“…The Coulomb friction model, on the other hand, simulates the tangent behavior between the two surfaces with a friction coefficient of 0.3. 50,51 Figure 5.The inside surface of the (steel tube, CFRP) and the exterior surface of the timber as master and slave.…”
Section: Finite Element Modelingmentioning
confidence: 99%
“…The Coulomb friction model, on the other hand, simulates the tangent behavior between the two surfaces with a friction coefficient of 0.3. 50,51…”
Section: Mechanical Contact At the Steel Tube And Cfrp/ Timber Core I...mentioning
This paper numerically investigated the timber confinement of columns with carbon fiber reinforced polymer (CFRP) and steel tubes under axial compression. An elastic-plastic model with linear hardening, a CFRP hashin damage, and a timber damaged anisotropic elastic-plastic model, respectively, are used to simulate the inelastic behavior of the steel tube, CFRP layers, and timber core. In addition, a comprehensive numerical study was conducted using a wide range of cross-sections, thicknesses, lengths, and the number of CFRP layers developed to varying degrees (0, 45, and 90). To confirm the accuracy of the current FEM model, numerical data is compared to the experimental model’s final strengths, behavior, and failure mechanisms. Additionally, the ultimate strengths of timber-steel and CFRP are compared to various standards and design formulas. The results reveal that columns with thicker steel tubes and more CFRP layers have an average of about 42% and 12% greater load-bearing capacity and ductility. The degree of CFRP affected the load-bearing capacity of timber columns, which increased by around 10% from 45 to 90. In comparison to specimens with equal cross-sections and thickness, shorter specimens with greater cross-sections typically have 40% higher stiffness. According to parameter studies, the AISC 360-16 American standard design approaches can be safely extended to anticipate the ultimate strength of timber-steel columns. Meanwhile, both the ACI-440 and Ilki et al. design formula predictions are the most precise, particularly at 45° with high ultimate strength.
“…The Coulomb friction model, on the other hand, simulates the tangent behavior between the two surfaces with a friction coefficient of 0.3. 50,51 Figure 5.The inside surface of the (steel tube, CFRP) and the exterior surface of the timber as master and slave.…”
Section: Finite Element Modelingmentioning
confidence: 99%
“…The Coulomb friction model, on the other hand, simulates the tangent behavior between the two surfaces with a friction coefficient of 0.3. 50,51…”
Section: Mechanical Contact At the Steel Tube And Cfrp/ Timber Core I...mentioning
This paper numerically investigated the timber confinement of columns with carbon fiber reinforced polymer (CFRP) and steel tubes under axial compression. An elastic-plastic model with linear hardening, a CFRP hashin damage, and a timber damaged anisotropic elastic-plastic model, respectively, are used to simulate the inelastic behavior of the steel tube, CFRP layers, and timber core. In addition, a comprehensive numerical study was conducted using a wide range of cross-sections, thicknesses, lengths, and the number of CFRP layers developed to varying degrees (0, 45, and 90). To confirm the accuracy of the current FEM model, numerical data is compared to the experimental model’s final strengths, behavior, and failure mechanisms. Additionally, the ultimate strengths of timber-steel and CFRP are compared to various standards and design formulas. The results reveal that columns with thicker steel tubes and more CFRP layers have an average of about 42% and 12% greater load-bearing capacity and ductility. The degree of CFRP affected the load-bearing capacity of timber columns, which increased by around 10% from 45 to 90. In comparison to specimens with equal cross-sections and thickness, shorter specimens with greater cross-sections typically have 40% higher stiffness. According to parameter studies, the AISC 360-16 American standard design approaches can be safely extended to anticipate the ultimate strength of timber-steel columns. Meanwhile, both the ACI-440 and Ilki et al. design formula predictions are the most precise, particularly at 45° with high ultimate strength.
“…Ghazijahani et al [14] investigated STC wrapped with carbon fiber and conducted axial compression tests, comparing them with pure steel columns, STC composite columns, and CFRP-wrapped steel columns. Karampour et al [15] conducted axial compression tests on timber-filled steel tube columns (TFST), establishing the slender column curve and defining the classification boundary between short columns and slender columns. Hu et al [16] studied the axial compression mechanical properties of H-section steel-wood composite columns and provided a formula for the load-bearing capacity of composite columns.…”
Steel-timber composite structures are a novel hybrid structural system that combines the advantages of both steel and wood structures, holding great promise for various applications. In this paper, the seismic behaviors of steel- timber composite columns are investigated based on finite element analysis. The reliability of the finite element model is validated by quasi-static test results. Numerical analysis results indicate that the proposed steel- timber composite systems is with high ultimate bearing capacity, full hysteresis loops, and strong displacement ductility, demonstrating excellent seismic performance. The axial compression ratio, steel tube thickness, and flexural point height significantly influence the seismic resistance of the structure.
“…Composite members are increasingly being used in the building industry [1][2][3][4]. Many studies have examined the compressive behaviour of composite columns with infilled timber, and the deformations, as well as the failure modes of such composites, have been assessed [2,5]. However, previous studies focused on coniferous species, such as P. radiata and Douglas fir [1,2,5].…”
Section: Introductionmentioning
confidence: 99%
“…Many studies have examined the compressive behaviour of composite columns with infilled timber, and the deformations, as well as the failure modes of such composites, have been assessed [2,5]. However, previous studies focused on coniferous species, such as P. radiata and Douglas fir [1,2,5]. Currently, there is a serious shortage of timber from softwood plantation resources due to the increasing demand for timber resources used in structural applications [6].…”
Eucalyptus nitens (E. nitens) has been much used for producing paper but also shows promise for structural applications. In this study, static compressive tests were undertaken to examine its suitability to be used in an innovative composite column. The composite column was comprised of a rectangular steel tube with E. nitens timber infill. The nonlinear compressive behaviour of the composite column filled with E. nitens wood for both dry and wet conditions was examined. The same tests on rectangular steel tubes and bare dry and wet E. nitens samples were also undertaken as a comparison. For samples with different conditions, the ultimate capacity was evaluated and the effect of each condition on the compressive behaviour of the composite column was clarified. The steel tubes showed greater ductile behaviour, and more ductility was found in the wet samples. The steel tubes with E. nitens timber infill samples exhibited a greater linear elastic range connected with higher maximum loads, while the bare timber samples could support only lower maximum loads. The results from this research were promising for the use of rectangular steel tubes with E. nitens timber infill in structural applications.
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