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. 2023 May 1;16(9):3494.
doi: 10.3390/ma16093494.

Modeling and Model Verification of the Stress-Strain State of Reinforced Polymer Concrete

Kassym Yelemessov  1 , Layla B Sabirova  2 , Nikita V Martyushev  3 , Boris V Malozyomov  4 , Gulnara B Bakhmagambetova  5 , Olga V Atanova  6
Affiliations

Modeling and Model Verification of the Stress-Strain State of Reinforced Polymer Concrete

Kassym Yelemessov et al. Materials (Basel). .

Abstract

This article considers the prospects of the application of building structures made of polymer concrete composites on the basis of strength analysis. The issues of application and structure of polymer-concrete mixtures are considered. Features of the stress-strain state of normal sections of polymer concrete beams are revealed. The dependence between the stresses and relative deformations of rubber polymer concretes and beams containing reinforcement frame and fiber reinforcement has been determined. The main direction of the study was the choice of ways to increase the strength characteristics of concrete with the addition of a polymer base and to increase the reliability of structures in general. The paper presents the results of experimental and mathematical studies of the stress-strain state and strength, as well as deflections of reinforced rubber-polymer beams. The peculiarities of fracture of reinforced rubber-polymer beams along their sections have been revealed according to the results of the experiment. The peculiarities of fracture formation of reinforced rubber-polymer beams have also been revealed. The conducted work has shown that the share of longitudinal reinforcement and the height of the fibrous reinforcement zone are the main factors. These reasons determine the characteristics of the strength of the beams and their resistance to destructive influences. The importance and scientific novelty of the work are the identified features of the stress-strain state of normal sections of rubber-concrete beams, namely, it has been established that the ultimate strength in axial compression and tension, deformations corresponding to the ultimate strength for rubber concrete exceed similar parameters for cement concrete 2.5-6.5 times. In the case of the addition of fiber reinforcement, this increase becomes, respectively, 3.0-7.5 times.

Keywords: composite materials; concrete structures; geopolymer concrete; rubber polymer concretes; strength analysis.

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Conflict of interest statement

The authors declare no conflict of interest.

Figures

Figure 1
Figure 1
The scheme of forces and the stress diagram in the section normal to the longitudinal axis of the bendable polymer concrete element, when calculating its strength.
Figure 2
Figure 2
General view of the bending test of rubber concrete beams.
Figure 3
Figure 3
The reinforcement frame of the experimental beams. Dimensions are in mm.
Figure 4
Figure 4
Load diagram and geometric dimensions of beams (unit: mm).
Figure 5
Figure 5
Diagram of the relationship between compressive stresses and relative deformations of FKPB products: red curve—y = −9 × 106 x2 + 34,327 x (R2 = 1), blue curve—y = 6 × 1010 x4 − 6 × 108 x3 − 2 × 106 x2 + 32,199 x (R2 = 0.9996).
Figure 6
Figure 6
Diagram of the relationship between tensile stresses and relative deformations of FKPB products: red curve—y = 1012 x3 + 2 × 108 x2 − 8314.4 x (R2 = 1), blue curve—y = 8 × 1013 x4 + 9 × 103 x3 – 4 × 106 x2 − 40,448 x (R2 = 0.9997).
Figure 7
Figure 7
Relative tensile strains in the reinforcement of the FPB beam as a function of bending moments.
Figure 8
Figure 8
Relative deformations of the compressed zone of FPB as a function of bending moments. Nos. 1–3 is load cell numbers.
Figure 9
Figure 9
Diagram of the dependence of the value of destructive bending moments on the percentage of longitudinal reinforcement.
Figure 10
Figure 10
Dependence plot of fracture bending moments on the fiber reinforcement zone height.
Figure 11
Figure 11
Fracture along the compression zone of the CPS beam.
Figure 12
Figure 12
Calculation scheme of the element under study (a) and Finite element model of the element under study (b).
Figure 13
Figure 13
Normal stresses in reinforcement along the abscissa axis in the FE model of a beam (a) and inelastic deformations in the simulation model of the ACPBF beam during destruction (reinforcement percentage of 6.3) (b).
Figure 14
Figure 14
Dependence of the ultimate bending moment on the percentage of reinforcement in ACPB beams.
Figure 15
Figure 15
Dependence of the ultimate bending moment on the percentage of reinforcement in ACPBF beams.
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