Study on the Mechanical Properties of Optimal Water-Containing Basalt Fiber-Reinforced Concrete Under Triaxial Stress Conditions

Abstract

In response to the high-performance requirements of concrete materials under complex triaxial stress states and water-containing environments in marine engineering, this study focuses on water-containing basalt fiber-reinforced concrete (BFRC). Uniaxial compression and splitting tensile tests were conducted on specimens with different fiber contents (0.0%, 0.05%, 0.10%, 0.15%, and 0.20%) to determine the optimal fiber content of 0.1%. The compressive strength of the concrete with this fiber content increased by 13.5% compared to the control group without fiber, reaching 36.90 MPa, while the tensile strength increased by 15.9%, reaching 2.33 MPa. Subsequently, NMR and SEM techniques were employed to analyze the internal pore structure and micro-morphology of BFRC. It was found that an appropriate amount of basalt fiber (content of 0.1%) can optimize the pore structure and form a reticular three-dimensional structure. The pore grading was also improved, with the total porosity decreasing from 7.48% to 7.43%, the proportion of harmless pores increasing from 4.03% to 4.87%, and the proportion of harmful pores decreasing from 1.67% to 1.42%, thereby significantly enhancing the strength of the concrete. Further triaxial compression tests were conducted to investigate the mechanical properties of BFRC under different confining pressures (0, 3, and 6 MPa) and water contents (0%, 1%, 2%, and 4.16%). The results showed that the stress-strain curves primarily underwent four stages: initial crack compaction, elastic deformation, yielding, and failure. In terms of mechanical properties, when the confining pressure increased from 0 MPa to 6 MPa, taking dry sandstone as an example, the peak stress increased by 54.0%, the elastic modulus increased by 15.7%, the peak strain increased by 37.0%, and the peak volumetric strain increased by 80.0%. In contrast, when the water content increased from 0% to 4.16%, taking a confining pressure of 0 MPa as an example, the peak stress decreased by 27.4%, the elastic modulus decreased by 43.2%, the peak strain decreased by 59.3%, and the peak volumetric strain decreased by 106.7%. Regarding failure characteristics, the failure mode shifted from longitudinal splitting under no confining pressure to diagonal shear under confining pressure. Moreover, as the confining pressure increased, the degree of failure became more severe, with more extensive cracks. However, when the water content increased, the failure degree was relatively mild, but it gradually worsened with further increases in water content. Based on the CDP model, a numerical model for simulating the triaxial compression behavior of BFRC was developed. The simulation results exhibited strong consistency with the experimental data, thereby validating the accuracy and applicability of the model.

Keywords: NMR; basalt fiber-reinforced concrete; failure characteristics; mechanical properties; microstructural optimization; triaxial compression.

Figure 1

Basalt fiber.

Figure 2

Specimen fabrication process: (a) mixing concrete; (b) vibrated and leveled specimen; and (c) specimen for testing.

Figure 3

A 2000 kN microcomputer-controlled electro-hydraulic servo universal testing machine.

Figure 4

Scanning electron microscopy (SEM) testing equipment: (a) JEOL-JSM-IT800 thermal field emission scanning electron microscope; (b) JEC-300FC ion sputtering device.

Figure 5

Low-field nuclear magnetic resonance measurement instrument, MacroMR12-150H-I.

Figure 6

NMR testing procedures: (a) SC-300 concrete coring machine; (b) cored specimen; (c) ZYB-II vacuum-pressurized saturation apparatus.

Figure 7

Specimen curing.

Figure 8

Specimen numbering.

Figure 9

Specimen drying.

Figure 10

RTX-2000kN high-temperature and high-pressure electrohydraulic servo rock triaxial testing machine.

Figure 11

SEM Image of Basalt Fibers Filling Pores.

Figure 12

T₂ Spectra of BFRC-0.00 and BFRC-0.10.

Figure 13

Standard samples with different porosities.

Figure 14

Pore radius distribution of BFRC-0.00 and BFRC-0.10.

Figure 15

Full stress–strain curves of water-containing BFRC under different confining pressures: (a) water content of 0%; (b) water content of 1%; (c) water content of 2%; and (d) water content of 4.16%.

Figure 16

Variation of peak strain of BFRC specimens under different water contents and confining pressures.

Figure 17

Variation of elastic modulus of BFRC specimens under different water contents and confining pressures.

Figure 18

Triaxial compression full stress-volumetric strain curves of BFRC under different confining pressures: (a) confining pressure of 0 MPa; (b) confining pressure of 3 MPa; and (c) confining pressure of 6 MPa.

Figure 19

Variation of peak volumetric strain of BFRC specimens under different water contents and confining pressures.

Figure 20

Failure characteristics of BFRC specimens under different water contents and confining pressures: (a) BF-0-0; (b) BF-3-0; (c) BF-6-0; (d) BF-0-1; (e) BF-3-1; (f) BF-6-1; (g) BF-0-2; (h) BF-3-2; (i) BF-6-2; (j) BF-0-S; (k) BF-3-S; and (l) BF-6-S.

Figure 20

Failure characteristics of BFRC specimens under different water contents and confining pressures: (a) BF-0-0; (b) BF-3-0; (c) BF-6-0; (d) BF-0-1; (e) BF-3-1; (f) BF-6-1; (g) BF-0-2; (h) BF-3-2; (i) BF-6-2; (j) BF-0-S; (k) BF-3-S; and (l) BF-6-S.

Figure 21

Variation of peak strength of BFRC specimens under different water contents and confining pressures.

Figure 22

Modeling steps in ABAQUS.

Figure 23

The comparison between the triaxial compression test results and numerical simulation results for water-containing BFRC specimens: (a) water content of 0%; (b) water content of 1%; (c) water content of 2%; and (d) water content of 4.16%.