“…This numerical model first obtains the curvature distribution along the column height. Then, using the conjugate beam method (Lee, 1958; Tan et al, 2022; Williams, 2008), the lateral deformation of the column can be determined. It is worth noting that the previous researchers (Abdelazim et al, 2020; Hadhood et al, 2018; Khorramian et al, 2022; Tikka and Mirza, 2005) typically obtained the curvature distribution along the column height from the cross-section moment-curvature curve for the given axial load level.…”
Section: Numerical Simulation and Verificationmentioning
confidence: 99%
“…Then, force and moment equilibriums are established to obtain the curvature of each segment. Finally, the lateral deformation of the column can be calculated by the conjugate beam method (Lee, 1958; Tan et al, 2022; Williams, 2008), based on the curvature of each segment.Figure 2.Numerical model of the R-UHPC column.…”
Section: Numerical Simulation and Verificationmentioning
confidence: 99%
“…After determining the distribution of curvature along the column height, a conjugate beam method is employed to obtain the load-deflection relationship of R-UHPC columns (Lee, 1958; Tan et al, 2022; Williams, 2008). Figure 4 shows the conjugate beam corresponding to the real R-UHPC column.…”
Section: Numerical Simulation and Verificationmentioning
The use of ultra-high-performance concrete (UHPC) allows for much smaller cross-sections compared to conventional reinforced concrete columns, which may make reinforced UHPC (R-UHPC) columns more susceptible to slenderness effects. Currently, there is no guideline in design standards for the slenderness limit of R-UHPC columns. This paper, therefore, attempts to develop a design provision for determining the slenderness limit of R-UHPC columns. Firstly, a numerical analytical model was proposed for predicting the load-deflection of R-UHPC columns under eccentric loading, which was validated by comparing its predictions with available experimental results from the available literature. Based on the validated model, a parametric study was then conducted to determine the key parameters affecting the slenderness limit of R-UHPC columns. It was found that the slenderness limit corresponding to the 5% strength reduction was sensitive to the ultimate compressive strain of UHPC, the tensile strength of UHPC, and the reinforcement ratio. On this basis, a design equation for the slenderness limit of R-UHPC columns in single curvature was statistically derived. Additionally, the slenderness limit for R-UHPC columns in non-sway frames was also proposed in a convenient form for design procedures.
“…This numerical model first obtains the curvature distribution along the column height. Then, using the conjugate beam method (Lee, 1958; Tan et al, 2022; Williams, 2008), the lateral deformation of the column can be determined. It is worth noting that the previous researchers (Abdelazim et al, 2020; Hadhood et al, 2018; Khorramian et al, 2022; Tikka and Mirza, 2005) typically obtained the curvature distribution along the column height from the cross-section moment-curvature curve for the given axial load level.…”
Section: Numerical Simulation and Verificationmentioning
confidence: 99%
“…Then, force and moment equilibriums are established to obtain the curvature of each segment. Finally, the lateral deformation of the column can be calculated by the conjugate beam method (Lee, 1958; Tan et al, 2022; Williams, 2008), based on the curvature of each segment.Figure 2.Numerical model of the R-UHPC column.…”
Section: Numerical Simulation and Verificationmentioning
confidence: 99%
“…After determining the distribution of curvature along the column height, a conjugate beam method is employed to obtain the load-deflection relationship of R-UHPC columns (Lee, 1958; Tan et al, 2022; Williams, 2008). Figure 4 shows the conjugate beam corresponding to the real R-UHPC column.…”
Section: Numerical Simulation and Verificationmentioning
The use of ultra-high-performance concrete (UHPC) allows for much smaller cross-sections compared to conventional reinforced concrete columns, which may make reinforced UHPC (R-UHPC) columns more susceptible to slenderness effects. Currently, there is no guideline in design standards for the slenderness limit of R-UHPC columns. This paper, therefore, attempts to develop a design provision for determining the slenderness limit of R-UHPC columns. Firstly, a numerical analytical model was proposed for predicting the load-deflection of R-UHPC columns under eccentric loading, which was validated by comparing its predictions with available experimental results from the available literature. Based on the validated model, a parametric study was then conducted to determine the key parameters affecting the slenderness limit of R-UHPC columns. It was found that the slenderness limit corresponding to the 5% strength reduction was sensitive to the ultimate compressive strain of UHPC, the tensile strength of UHPC, and the reinforcement ratio. On this basis, a design equation for the slenderness limit of R-UHPC columns in single curvature was statistically derived. Additionally, the slenderness limit for R-UHPC columns in non-sway frames was also proposed in a convenient form for design procedures.
