Research progress on FRP confined recycled aggregate concrete components
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摘要: 推广使用再生混凝土是实现建筑固废资源化再利用和生态环境可持续发展的重要途径，纤维增强复合材料(FRP)约束再生混凝土是改善和提升其力学性能的有效方法。国内外研究人员对不同再生骨料取代率、FRP种类、侧向约束刚度(FRP层数)、FRP全包裹/条带式包裹等设计参数下FRP约束再生混凝土材料抗压强度、应力-应变曲线及构件的力学性能和抗震性能指标的变化规律进行了试验研究和理论分析，比较了FRP约束普通混凝土极限强度和极限应变模型对FRP约束再生混凝土试件试验结果的适用性。本文分析了FRP约束再生混凝土材料和构件相关性能的研究现状及存在的不足，归纳了需要进一步研究的问题，以期为后续FRP约束再生混凝土结构力学性能研究和工程应用提供参考。Abstract: Promoting the use of recycled aggregate concrete is an important way to recycle the building solid waste and promote the sustainable development of ecological environment. Fiber reinforced polymer (FRP) is an effective way to improve the mechanical properties of recycled concrete. Domestic and overseas researchers have carried out experimental research on and theoretical analysis of the characteristic of compressive strength, stress-strain curve, mechanical properties and seismic performance of the FRP wrapped recycled concrete materials and structural member with the different design parameters, such as the replacement rate of recycled aggregate, FRP type, lateral confinement stiffness (number of FRP layers), FRP fully wrapped or strip wrapped, etc. The applicability of the ultimate strength and ultimate strain model of FRP confined ordinary concrete to the test results of FRP confined recycled concrete is also compared. This paper analyzes the research status and shortcomings of FRP confined recycled concrete materials and components, and summarizes the problems that need to be further researched, so as to provide references for the subsequent research and engineering application of FRP confined recycled concrete structures.
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图 3 FRP约束RAC极限强度与再生骨料取代率关系
Figure 3. Relation between the ultimate strength of RAC constrained by FRP and the replacement rate of recycled aggregate
图 4 FRP约束RAC极限强度与FRP层数关系
Figure 4. Relation between the ultimate strength of RAC constrained by FRP and the number of FRP layers
图 6 FRP约束RAC柱极限荷载与再生骨料取代率关系
Figure 6. Relation between ultimate load of FRP-constrained RAC column and the replacement rate of recycled aggregate
表 1 适用于表征FRP约束RAC应力-应变关系的常用模型
Table 1. Common models suitable for characterizing the stress-strain relationship of FRP confined RAC
Number Model Model expression Model important parameter 1 Jiang and Teng (2007) model[10] $ \dfrac{{{\sigma _{\text{c}}}}}{{f_{{\mathrm{cc}}}^{\prime * }}}{\text{ = }}\dfrac{{\left( {{{{\varepsilon _{\mathrm{c}}}}/{\varepsilon _{{\mathrm{cc}}}^ * }}} \right)r}}{{r - 1 + {{\left( {{{{\varepsilon _{\mathrm{c}}}} / {\varepsilon _{{\mathrm{cc}}}^ * }}} \right)}^r}}} $ $ r\text{ = }\dfrac{E_{\mathrm{c}}}{E_{\mathrm{c}}-f_{\mathrm{cc}}^{'*}/\varepsilon_{\mathrm{cc}}^*} $ 2 Xiao (2012) model[15] $ \sigma_{\mathrm{c}}=\frac{E_{\mathrm{c}} \varepsilon_{\mathrm{c}}}{1+\varepsilon_{\mathrm{c}}\left(E_{\mathrm{c}} / f_{\mathrm{cc}}-1 / \varepsilon_{\mathrm{cc}}\right)} $ $ {f_{{\mathrm{cc}}}} $，$ {\varepsilon _{{\mathrm{cc}}}} $ 3 Teng (2009) model[17] $\sigma_{\mathrm{c}}=\left\{\begin{array}{ccc}E_{\mathrm{c}} \varepsilon_{\mathrm{c}}-\dfrac{\left(E_{\mathrm{c}}-E_2\right)^2}{4 f_{\mathrm{co}}^{\prime}}, & & 0 \leqslant \varepsilon_{\mathrm{c}} \leqslant \varepsilon_{\mathrm{t}} \\f_{\mathrm{co}}^{\prime}+E_2 \varepsilon_{\mathrm{c}}, & \rho_{\mathrm{K}} \geqslant 0.01, & \varepsilon_{\mathrm{t}} \leqslant \varepsilon_{\mathrm{c}} \leqslant \varepsilon_{\mathrm{cu}} \\f_{\mathrm{co}}^{\prime}-\dfrac{f_{\mathrm{co}}^{\prime}-f_{\mathrm{cu}}^{\prime}}{\varepsilon_{\mathrm{cu}}-\varepsilon_{\mathrm{co}}}\left(\varepsilon_{\mathrm{c}}-\varepsilon_{\mathrm{co}}\right), & \rho_{\mathrm{K}}<0.01, & \varepsilon_{\mathrm{t}} \leqslant \varepsilon_{\mathrm{c}} \leqslant \varepsilon_{\mathrm{cu}}\end{array}\right. $ $ f_{\mathrm{cu}}' $，$ \varepsilon_{\mathrm{cu}} $，$ \rho_{\mathrm{K}} $ 4 Zhou and Wu (2012) model[20] $ \sigma\text{ = }\left[\left(E_1\varepsilon_n-f_0\right)\mathrm{e}^{-\varepsilon/\varepsilon_n}+f_0+E_2\varepsilon\right]\left(1-\mathrm{e}^{-\varepsilon/\varepsilon_n}\right) $ $ {f_0} $，$ {\varepsilon _n} $，$ {E_1} $， $ {E_2} $ 5 Gu (2016) model[26] $ \sigma\text{ = }\dfrac{\left(E\mathrm{_c}-E_2\right)\varepsilon}{\left[1+\left(\left(E_{\mathrm{c}}-E_2\right)\varepsilon/f_0\right)^n\right]^{1\mathord{\left/\vphantom{1n}\right.}n}}+E_2\varepsilon $ $ {E_2} $，$ {f_0} $ Notes: Literature [10]: ${\sigma _{\mathrm{c}}}$—Axial stress of concrete; $ f_{\mathrm{cc}}^{'*} $—Peak axial of concrete under a specific constant confining pressure; ${\varepsilon _{\mathrm{c}}}$—Axial strain; $\varepsilon _{{\mathrm{cc}}}^*$—Corresponding axial strain of concrete under a specific constant confining pressure stress; $r$—Brittleness of concrete; ${E_{\mathrm{c}}}$—Elastic modulus of concrete. Literature [15]: ${\sigma _{\mathrm{c}}}$—Axial stress of concrete; ${E_{\mathrm{c}}}$—Tested elastic modulus of RAC; ${\varepsilon _{\mathrm{c}}}$—Calculated peak strain of RAC; ${f_{{\mathrm{cc}}}}$—Compressive strength of the confined concrete; ${\varepsilon _{{\mathrm{cc}}}}$—Strain corresponding to${f_{{\mathrm{cc}}}}$. Literature [17]: ${\sigma _{\mathrm{c}}}$—Axial stress; ${E_{\mathrm{c}}}$—Elastic modulus of unconfined concrete; ${\varepsilon _{\mathrm{c}}}$—Axial strain; ${E_2}$—Slope of the linear second portion; $f_{{\mathrm{co}}}^{\prime}$—Compressive strength of unconfined concrete; $ \varepsilon\mathrm{_t} $—Parabolic first portion meets the linear second portion with a smooth transition; $ \rho\mathrm{_K} $—Confinement stiffness ratio; $ \varepsilon_{\mathrm{cu}} $—Ultimate axial strain; $f_{{\mathrm{cu}}}^{\prime}$—Ultimate axial strength; ${\varepsilon _{{\mathrm{co}}}}$—Corresponding axial strain. Literature [20]: $\sigma $—Stress; ${E_1}$—Initial elastic modulus; $ \varepsilon\mathit{\mathit{_{{n}}\mathit{ }}} $= n$ \varepsilon_{\mathrm{0}} $; $ \varepsilon_{\mathrm{0}} $= ${f_0}/{E_1}$; n—A curve shape parameter that mainly controls the curvature in the transition zone; ${f_0}$—Vertical coordinate of the intersection between the asymptotic line and the y axis; $\varepsilon $—Strain ; ${E_2}$—Slope of the asymptotic line. Literature [26]: $\sigma $—Stress; ${E_{\mathrm{c}}}$—Elastic modulus; ${E_2}$—Elastic modulus of second slopes; $\varepsilon $—Strain; ${f_0}$—Reference plastic stress at the intercept of the second slope with the stress axis; $n$—A curve shaped parameter that mainly controls the curvature in the transition zone. 
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