Ultimate Strength Formula for Steel Arches

Sakimoto, Tatsuro; Komatsu, Sadao

doi:10.1061/(asce)0733-9445(1983)109:3(613)

Cited by 33 publications

(9 citation statements)

References 5 publications

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“…Research studies included experiments conducted on arches with square hollow sections by Sakimoto et al [7] and welded I-sections by Sakata and Sakimoto [8] supplemented with finite element analyses by Komatsu and Sakimoto [9], Sakimoto and Komatsu [10] and Sakimoto and Komatsu [11]. These Japanese research studies culminated in design rules.…”

Section: Previous Studies On Out-of-plane Arch Bucklingmentioning

confidence: 99%

Design rules for out-of-plane stability of roller bent steel arches with FEM

Spoorenberg

Snijder

Hoenderkamp

et al. 2012

Journal of Constructional Steel Research

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Keywords:Roller bent arch Out-of-plane buckling Finite element modeling Design rules This paper describes a numerical investigation into the out-of-plane buckling behavior of freestanding roller bent steel arches. As roller bent arches have structural imperfections which differ considerably from those of hot-rolled or welded sections, specific attention is paid to their inclusion in the numerical model. Sensitivity analyses are performed to assess the influence of the imperfections due to roller bending on the out-of-plane buckling response. The accuracy of the finite element model is checked by comparing the results with earlier performed experiments as presented in a related paper. The finite element model is able to replicate the structural behavior displayed by the experiments with good accuracy. A database is created with elasticplastic buckling loads for a large number of freestanding roller bent arches. The numerical data is analyzed and presented in a so-called imperfection parameter diagram from which imperfection parameter curves are derived. The imperfection parameter curves are substituted into the European column curve formulation, leaving the original column curve formulation unaffected but extending its applicability to the out-of-plane buckling response of roller bent arches. The column curve with proposed imperfection parameter expressions can be used to check the out-of-plane buckling response of a roller bent steel arch with known non-dimensional slenderness.

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Section: Previous Studies On Out-of-plane Arch Bucklingmentioning

confidence: 99%

Design rules for out-of-plane stability of roller bent steel arches with FEM

Spoorenberg

Snijder

Hoenderkamp

et al. 2012

Journal of Constructional Steel Research

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show abstract

“…In these figures, elastic buckling curves of the identical arches are also shown (Shukla and Ojalvo, 1971;Tokarz and Sandhu, 1972). For example, Sakimoto and Komatsu (1983a) use an analogy between an arch and a column to obtain the following equivalent slenderness parameter λ a , which can be used to determine of the ultimate strength of through-type steel arches of box cross sections: For example, Sakimoto and Komatsu (1983a) use an analogy between an arch and a column to obtain the following equivalent slenderness parameter λ a , which can be used to determine of the ultimate strength of through-type steel arches of box cross sections:…”

Section: Ultimate Strength Of Steel Arches Braced By Double-diagonal mentioning

confidence: 99%

“…Although the Japanese column curve was used in this investigation (Sakimoto and Komatsu, 1983a), SSRC curve 2 (Eq. 3.8), curve C of the ECCS multiple column curves, or similar column curves are suggested as counterparts.…”

Section: Ultimate Strength Of Steel Arches Braced By Double-diagonal mentioning

confidence: 99%

“…Applicability of this approximate method has been examined by use of computer simulations for parabolic and circular steel arches composed of box section arch members with h/L ratios of 0.1 and 0.2. 17.19 as follows (Sakimoto and Komatsu, 1983a): 17.16, noting that SSRC curve 2 was used in the approximate method.…”

Section: Ultimate Strength Of Steel Arches Braced By Double-diagonal mentioning

confidence: 99%

See 1 more Smart Citation

Arches

2010

Guide to Stability Design Criteria for Metal Structures

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“…Ouo/oy=1-0.13611-0.3112 for 0<AA<1.0 Ouo/Oy=1.276-0.888A+0.17612 for 1.0<A<2.52 (1) In this case the slenderness ratio term of the column is replaced by a slenderness parameter for the arch, A, and the axial load term by the axial force of the arch at its springings, Nu. The slenderness parameter, A, for the arch is defined as1) A=(KeKzKL/7ryy)......…”

Section: Proposed Ultimate Strength Formulasmentioning

confidence: 99%