“…In Equation ( 7 In Equation (7), there is a linear correlation between FRP reinforcement ratio and shear capacity. At the same time, Equation (7) sets the upper limit value of shear capacity, which solves the problem that the calculated value of shear capacity is too large due to the large FRP reinforcement ratio.…”
Section: Parameter Conversion Principle In Databasementioning
confidence: 99%
“…With the advantages of light weight, high strength and corrosion resistance, Fiber Reinforced Polymer (FRP) bars can fundamentally solve the durability problem of concrete structures caused by the corrosion of steel bars [4][5][6]. Therefore, using FRP bars instead of steel bars as reinforcing bars in concrete structures has a wide application prospect in practical engineering [7][8][9]. At present, the research on the flexural behavior of FRP reinforced concrete beams has been relatively mature, but the research on its shear performance is quite limited [10][11][12].…”
The existing calculation methods of shear capacity of FRP reinforced concrete beams without web reinforcement are inconsistent in considering the factors of shear capacity, and there are different degrees of conservative calculation. Based on the experimental data of shear capacity in published literatures at home and abroad, a database with a sample size of 461 was established in this paper. The effects of six factors, such as the compressive strength of concrete, the width of the beam, the effective depth of the beam, the shear span to depth ratio, the reinforcement ratio of FRP bars and the elastic modulus of FRP bar, on shear capacity were analyzed comprehensively, and the prediction effect of each calculation method was evaluated. The results showed that the influence of each calculation method on the size effect and shear span to depth ratio was not consistent, and there were different degrees of conservative calculation, there was a good correlation between the factors and the shear capacity; among the design provisions recommended by different countries, the CSA/CAN-S806-2012 has a more accurate prediction effect, and the ACI440.1R-2015 has the most conservative prediction effect; among the calculation models provided by scholars, the prediction effect of Ahmed-2021 is more accurate, and that of Alam-2013 is the most conservative. The research results provided the certain referential value for developing the calculation method of shear capacity of FRP reinforced concrete beams without web reinforcement.
As unlimited resources, seawater and sea sand (SS) could be used as alternatives for fresh water and river sand in concrete constructions in areas with limited resources, such as mega‐cities and islands. To further improve the material efficiency, SS have been used to fabricate the ultra‐high‐performance seawater‐sea‐sand concrete (UHPSSC) in the literature. This work proposes a new type of UHPSSC, which incorporates basalt fibers to enhance the tensile property and coarse aggregate (CA) to improve the modulus. To investigate the contributing factors to the mechanical performance, 12 mixes of different fiber lengths, fiber volumes, and CA contents were designed and tested under compression and flexure. To verify the validity of the proposed UHPSSC in structural elements, six beam specimens reinforced with basalt‐fiber‐reinforced polymer (BFRP) bars were designed and tested. The influence of the tensile properties of the proposed UHPSSC and BFRP flexural reinforcement designs was analyzed. This research shows that with a proper mix design, the proposed UHPSSC has a maximum compressive strength of 140 MPa, exceeding the benchmark strength of 120 MPa for ultra‐high‐performance concrete. With different mix designs, the compressive strength of the proposed UHPSSC varies from 101.5 to 140.5 MPa and the flexural strength varies from 10.8 to 15.4 MPa at 28 days. At different curing ages, the basalt fiber length and volume have more significant impacts on the flexural strength but have limited impact on the compressive strength. Although an optimal CA content of 400 kg/m3 was found for the compressive strength and the CA content could amplify the influences of the fiber length and volume on the flexural strength. With the flexural reinforcement ratio varying from 0.58% to 1.29%, the UHPSSC beam specimens failed with expected flexural failure and the ultimate capacities varying from 118 to 183 kN, showing a predictable manner. Improving the tensile strength of the proposed UHPSSC could effectively enhance the cracking load and expand the stiffness degradation phase.
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