Activities per year
In terms of solution schemes, it was possible to achieve good agreement between numerical and experimental results, using both static implicit and dynamic explicit solution schemes but, both the explicit and implicit schemes required non–negligible amount of numerical damping, and possible reasons for this result were suggested. In the case of dynamic explicit procedures, particular attention needs to be paid to the loading variation with time and it is shown that time increments that ensure stability do not necessarily also lead to sufficient accuracy.
Comprehensive sensitivity analyses on the input parameters defining the CDP model were also conducted in order to provide guidance on their calibration. The CDP was defined based on both stress–displacement and stress–strain post–failure relationships of bi–linear, exponential and linear shapes. Using stress–displacement or stress–strain relationships does not normally lead to different results as long as the aspect ratio of the FE mesh is kept relatively close to one. This, however, is not always possible and can explain some differences obtained in the case of the retrofitted beams.
Steel reinforcement was modelled using truss or beam elements ‘embedded’ within the 3D mesh of concrete elements, and while they normally provide similar results, discrepancies were found, particularly in the post–yield phase, when using truss elements in a geometrically nonlinear analysis, which can be an important issue when studying cases of progressive collapse. The effect of using different types of elements and meshes for concrete was widely investigated, with particular regards to their effect on the predicted crack patterns.
Ultimately, through the results of this work, including but not limited to those highlighted above, a wide range of experimentally validated nonlinear modelling procedures and detailed guidelines on how to choose among the various options available have been produced. It is believed that these will be useful both to advanced engineering analysts (e.g. for forensic investigations, where computational cost may be justified) and to researchers. The latter can find numerical modelling as an effective way to replace significant part of experimental testing to appraise and guide new strengthening techniques or materials as well as to develop and preliminarily validate new design guidelines in codes of practice.
|Qualification||Doctor of Philosophy|
|Award date||31 Jan 2017|
|Place of Publication||Uxbridge|
|Publication status||Published - 13 Feb 2017|
- Dynamic explicit
- Static implicit
- Damage-plasticity coupling
- Perfect pond
- Cohesive model
Alrazi Earij (Participant)5 Jan 2019 → 13 Jan 2019
Activity: Participating in or organising an event › Participation in workshop, seminar, course
STEM After School Club, Hillington Primary School, Glasgow (Part of Developing the Young Workforce, Scotland)
Alrazi Earij (Advisor)22 Oct 2019 → 12 Nov 2019
Activity: Other › Types of Public engagement and outreach - Schools engagement
Nonlinear three–dimensional finite–element modelling of reinforced–concrete beams: computational challenges and experimental validationEarij, A., Giulio Alfano, Katherine Cashell & Xiangming Zhou, 31 Dec 2017, In: Engineering Failure Analysis. 82, p. 92-115 19 p.
Research output: Contribution to journal › Article › peer-reviewOpen AccessFile20 Citations (Scopus)39 Downloads (Pure)
Three-dimensional nonlinear finite-element modelling of the flexural behaviour of reinforced concrete beamsEarij, A. & Alfano, G., 6 Aug 2015, Proceedings of the Fifteenth International Conference on Civil, Structural and Environmental Engineering Computing. Kruis, J., Tsompanakis, Y. & Topping, B. H. V. (eds.). Stirlingshire, UK: Civil-Comp Press
Research output: Chapter in Book/Report/Conference proceeding › Conference contribution › peer-review