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. 2025 Jul 29;18(15):3549.
doi: 10.3390/ma18153549.

Fracture Behaviour of Basalt Fibre-Reinforced Lightweight Geopolymer Concrete: A Multidimensional Analysis

Jutao Tao  1   2 , Mingxia Jing  1   2 , Qingshun Yang  1   2 , Feng Liang  1   2
Affiliations

Fracture Behaviour of Basalt Fibre-Reinforced Lightweight Geopolymer Concrete: A Multidimensional Analysis

Jutao Tao et al. Materials (Basel). .

Abstract

This study introduced basalt fibres as a reinforcing material and employed notched beam three-point bending tests combined with digital image correlation (DIC) technology to comprehensively evaluate key fracture parameters-namely, initial fracture toughness, unstable fracture toughness, fracture energy, and ductility index-of expanded polystyrene (EPS)-based geopolymer concrete with different mix proportions. The results demonstrate that the optimal fracture performance was achieved when the basalt fibre volume content was 0.4% and the EPS content was 20%, resulting in respective increases of 12.07%, 28.73%, 98.92%, and 111.27% in the above parameters. To investigate the toughening mechanisms, scanning electron microscopy was used to observe the fibre-matrix interfacial bonding and crack morphology, while X-ray micro-computed tomography enabled detailed three-dimensional visualisation of internal porosity and crack development, confirming the crack-bridging and energy-dissipating roles of basalt fibres. Furthermore, the crack propagation process was simulated using the extended finite element method, and the evolution of fracture-related parameters was quantitatively analysed using a linear superposition progressive assumption. A simplified predictive model was proposed to estimate fracture toughness and fracture energy based on the initial cracking load, peak load, and compressive strength. The findings provide theoretical support and practical guidance for the engineering application of basalt fibre-reinforced EPS-based geopolymer lightweight concrete.

Keywords: XFEM; basalt fibre; fracture performance; geopolymer concrete; polystyrene particles.

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Conflict of interest statement

The authors declare no conflict of interest.

Figures

Figure 1
Figure 1
Engineering drawing of specimen.
Figure 2
Figure 2
Flow chart of specimen preparation.
Figure 3
Figure 3
Crack propagation in fracture process zone of specimen.
Figure 4
Figure 4
Load–crack mouth opening displacement (P-CMOD) curves of concretes.
Figure 5
Figure 5
Load–deflection (P–δ) curves of concretes.
Figure 6
Figure 6
Load–strain (P–ε) curves of concretes.
Figure 7
Figure 7
Concrete matrix and EPS particles under CT scanning.
Figure 8
Figure 8
Acquisition and segmentation of X-ray micro-computed tomography (CT) image datasets and model reconstruction.
Figure 9
Figure 9
Sections in all directions under CT scanning. Where the red dotted line indicates the path of development of the cracks.
Figure 10
Figure 10
SEM images of specimens GC00BF00 and LEGC30BF06 at day 28.
Figure 11
Figure 11
SEM images of microstructure and morphology of ITZ in concretes.
Figure 12
Figure 12
Cracking toughness and destabilising toughness of specimens.
Figure 13
Figure 13
Fracture energies and ductility indices of specimens.
Figure 14
Figure 14
ABAQUS numerical model.
Figure 15
Figure 15
Maximum principal stress cloud for the cracking process of a three-point bending beam.
Figure 15
Figure 15
Maximum principal stress cloud for the cracking process of a three-point bending beam.
Figure 16
Figure 16
P-CMOD curves of concretes.
Figure 17
Figure 17
Regression curves on peak load and crack initiation load fitting. (a) Fitting relationship between peak load and compressive strength of concrete; (b) fitting relationship between concrete cracking load and compressive strength.
See this image and copyright information in PMC

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