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Specimens reinforced with GFRP bars (GFRP 1, tested under 4-point loading and GFRP 2 tested under 3-point loading) showed a nearly identical bi-linear relationship with a uniform initial uncracked slope and a post-post-cracking slope on the load versus deformation plot in Figure 5. For this reason, comparing the tests on the same axes is thought to be generally acceptable though the reader should keep the differences in configuration in mind. The maximum recorded flexural strength of GFRP 1 and GFRP 2 specimens were 172.7 and 192.5 kN m with corresponding deflection values of 85.6 and 92.5 mm, respectively. Both specimens experienced compression-controlled failure by crushing of the concrete before the rupture of the GFRP. However, GFRP 1 seemed to indicate some issues as a splitting crack was noticed parallel to the tension reinforcement, as shown in Figure 6b. This result precipitated the change from 4-point to 3-point loading to preclude the influence of GFRP bond on the flexural performance where, chronologically, each of the subsequent tests were performed under 3 point loading. Interestingly this change did not seem to affect deformations significantly in those specimens that were tested in both configurations. The calculated GFRP strain at failure using strain compatibility was 0.0099, which is less than the ultimate strain at failure of 0.0149.
The safety issues of geotechnical structures are often related to tension-induced cracking of geomaterials. Conventional finite element analysis often experiences difficulties in re-meshing and adaptively analyzing the crack propagation region. In this work, the Radial Point Interpolation Method (RPIM) is adaptively coupled with the Finite Element Method (FEM) to simulate tensile crack initiation and propagation in earth structures. In the algorithm, FEM mesh in identified crack regions is automatically converted to RPIM nodes and then refined for crack analysis. The behavior of soil under tension and the brittle and quasi-brittle failure types are investigated based on typical tensile test results. Especially, the crack-induced anisotropic and softening behaviors of soils are appropriately simulated using the smeared crack approach. Two types of soil cracking experiments, the four-point bending test and centrifuge model test, were conducted in the laboratory and simulated by the proposed approach. Good agreements between the simulated and experimental results have been obtained, which demonstrates the effectiveness of this coupled method for 2D and 3D simulations of tensile cracking in earth structures. 2b1af7f3a8