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On the mesomechanical modelling of plain concrete with different grain-size distribution

Title: On the mesomechanical modelling of plain concrete with different grain-size distribution
Author(s): T. Sadowski, G.L. Golewski
Paper category : conference
Book title: International RILEM Symposium on Concrete Modelling - ConMod '08
Editor(s): E. Schlangen and G. De Schutter
Print-ISBN: 978-2-35158-060-8
e-ISBN: 978-2-35158-076-9
Publisher: RILEM Publications SARL
Publication year: 2008
Pages: 559 - 566
Total Pages: 8
Nb references: 16
Language: English

Abstract: In concrete composites destruction under the external loads is caused by: discontinuities created by technological defects or local differences of mechanical properties of concrete components.
Cracks which develop in the contact zone: aggregate - mortar and damages occurring in cement matrix are the basic types of micro-cracks which develop in concrete composites.
The paper presents the method of mesomechanical modelling of concrete composites which are made on the basis of limestone and gravel aggregates having various grain sizes.
The theoretical model developed refers to description of behaviour of the analysed composites under two - dimensional stress. When the limit of composite elastic behaviour is exceeded the initiation and growth of micro-cracks begin. In the description of micro-cracks development, two types of micro-cracks were taken into account: straight and wing - type ones.
In the description of cracks growth, the fracture toughness tests according to I and II model are of crucial importance. Critical values of stress intensity factors KIc and KIIc, necessary to develop the model, were determined for the concrete composites analysed.
In order to compare the proposed model with the experimental data, the experiments determining development of strains in cylindrical samples of 300 mm height and 150 mm diameter in the process of axial compression, were carried out.

Online publication: 2009-06-15
Publication type : full_text
Public price (Euros): 0.00

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