FRP配筋海水珊瑚骨料混凝土材料及构件力学性能研究进展

李小伟; 曹旗

doi:10.13801/j.cnki.fhclxb.20210902.004

FRP配筋海水珊瑚骨料混凝土材料及构件力学性能研究进展

doi: 10.13801/j.cnki.fhclxb.20210902.004

李小伟,
曹旗^,

大连理工大学　建设工程学部　土木工程学院，大连 116000

基金项目: 中央高校基本科研业务费科研专题项目(DUT20JC02)；大连市高层次人才创新计划项目(2019RD05)

详细信息

通讯作者:
曹旗，博士，副教授，研究方向为纤维复材增强和加固混凝土结构、高性能混凝土材料和结构　E-mail：qcao@dlut.edu.cn

中图分类号: TU599
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- 被引次数: 0
出版历程
- 收稿日期: 2021-06-25
- 修回日期: 2021-08-24
- 录用日期: 2021-08-24
- 网络出版日期: 2021-09-02
- 刊出日期: 2021-03-01

Research progress on mechanical properties of FRP reinforced seawater coral aggregate concrete materials and structural components

LI Xiaowei,
CAO Qi^,

School of Civil Engineering, Faculty of Infrastructure Engineering, Dalian University of Technology, Dalian 116000, China

摘要

摘要: 为解决钢筋锈蚀和资源短缺问题，具有轻质高强、耐腐蚀特点的纤维增强聚合物(FRP)筋以及与普通骨料力学性能相近的珊瑚骨料成为近年来人们研究的新材料。本文从FRP与珊瑚骨料的材料特性及珊瑚骨料混凝土力学性能、FRP筋与珊瑚骨料混凝土黏结性能以及耐久性、FRP筋海水珊瑚骨料混凝土梁、柱构件的受力性能三个方面，对国内外相关研究进行对比分析，归纳出现有研究成果，认为FRP筋与珊瑚骨料混凝土有较好的协调工作性，并且可以有效增强珊瑚骨料混凝土结构的性能。此外总结出目前FRP筋、珊瑚骨料等材料的局限性以及FRP珊瑚骨料混凝土构件使用性能、耐久性能和设计方法研究还存在的不足，为FRP筋海水珊瑚骨料混凝土这种新型结构的继续研究提供参考。
- 珊瑚骨料 /
- FRP筋 /
- 黏结性能 /
- 本构模型 /
- 力学性能
Abstract: In order to solve the problems of steel bar corrosion and resource shortage, fiber reinforced polymer (FRP) bars with light weight, high strength and corrosion resistance and coral aggregate with similar mechanical properties as common aggregate have become new materials studied by researchers in recent years. In this paper, from the following three aspects: the material characteristics of FRP and coral aggregate as well as mechanical properties of coral aggregate made concrete, the bonding performance and durability between FRP bars and coral aggregate concrete, and the mechanical properties of FRP bars reinforced coral aggregate concrete beams and columns, the relevant research results are summarized. It is considered that FRP bars and coral aggregate concrete have better compatibility and can effectively enhance the performance of coral aggregate concrete structures. In addition, the limitations of FRP bars, coral aggregate and other materials, as well as the shortcomings of the research on the service performance, durability and design method of FRP reinforced coral aggregate concrete members are summarized, which can provide reference for the further research on this new structure.
- coral aggregate /
- FRP bars /
- bonding properties /
- constitutive model /
- mechanical properties

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图 1 珊瑚骨料宏观形态^[12]

Figure 1. Macromorphology of coral aggregate^[12]

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图 2 珊瑚骨料微观形态^[15]

Figure 2. Microscopic morphology of coral aggregate^[15]

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图 3 修正模型下GFRP筋剩余强度衰减拟合曲线^[26]

Figure 3. Fitting curve of residual strength degradation of GFRP bars based on the modified model^[26]

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图 4 珊瑚混凝土(SC40)与普通混凝土(C40)应力-应变曲线比较^[51]

Figure 4. Comparison of stress-strain curves between coral concrete (SC40) and ordinary concrete (C40) ^[51]

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图 5 GFRP筋珊瑚骨料混凝土拉拔试件拔出破坏形态^[54]

Figure 5. Failure mode of GFRP reinforced coral aggregate concrete pull-out specimen ^[54]

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图 6 GFRP筋珊瑚骨料混凝土拉拔试件劈裂破坏形态^[54]

Figure 6. Splitting failure mode of GFRP reinforced coral aggregate concrete drawing specimen ^[54]

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图 7 不同根数GFRP筋增强珊瑚骨料混凝土荷载-挠度曲线^[73]

