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Local buckling of flanges in high strength steel
1998 (English)Independent thesis Advanced level (professional degree), 20 credits / 30 HE creditsStudent thesis
Abstract [en]

During the last decade more advanced manufacturing processes and improved properties of high strength steel have made these steel grades more attractive in an economic and environmental perspective. An obstacle that reduces the advantages of using high strength steel in structures, is that the design rules for compressed parts are not suited to utilise the higher resistance of the high strength steel. This Master thesis covers local flange buckling of I-beam flanges made of high strength steel. The primary objective was to investigate the resistance and deformation capacity of compressed flanges, and secondly to formulate new more favourable design rules for local buckling of flanges in high strength steel. Tests were made to study the resistance and deformation capacity. To facilitate the evaluation of the test results the method of compressing cruciform stub columns was chosen. A test series of 30 stub columns made of SS1312, WELDOX 700 and WELDOX 1100 steel and with varying slenderness was chosen. The results from the tests on stub columns made of high strength steel were plotted as normalised ultimate resistance versus the slenderness parameter together with previous test results made by other researchers. Efforts were made to find a simple resistance relation between the different steel grades by comparing the normalised ultimate resistance curve for each grade, but it did not succeed. It was however concluded that there exists a significant difference between the resistance of low strength steel and high strength steel. Therefore efforts were made to create a new design rule for flanges made of high strength steel. Proposed design rules were visually compared with the experimental data until the difference between the two was acceptably small. It was found that an expression similar to the Winter formula was best suited. In the present design rules for local buckling of flanges the resistance must be reduced after the slenderness parameter, l has exceeded the limit 0.67, but it was concluded that for high strength steel this limit can be increased to l =0.745. A small study of the deformation capacity was also made. The flange plastic deformation was measured from the normalised stress-strain diagrams at the point where the cruciform stub column had gone down 90 % of its maximum resistance. It was concluded that the present limit for class 1 cross- sections in Eurocode 3 was approximately 10 % lower than necessary.

Place, publisher, year, edition, pages
1998.
Keyword [en]
Technology, Buckling, Steel, High strength steel, Local flange buckling
Keyword [sv]
Teknik
Identifiers
URN: urn:nbn:se:ltu:diva-45040ISRN: LTU-EX--98/358--SELocal ID: 2c71dfbc-c951-49ea-8d85-aeb553cd06d0OAI: oai:DiVA.org:ltu-45040DiVA: diva2:1018320
Subject / course
Student thesis, at least 30 credits
Educational program
Civil Engineering programmes 1997-2000, master's level
Examiners
Note
Validerat; 20101217 (root)Available from: 2016-10-04 Created: 2016-10-04Bibliographically approved

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