MODELLING OF INTERFACIAL DEBONDING MECHANISM BETWEEN GFRP BARS AND SEA SAND CONCRETE AFTER HIGH TEMPERATURE
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摘要: 海砂的应用有利于缓解建筑用河砂的短缺现状，在海砂混凝土结构中以玻璃纤维增强复合材料(GFRP)筋替代钢筋可解决钢筋锈蚀引起的结构耐久性问题。目前，高温后GFRP筋-海砂混凝土的界面黏结失效规律尚不明确，对其界面力学行为的研究可促进GFRP筋-海砂混凝土结构的推广应用。该文提出了一种新型黏结滑移本构模型(指数-双曲线模型)，并对高温后GFRP筋与海砂混凝土的界面力学行为进行了研究。基于ABAQUS平台，通过经验公式考虑了高温对各相材料力学性能的影响，采用内聚力损伤模型和混凝土塑性损伤模型，实现了高温后GFRP筋与海砂混凝土界面黏结失效模拟，并通过拔出试验验证了模拟的准确性。结果表明：有限元模拟结果与试验结果吻合较好；高温后海砂混凝土损伤主要集中于界面黏结段靠近加载端部分，且随着温度的升高，混凝土所受应力逐渐减小；高温后海砂混凝土和普通混凝土与GFRP筋的界面黏结性基本相当；高温后界面极限黏结强度损失率略大于筋材强度损失率，且界面极限黏结强度损失率随着混凝土强度等级的提高而增大。Abstract: The replacement of river sand with sea one can solve its shortage for construction, and the combination of glass fiber-reinforced polymer (GFRP) bars with sea sand concrete (SSC) can avoid the problem of structural durability caused by reinforcement corrosion. The interface debonding mechanism of the interfaces between GFRP bar and SSC after high temperature is still unclear. The studies on FRP-SSC bond behavior contribute to their development. A new analytical bond-slip model, named as exponential-hyperbolic model, is proposed to describe the interface behavior between GFRP bars and SSC after high temperature. Considering the high-temperature effect parameters determined by the empirical formula, this study develops a finite element model with the cohesive zone model (CZM) and concrete damaged plasticity (CDP) model to simulate the GFRP-SSC interface behavior after high temperature based on ABAQUS. The numerical results are verified by comparing them with the pull-out test data. Results show that the simulated results agree well with the experimental observations, the damage of SSC is mainly concentrated near the loading end of the interfacial bonding section after elevated temperature, the stress decline with increasing temperature, the interface bond behavior of GFRP-SSC is similar to that of GFRP-river sand concrete, the ultimate bond strength loss rate (LR) is slightly greater than the tensile strength LR of the GFRP bar, and the LR increases with improving concrete strength grade.
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Key words:
- after high temperature /
- SSC /
- exponential-hyperbolic model /
- CZM /
- CDP model
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图 3 不同工况下界面剪应力分布
Figure 3. Interfacial shear stress distribution under different working conditions
图 4 三种荷载水平下的界面剪应力分布
Figure 4. Interfacial shear stress distribution under different loading conditions
图 6 黏结段靠近加载端附近的混凝土应力分布
Figure 6. The SSC stress field near the loading end of the interfacial bonding section
图 10 混凝土强度对高温后极限黏结强度损失率的影响
Figure 10. Effect of SSC strengths level on ultimate bond strength LR after high temperature
表 1 数值模拟材料参数
Table 1. Numerical simulation of material parameters
材料 参数 工况 常温下 高温200 ℃ 高温300 ℃ 海砂
混凝土fc/MPa 24.4 21.8 17.2 E/GPa 27.8 17.0 13.9 μ 0.2 0.2 0.2 GFRP筋 E1=E2/GPa 16.6 16.1 14.5 E3/GPa 22.2 21.0 17.5 μ12 0.3 0.3 0.3 μ13=μ23 0.2 0.2 0.2 G12=G13=G23 6.4 6.2 5.6 界面层 τu/MPa 9.3 7.5 6.1 su/mm 2.1 1.72 1.2 注：1、2、3分别代表材料的横向、切向和纵向；fc为抗压强度；E为弹性模量；μ为泊松比；G为剪切模量；τu为极限黏结强度；su为极限滑移量。 
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表 3 GFRP筋参数及力学性能
Table 3. Parameters and mechanical properties of GFRP
直径/mm 表面 肋距/mm 肋高/mm 弹性模量/GPa 抗拉强度/MPa 12 深肋 10.60 1.05 22.15 853.61
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表 4 各工况荷载水平
Table 4. Load level of each condition
工况 荷载P/kN 45%P/kN 56%P/kN 94%P/kN 常温 21.08 9.49 11.80 19.81 200 ℃ 17.01 7.65 9.53 15.99 300 ℃ 13.87 6.24 7.77 13.04
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