Figure 7. Load-deflection curves of coral aggregate concrete reinforced with different number of GFRP bars ^[73]

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表 1 纤维增强聚合物(FRP)筋基本力学性能

Table 1. Basic mechanical properties of fiber reinforced polymer (FRP) bars

Type of FRP	Density/(g·cm^-3)	Tensile strength/MPa	Elasticity modulus/GPa	Ultimate elongation/%
AFRP	1.25-1.40	1720-2540	41-125	1.9-4.4
BFRP	1.5-2.0	800-1800	45-55	1.5-2.0
CFRP	1.50-1.60	1500-2500	120-160	0.5-1.7
GFRP	1.25-2.10	483-1600	35-51	1.2-3.1
Notes: AFRP—Aramid fiber reinforced polymer; BFRP—Basalt fiber reinforced polymer; CFRP—Carbon fiber reinforced polymer; GFRP—Glass fiber reinforced polymer.

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表 2 FRP筋混凝土常用的黏结–滑移本构模型

Table 2. Bond-slip constitutive models of FRP reinforced concrete

Bond-slip constitutive model	Bond-slip constitutive expression
BPE model	$ \dfrac{\tau }{{\tau }_{1}} $=$\left(\dfrac{s}{ { {s_1} } }\right)^{a}$ (s$ \leqslant {s}_{1} $)；$ \tau ={\tau }_{1} $($ {s}_{1} < s\leqslant {s}_{2} $)；$ \tau ={\tau }_{1} $−$\dfrac{ {\tau }_{1}-{\tau }_{3} }{ {s}_{2}-{s}_{3} }$(${s}_{2}-s$)($ {s}_{2} < s\leqslant {s}_{3} $)
Improved BPE model	$ \dfrac{\tau }{{\tau }_{1}} $=$\left(\dfrac{s}{ { {s_1} } }\right)^{a}$ (s$ \leqslant {s}_{1} $)；$ \dfrac{\tau }{{\tau }_{1}}=1-p\left(\dfrac{s}{{s}_{1}}-1\right) $ ($ {s}_{1} < s\leqslant {s}_{2} $)；$ \tau ={\tau }_{3} $($ s > {s}_{2} $)
CMR model	$ \dfrac{\tau }{{\tau }_{\mathrm{m}}} $=$ {(1-{\mathrm{e}}^{\tfrac{s}{{s}_{\rm{r}}}})}^{\beta } $
Malver model	$ \dfrac{\tau }{{\tau }_{\rm{m}}} $=$\dfrac{F\left(\dfrac{s}{ {s}_{\mathrm{m} } }\right)+(G-1){\left(\dfrac{s}{ { {s_{\rm{m} } } } }\right)}^{2} }{1+\left(F-2\right)\left(\dfrac{s}{ { {s_{\rm{m}}} } }\right)+G\left(\dfrac{s}{ { {s_{\rm{m} } } } }\right)^{2} }$；$ \dfrac{\tau }{{f}_{1}} $=A+B(1−$ {\mathrm{e}}^{-\tfrac{{c}_{\sigma }}{{f}_{\rm{t}}}} $)；${s}_{\mathrm{m} }$=D+E$ \sigma $
Continuous curve model	$ \dfrac{\tau }{{\tau }_{1}} $=2$\sqrt{\dfrac{s}{ {s}_{0} } }-\dfrac{s}{ {s}_{0} }$ ($ 0 < s\leqslant {s}_{0} $)； $\tau ={\tau }_{0}\dfrac{ {\left({s}_{\mathrm{u} }-s\right)}^{2}(2s+{s}_{\mathrm{u} }-3{s}_{0})}{ {({s}_{\mathrm{u} }-{s}_{0})}^{3} }$ + ${\tau }_{\mathrm{u} }\dfrac{ {\left(s-{s}_{0}\right)}^{2}(3{s}_{\mathrm{u} }-2s-{s}_{0})}{ {({s}_{\mathrm{u} }-{s}_{0})}^{3} }$ ($ {s}_{0} < s\leqslant {s}_{\mathrm{u}} $)
Notes: $ {s}_{1} $, $ {s}_{2} $, $ {s}_{3} $, p, $ {s}_{\rm{r}} $, β—Parameters determined by experiments; $ {\tau }_{1} $，$ {\tau }_{\mathrm{m}} $—Peak bond strength; $ {s}_{1} $，$ {s}_{\mathrm{m}} $—Slip value corresponding to peak bond strength; α—Constant not greater than 1; σ—Axisymmetric confined radial pressure; $ {f}_{\mathrm{t}} $—Compressive strength of concrete; A, B, C, D, E, F, G—Constants determined by fitting the type of reinforcement according to the test data.

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