Geometric properties of schifflerized angles

Adluri, Seshu Madhava Rao; Madugula, Murty K. S.

doi:10.1016/0143-974x(91)90054-5

Cited by 3 publications

(4 citation statements)

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“…Residual stresses are created during the manufacturing process, in particular from differential cooling in hot-rolled structural members and non-uniform plastic deformation in cold-formed members [32].…”

Section: Residual Stressesmentioning

confidence: 99%

“…The database for the distribution and magnitude of residual stresses in hot-rolled steel angles has been expanded by various authors [2,[37][38]. Often, the residual stress is reported as a factor of the yield stress, although thermally induced residual stresses are generally considered to be independent of the material yield stress [32]. Ban et al [39] investigated residual stresses in high strength steel equal-leg angles and reported values between 50-70 MPa for different cross-section dimensions.…”

Section: Residual Stressesmentioning

confidence: 99%

“…For validation purposes, if provided, the measured initial imperfections were used. However, where data were not available, an assumption was made based on typical imperfections reported for angles from previous studies [2,32]. A half sinusoidal wave function over the member length with amplitude of L/1000 at midspan was adopted about both principal axes for the initial global imperfection.…”

Section: Initial Geometric Imperfections and Boundary Conditionsmentioning

confidence: 99%

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Behaviour and design of fixed‐ended steel equal‐leg angle section columns

et al. 2021

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The mechanical behaviour and design of fixed‐ended steel equal‐leg angle section members subjected to axial compression are addressed in this study. First, the critical buckling behaviour is described. Experimental data on steel equal‐leg angle section columns collected from the literature are then used for the validation of numerical (shell finite element) models, developed within the commercial package ABAQUS. Validation is performed by means of comparisons between the test and numerical results, considering ultimate loads, failure modes and the load‐deformation responses, all of which are shown to be generally in good agreement. A numerical parametric study is then presented considering steel angle section columns with a wide range of slenderness values. The behaviour and load‐carrying capacity of the columns is shown to be dependent on, not only the column slenderness, but also the ratio of the elastic torsional‐flexural buckling load to the elastic minor‐axis flexural buckling load. Finally, the collected experimental and generated numerical results are used to develop a new design approach for fixed‐ended steel equal‐leg angle section columns, reflecting the observations made. The proposed approach offers improved accuracy and consistency in strength predictions compared to the existing codified design rules.

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Section: Residual Stressesmentioning

confidence: 99%

Section: Residual Stressesmentioning

confidence: 99%

Section: Initial Geometric Imperfections and Boundary Conditionsmentioning

confidence: 99%

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Behaviour and design of fixed‐ended steel equal‐leg angle section columns

et al. 2021

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“…The effect of additional residual stresses due to the cold working process is minimal (Adluri and Madugula 1991a). Adluri and Madugula (1991b) have presented the methodology for calculating the geometric properties of schifflerised angles. All the properties (including Saint-Venant's torsion constant) of schifflerised angles have been consistently derived by idealising the section into segments of rectangles.…”

Section: Introductionmentioning

confidence: 99%

Schifflerised angle sections for triangular-based communication towers

Rao

Balagopal

Rokade

et al. 2013

The IES Journal Part A: Civil & Structural Engineering

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This paper is concerned with the use of Schifflerised angle sections for triangular-based lattice communication towers. The torsional-flexural buckling properties of conventional 90 , 60 and schifflerised angles are compared. The experimental results obtained from the compression tests conducted on three different sizes of schifflerised angle sections are compared with the analytical results predicted from finite element analysis and with the capacities predicted from the procedure given in the literature. The capacity of schifflerised angles are underestimated by the methods suggested in the literature. The FE model non-linear analysis predicts the failure loads closer to the test results with a variation of À3 to 10%. The strength of schifflerised angles is 5 to 20% higher compared to conventional 90 angles. The behaviour of 60 m high three-legged triangular communication tower with schifflerised angles for leg members and conventional equal angles for all other members tested at Tower Testing and Research Station, CSIR-Structural Engineering Research Centre, Chennai is presented. NE-NASTRAN, a finite element software, is used to model the tower using beam column and plate shell elements for predicting the behaviour. The analytical and test results are compared with the codal provisions.

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