Strength of Concrete‐Filled Thin‐Walled Steel Box Columns: Experiment

Ge, Hanbin; Usami, Tsutomu

doi:10.1061/(asce)0733-9445(1992)118:11(3036)

Cited by 229 publications

(84 citation statements)

References 6 publications

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“…The results from the 20 stub column tests described herein were combined with those from other studies [16,[30][31][32][33][34][35] to assess the Class 3 slenderness limit specified in Eurocode 3 [22].…”

Section: Compression Test Resultsmentioning

confidence: 99%

Comparative experimental study of hot-rolled and cold-formed rectangular hollow sections

Gardner

Saari

Wang

2010

Thin-Walled Structures

187

127

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Square and rectangular hollow sections are generally produced either by hot-rolling or coldforming. Cross-sections of nominally similar geometries, but from the two different production routes may vary significantly in terms of their general material properties, geometric imperfections, residual stresses, corner geometry and material response and general structural behaviour and load-carrying capacity. In this paper, an experimental programme comprising tensile coupon tests on flat and corner material, measurements of geometric imperfections and residual stresses, stub column tests and simple and continuous beam tests is described. The results of the tests have been combined with other available test data on square and rectangular hollow sections and analysed. Enhancements in yield and ultimate strengths, beyond those quoted in the respective mill certificates, were observed in the corner regions of the cold-formed sections -these are caused by cold-working of the material during production, and predictive models have been proposed. Initial geometric imperfections were generally low in both the hot-rolled and cold-formed sections, with larger imperfections emerging towards the ends of the cold-formed members -these were attributed largely to the release of through thickness residual stresses, which were themselves quantified. The results of the stub column and simple bending tests were used to assess the current slenderness limits given in Eurocode 3, including the possible dependency on Gardner, L., Saari, N. and Wang, F. (2010) Comparative experimental study of hot-rolled and cold-formed rectangular hollow sections. Thin-Walled Structures. 48(7), 495-507. 2 production route, whilst the results of the continuous beam tests were evaluated with reference to the assumptions typically made in plastic analysis and design. Current slenderness limits, assessed on the basis of bending tests, appear appropriate, though the Class 3 slenderness limit, assessed on the basis of compression tests, seems optimistic. Of the features investigated, strain hardening characteristics of the material were identified as being primarily responsible for the differences in structural behaviour between hot-rolled and coldformed sections.

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Section: Compression Test Resultsmentioning

confidence: 99%

Comparative experimental study of hot-rolled and cold-formed rectangular hollow sections

Gardner

Saari

Wang

2010

Thin-Walled Structures

187

127

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“…Fig. 3 shows the results of stub column tests [1][2][3][4][5][6] on structural steel square and rectangular hollow sections and lipped channels. The maximum load-carrying capacity of the stub columns F u has been normalised by the yield load (determined as the gross cross-sectional area A multiplied by the material yield strength f y ) and plotted against the maximum slenderness of the constituent plate elements º p , defined by equation (1)…”

Section: Cross-section Classificationmentioning

confidence: 99%

“…The regression analysis yielded equation (6) for steel cross-sections comprising flat plates, which together with the stub column test data [1][2][3][4][5][6] has been plotted in Fig. 5.…”

Section: Relationship Between Deformation Capacity å Lb and Slendernessmentioning

confidence: 99%

The continuous strength method

Gardner

2008

Proceedings of the Institution of Civil Engineers - Structures

176

148

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Many of the principal concepts that underpin current metallic structural design codes were developed on the basis of bilinear (elastic, perfectly-plastic) material behaviour; such material behaviour lends itself to the concept of section classification. The continuous strength method represents an alternative treatment to crosssection classification, which is based on a continuous relationship between slenderness and (inelastic) local buckling and a rational exploitation of strain hardening. The development and application of the continuous strength method to structural steel design is described herein. Materials that exhibit a high degree of nonlinearity and strain hardening, such as aluminium, stainless steel and some high-strength steels, fit less appropriately into the framework of cross-section classification, and generally benefit to a greater extent from the continuous strength method. The method provides better agreement with test results in comparison to existing design codes, and offers increases in member resistance and a reduction in scatter of the prediction. An additional benefit of the proposed approach is that cross-section deformation capacity is explicitly determined in the calculations, thus enabling a more sophisticated and informed assessment of ductility supply and demand. Further developments to the method are under way.

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“…최영환 [4] 은 현행 규준 [2], [3] 에서 제시하는 제한치 이상의 판폭두께비를 지닌 폭두 께비 60∼100의 CFT단주 기둥을 제작하여 중심축하중 실 험을 수행하였다. 중심축하중 실험을 통해 CFT기둥에서의 좌굴 후 내력의 상승을 확인하였고, 기존 규준 [2], [3] [5], [6], [7], [8] 기존의 연구내용 [5], [6], [7], [8] 과는 달리 박재우 [9] 선행연구 [5], [6], [7], [8] 와는 달이 본 연구에서는 폭두께비가 [12] 결과는 Table 3에 정리하였고(단, 괄호 안의 치수는 실제치수임), CFRP쉬트에 대한 재료시험 [13] 결과는 Table 4에 각 실험체의 최대내력은 Table 5에 정리하였다. 또한 …”

Section: Fig 2 the Concept Of Local Buckling Delayed By Cfrp Sheetsunclassified

Axial Loading Behaviors of Square Concrete-Filled Tubular Columns with Large Width-to-Thickness Ratio Retrofitted using Carbon Fiber Reinforced Polymer Sheets(CFRP Sheets)

Park¹,

Yoo²

2014

Journal of Korean Society of Steel Construction

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-This paper presents the experimental results of behavior of square CFT columns with large the width-ro thickness ratio strengthened with carbon fiber reinforced polymers (CFRP) sheets subjected to concentrated axial loading. The main parameters were b/t ratio and the number of CFRP layers and 6 specimens were fabricated.. The values of b/t were ranged from 60 to 100. From the tests, Maximum increase of 16% was also achieved in axial-load capacity with three transverse layered CFRP applied on four sides of steel tubes. The load capacity decreased up to 41% comparing with nominal load capacity of unstrengthened CFT column. However, for CFRP strengthened CFT, the load capacity decreased up to 32%. Finally, from the load-strain relationships, the local buckling occurred before yield point of steel tubes. Also, from the load-strain relationships, it was observed that local buckling were delayed on CFT columns by CFRP sheets retrofitting.

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Strength of Concrete‐Filled Thin‐Walled Steel Box Columns: Experiment

Cited by 229 publications

References 6 publications

Comparative experimental study of hot-rolled and cold-formed rectangular hollow sections

Comparative experimental study of hot-rolled and cold-formed rectangular hollow sections

The continuous strength method

Axial Loading Behaviors of Square Concrete-Filled Tubular Columns with Large Width-to-Thickness Ratio Retrofitted using Carbon Fiber Reinforced Polymer Sheets(CFRP Sheets)

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