| People | Locations | Statistics |
|---|---|---|
| Naji, M. |
| |
| Motta, Antonella |
| |
| Aletan, Dirar |
| |
| Mohamed, Tarek |
| |
| Ertürk, Emre |
| |
| Taccardi, Nicola |
| |
| Kononenko, Denys |
| |
| Petrov, R. H. | Madrid |
|
| Alshaaer, Mazen | Brussels |
|
| Bih, L. |
| |
| Casati, R. |
| |
| Muller, Hermance |
| |
| Kočí, Jan | Prague |
|
| Šuljagić, Marija |
| |
| Kalteremidou, Kalliopi-Artemi | Brussels |
|
| Azam, Siraj |
| |
| Ospanova, Alyiya |
| |
| Blanpain, Bart |
| |
| Ali, M. A. |
| |
| Popa, V. |
| |
| Rančić, M. |
| |
| Ollier, Nadège |
| |
| Azevedo, Nuno Monteiro |
| |
| Landes, Michael |
| |
| Rignanese, Gian-Marco |
|
Lima, Luciano Rodrigues Ornelas De
in Cooperation with on an Cooperation-Score of 37%
Topics
Publications (3/3 displayed)
- 2020Testing and design of stainless steel staggered bolted connectionscitations
- 2018Experimental and numerical investigation of austenitic stainless steel hot-rolled angles under compressioncitations
- 2013Numerical and experimental assessment of stainless and carbon bolted tensioned members with staggered boltscitations
Places of action
| Organizations | Location | People |
|---|
article
Experimental and numerical investigation of austenitic stainless steel hot-rolled angles under compression
Abstract
lexural and flexural-torsional buckling are stability phenomena and the controlling limit state for carbon steel angle columns. When these columns are made of austenitic stainless steel, some structural response differences are expected and motivated the present investigation. In fact, the stainless steel grade has been investigated in last few years due to unique proprieties in comparison with the carbon steel grades. Therefore, this paper aimed to enlarge the available experimental data for austenitic angles under compression. To fulfil these objectives, thirteen specimens were tested on 64 × 64 × 6.4 hot rolled equal-legs angles with lengths varying from 250 mm to 1500 mm. A numerical study has been developed comparing the results with experimental tests. In addition, a parametric analysis was performed where the slenderness and cross sections ranges were expanded to investigate their influence on the structural behaviour. These results were compared to Eurocode 3 part 1–4 and enabled the suggestion of better-suited values for the adopted Eurocode column curve parameters λ 0 and α, respectively.