects of Cross Sectional Dimensions on the Behavior of L-Shaped RC Structural Members

Hasnalbant¹,

Eyyubov²

2016

JCEA

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“…[3]), MOREIRA A. M. M. M. [8], LAW A.; GIL-LIE M. [7] and RODRIGUEZ J.; ARISTIZABAL-OCHOA J. D. [9]. Such analysis, however, is relatively complex and impossible to be achieved without a specific fire analysis computer program.…”

Section: Introductionmentioning

confidence: 99%

Determination of the ULS, for columns with small dimensions, under biaxial bending and symmetrical fire conditions

Cherem

Silva

2017

Rev. IBRACON Estrut. Mater.

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Determination of the ULS, for columns with small dimensions, under biaxial bending and symmetrical fire conditionsDeterminação do ELU, para pilares com pequenas dimensões, sob flexão composta oblíqua e incêndio simétrico Abstract ResumoObtaining internal load capacity, in reinforced concrete sections, at ambient temperature, under biaxial bending, is one of the most common tasks done by structural engineers, but not so common when the member is in fire situation. The intention of this paper is to show that is possible to correlate the ultimate limit state (ULS), in fire situation, with ULS at ambient temperature, for square cross sections under fire from all faces. To reach the purpose and give support to the numerical analysis of this article, a computer program, in Delphi language, called COL FIRE, is being developed by the authors. Keywords: fire, columns, ultimate limit state, ULS, interaction diagram.A obtenção dos esforços internos resistentes, em seções de concreto armado, à temperatura ambiente, sob flexão composta oblíqua, é uma das tarefas mais comuns realizadas por engenheiros de estruturas, mas não tão comum quando o elemento está submetido a ação de incêndio. O objetivo deste artigo é ilustrar que é possível correlacionar o estado-limite último (ELU), em situação de incêndio, ao ELU à temperatura ambiente, para seções quadradas sob incêndio em todas as faces. Para atingir o propósito e dar suporte à análise numérica deste artigo, um programa de computador, em linguagem Delphi, chamado COL FIRE, está em desenvolvido pelos autores.Palavras-chave: incêndio, pilares, estado-limite último, ELU, diagrama de interação.

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“…In recent years, some methods have been presented for the ultimate strength analysis of various concrete and composite steel-concrete sections such as rectangular, L and T -shape, polygonal and circular under biaxial moments and axial loads [1][2][3][4][5]. Among several existing techniques, two are the most common; the first consists of a direct generation of points of the failure surface by varying the position and inclination of the neutral axis and imposing a strain distribution corresponding to a failure condition.…”

Section: Introductionmentioning

confidence: 99%

“…This method can be used under any loading mode, but is rather time-consuming and the basic equations of equilibrium are not always satisfied [3]. On the other hand, to determine directly the interaction diagrams or load contours, the exact location of the neutral axis may be determined by solving three coupled nonlinear system of equations by an iterative approach [1,2,4]. Failure surface and interaction diagrams.…”

Section: Introductionmentioning

confidence: 99%

“…There exist three different methods to generate plane interaction curves for crosssections under biaxial bending: (1) interaction curves for a given bending moment ratio [1], (2) load contours for a given axial load [2] and (3) generate triplets of stress-resultants on the failure surface by extending an arbitrary oriented straight line [4]. The plane interaction curves generated by these methods are depicted in Fig.…”

Section: Introductionmentioning

confidence: 99%

See 1 more Smart Citation

A fast incremental-iterative procedure for ultimate strength analysis of composite cross-sections of arbitrary shape

Chiorean¹

2011

Computational Methods and Experimental Measurements XV

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A new computer method for bi-axial ultimate strength analysis of composite steel-concrete cross-sections of arbitrary shape subjected to axial force and biaxial bending moments is developed. An incremental-iterative procedure based on arc-length approach is proposed in order to determine, in a unitary formulation, both interaction diagrams and moment capacity contours, overcoming the difficulties and inaccuracies of the previously published methods. This procedure adopts a tangent stiffness strategy for the solution of the non-linear equilibrium equations thus resulting in a high rate and unconditionally convergence. An object oriented computer program, to obtain the ultimate strength of composite cross-sections under combined biaxial bending and axial load was developed. Examples run and comparisons made have proved the effectiveness and time saving of the proposed method of analysis.

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Biaxial Interaction Diagrams for Short RC Columns of Any Cross Section

Cited by 86 publications

References 27 publications

The Effects of Cross Sectional Dimensions on the Behavior of L-Shaped RC Structural Members

The Effects of Cross Sectional Dimensions on the Behavior of L-Shaped RC Structural Members

Determination of the ULS, for columns with small dimensions, under biaxial bending and symmetrical fire conditions

A fast incremental-iterative procedure for ultimate strength analysis of composite cross-sections of arbitrary shape

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