Ultimate Load Capacity of Single Steel Angles

Bathon, Leander; Mueller, Wendelin H.; Kempner, Leon

doi:10.1061/(asce)0733-9445(1993)119:1(279)

Cited by 22 publications

(10 citation statements)

References 1 publication

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“…This resulted in a reduced database of 125 test results compiled from five different sources. The entries of the reduced database were taken from the experimental studies reported by: (i) Bathon et al [17]; (ii) Wakabayashi and Nonaka [18]; (iii) Mueller and Erzurumlu [19]; (iv) Ishida [20]; and (v) Adluri and Madugula [21]. A brief description of each of the five experimental studies is given below.…”

Section: Database Of Experimental Test Resultsmentioning

confidence: 99%

Neural network modeling of the load-carrying capacity of eccentrically-loaded single-angle struts

Sakla

2004

Journal of Constructional Steel Research

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Section: Database Of Experimental Test Resultsmentioning

confidence: 99%

Neural network modeling of the load-carrying capacity of eccentrically-loaded single-angle struts

Sakla

2004

Journal of Constructional Steel Research

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“…17 Hence, if such a code is to be used, then the prototype tower has to be tested to proofcheck the design. Most of the time, researchers working on angle sections comment that this guideline (Manual 52) always overestimates the compression member strength, [18][19][20] because the experiments have been conducted in the laboratory at the element level, i.e. as individual angles.…”

Section: Design Practice Using Asce Manual 52 1988 15 and Asce 10-97mentioning

confidence: 99%

Flexural and Local Buckling Interaction of Steel Angles

Mohan

Rao

Lakshmanan

2005

Int. J. Str. Stab. Dyn.

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The column buckling equation and plate buckling equation are merged to obtain a graphical relation in the elastic and inelastic buckling ranges. This graphical relation has been used to classify all possible modes of hot rolled angle sections investigated by previous researchers in their experimental works. Forced plate buckling experiments have been carried out to verify the graphical relation for plate buckling. Design practices adopted by various standards for design of steel angles, have been compared with respect to this graphical relation and discussed. The importance of width to thickness ratio has been used to emphasize the buckling characteristics of hot rolled angle sections. The objective of this paper is to discuss the plate buckling failures of the angle sections recorded during full scale testing of transmission towers at Tower Testing and Research Station, SERC, Chennai, India. The plate buckling failures in tower testing for the past eighteen years have been analyzed and suggestions are given to avoid such failures in real structures and during testing.

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“…However, the exact nature of end restraint effects in angle columns is too complex to assess [2]. Previous studies on bolted angles indicate that end connection effects are noticeable even for a single-bolted joint and that end restraints play an important role for members with slenderness ratios over 120 [3]. It was also shown that for slender 2-and 3-bolted angles, test buckling loads are consistently above theoretical values [4].…”

Section: Introductionmentioning

confidence: 99%

End Restraints in Steel Angles in Lattice Towers

Kalaga¹

2017

TOCIEJ

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Introduction: Test data on single angle compression members with various end connection arrangements is used to develop adjustment factors for effective buckling lengths. A connection length parameter is proposed and evaluated based on test data. Results from a total of 31 equal leg test angles with single-, double- bolts and fixed ends are used. Methods: Slenderness ratios considered ranged from 150 to 312. Angle sizes ranged from 38 x 38 x 3.2 (mm) to 89 x 89 x 6.4 (mm). Estimated connection lengths were about 12.5% of the member length for single-bolt joints; 24.7% for double-bolt joints and 45.6% for fixed joints. Computed effective length factors ranged from 0.544 to 0.875. Results: Results seem to indicate that it is possible to define and calculate connection length of a lattice tower angle member. Suggestions for incorporating connection length issues in routine designs are made.

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Ultimate Load Capacity of Single Steel Angles

Cited by 22 publications

References 1 publication

Neural network modeling of the load-carrying capacity of eccentrically-loaded single-angle struts

Neural network modeling of the load-carrying capacity of eccentrically-loaded single-angle struts

Flexural and Local Buckling Interaction of Steel Angles

End Restraints in Steel Angles in Lattice Towers

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