Abstract
This paper deals with tests on slender thin‐walled box columns, susceptible to instability of both types: to global Euler buckling as well as to local buckling of steel plates. Eight full‐scale tests were carried out with different global slenderness of welded and cold‐formed columns subjected to centric and eccentric compression. For the purpose of profound numerical simulations of tests, material properties were also tested, and the initial column geometry and residual stresses were carefully measured. The results of FEA simulations show good agreement with the test results. On verified numerical model the influence of different initial imperfections was studied. Santrauka Straipsnyje nagrinejami liaunuju dežinio skerspjūvio kolonu, jautriu abieju tipu nepastovumui ‐ bendrajam klupumui pa‐gal Euleri ir plieniniu plokšteliu vietiniam klupumui, eksperimentai. Buvo atlikti aštuoni centriškai ir ekscentriškai gniuždomu virintinio ir šaltai lankstyto skerspjūvio ivairaus liaunio kolonu natūriniai bandymai. Siekiant nuodugniai atlikti skaitini bandymu modeliavima, taip pat bandymu nustatytos mechanines plieno savybes ir kruopščiai išmatuoti visi pradiniai geometriniai nuokrypiai ir liekamieji itempiai. Skaitinio modeliavimo baigtiniu elementu metodu ir natūriniu bandymu rezultatai nedaug skiriasi. Tikrinamuoju skaitiniu modeliu buvo nagrinetas ivairiu pradiniu geometriniu netikslumu poveikis.
Highlights
Economical design of steel and composite bridges leads to lightweight structures made from slender elements, possibly fabricated from relatively thin plates
The paper presents some results of the present research on combined global and local instability problem of slender thin-walled box columns under compression and bending
For the subsequent numerical simulations, very important results were obtained from accompanying material tests and measurements of different initial imperfections
Summary
Economical design of steel and composite bridges leads to lightweight structures made from slender elements, possibly fabricated from relatively thin plates. The load-carrying capacity of welded box profiles should be determined from EBC b This procedure was well calibrated especially for I-profile columns. Some recent investigations (Rusch 2000; Brune 2000; Detzel 2006) have shown that this procedure leads to not very satisfying resistance estimation, especially for the case of thin-walled columns This motivated a research project, which produced a new proposal for the capacity determination of welded slender thin-walled box columns subjected to pure compression (Kuhlmann and Detzel 2004; Detzel 2006; Degée et al 2008). The present research continues the preceding investigations on even wider range of global and local slenderness, on columns under combined compression and bending and with the additional study on cold-formed box profiles. Since the imperfections appeared to have a significant impact on the load-carrying capacity and column behaviour, the influence of different measured imperfections will be analysed separately and in combinations
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