Bond durability between GFRP rebars and fiber reinforced self-compacting concrete under coupled chloride salt and freeze-thaw cycles
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摘要: 为了研究不同纤维对玻璃纤维增强聚合物(Glass Fiber Reinforced Polymer, GFRP)筋与混凝土在氯盐-冻融耦合作用下粘结性能的影响，对90个中心拉拔试件进行测试，主要变化参数为冻融循环次数、纤维种类和纤维掺量。试验结果表明：在氯盐-冻融循环作用下，聚丙烯短纤维(PPFA)的掺入可以改善混凝土的抗冻性能，降低钢纤维混凝土与GFRP筋之间粘结强度的损失率。单掺聚丙烯长纤维(PPFB)和钢纤维(SF)均对氯盐-冻融循环作用后GFRP筋与混凝土之间的粘结强度有较大提升。混掺40 kg/m3的SF和2 kg/m3的PPFB后对混凝土力学性能的提升效果最为显著。与未掺纤维的混凝土试件相比，混掺纤维使氯盐-冻融循环作用后混凝土与GFRP筋之间的粘结强度提高了39.4%。基于本文试验结果，考虑氯盐-冻融循环作用的影响，拟合得出粘结-滑移曲线上升段的模型参数，预测结果与试验结果吻合较好。Abstract: To investigate the influence of various fibers on the bond performance between Glass Fiber Reinforced Polymer (GFRP) bars and concrete under the combined effects of chloride salt and freeze-thaw cycles, pull-out tests were conducted on 90 specimens. The main variables were the number of freeze-thaw cycles, fiber types, and fiber content. The results demonstrate that the addition of polypropylene short fibers (PPFA) enhances the frost resistance of concrete and mitigated bond strength degradation between steel fiber-reinforced concrete and GFRP bars under chloride salt-freeze-thaw conditions. When added individually, both polypropylene long fibers (PPFB) and steel fibers (SF) significantly improve the bond strength between GFRP bars and concrete after exposure to chloride salt-freeze-thaw cycles. The combination of 40 kg/m3 SF and 2 kg/m3 PPFB results in the most notable improvements in the mechanical properties of concrete. Compared to specimens without fibers, the inclusion of fibers increases the bond strength between concrete and GFRP bars by 39.4% after exposure to chloride salt and freeze-thaw cycles. Based on the experimental results in the present study, the ascending branch is established accounting for the effects of chloride salt and freeze-thaw cycles, and the predicted model corresponds well with the testing curve.
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Key words:
- Chlorine salts /
- freeze-thaw cycle /
- GFRP rebars /
- hybrid fiber /
- bond strength /
- bond-slip curve
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图 4 环境模拟箱与箱内试件摆放
Figure 4. Environmental simulation chamber and placed specimens in the chamber
图 6 冻融循环作用前后纤维自密实混凝土的劈裂抗拉强度与抗压强度
Figure 6. Splitting tensile strength and compressive strength of fiber self-compacting concrete before and after the freeze-thaw cycles
图 7 GFRP筋从纤维自密实混凝土拔出破坏形态
Figure 7. Pull-out failure pattern of GFRP bars from fiber self-compacting concrete
图 8 GFRP筋从纤维自密实混凝土拔出破坏位置
Figure 8. Damage location of GFRP bars pulled-out from fiber self-compacting concrete
图 9 钢筋和GFRP筋与纤维自密实混凝土的粘结-滑移曲线的对比
Figure 9. Comparison of bond stress-slip curves between steel bars, GFRP bars and fiber self-compacting concrete
图 10 GFRP筋在不同纤维自密实凝土基体的粘结-滑移曲线
Figure 10. Bond stress-slip curve of GFRP reinforcement in different fiber self-compacting concrete matrix
图 11 GFRP筋与混掺纤维自密实混凝土基体粘结-滑移曲线
Figure 11. Bond stress-slip curve of GFRP reinforcement and hybrid fiber self-compacting concrete matrix
图 12 冻融循环作用前后GFRP筋与不同纤维自密实混凝土基体的粘结-滑移曲线
Figure 12. Bond stress-slip curves of GFRP bars and different fiber self-compacting concrete matrix before and after freeze-thaw cycles
图 13 试验曲线与mBPE模型和CMR模型拟合
Figure 13. Experimental curve fitting with mBPE model and CMR model
表 1 纤维物理性能参数
Table 1. Properties of fibers
Fiber type Length/
mmDiameter/
mmAspect
ratioDensity/
(g·cm−3)Tensile
strength/MPaSF 35 0.55 65 7.85 > 1150 PPFA 6 0.03 200 0.91 ≥450 PPFB 30 0.375 80 0.93 ≥490 
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表 2 混凝土配合比(kg/m3)
Table 2. Mix proportion of concrete (kg/m3)
Specimen ID Cement Fly ash Water Fine aggregate Coarse aggregate Superplasticizer SF PPFA PPFB NC 399 171 195 742 724 5.7 0 0 0 PPFA1 399 171 195 742 724 9.35 0 1 0 PPFB2 399 171 195 742 724 5.0 0 0 2 PPFB4 399 171 195 742 724 5.7 0 0 4 SF20 399 171 195 742 724 5.9 20 0 0 SF40 399 171 195 742 724 6.5 40 0 0 SF50 399 171 195 742 724 7.4 50 0 0 SF20 PPFA1 399 171 195 742 724 13.0 20 1 0 SF20 PPFB2 399 171 195 742 724 5.68 20 0 2 SF40 PPFA1 399 171 195 742 724 14.25 40 1 0 SF40 PPFB2 399 171 195 742 724 6.2 40 0 2 Notes: NC denotes control group; PPF denotes polypropylene fiber; PPFA1 denotes polypropylene staple fiber blended with 1 kg/m3; PPFB2 denotes polypropylene long fiber blended with 2 kg/m3; SF denotes steel fiber; SF40 denotes steel fiber blended with 40 kg/m3; SF40 PPFA1 denotes a blend of 40 kg/m3 steel fiber and 1 kg/m3 polypropylene staple fiber. SF40 PPFA1 means mixed with 40 kg/m3 of steel fiber and 1 kg/m3 of polypropylene staple fiber, and other symbols are similar.
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表 3 拉拔试件列表
Table 3. Details of pull-out specimens
Matrix type Reinforcement type Diameter/mm Embedment length/mm Freeze-thaw cycles Specimen ID NC Rebar 12 5 d 0 NC-S-D12-0 NC Rebar 12 5 d 50 NC-S-D12-50 NC Rebar 12 5 d 100 NC-S-D12-100 NC GFRP 12 5 d 0 NC-F-D12-0 NC GFRP 12 5 d 50 NC-F-D12-50 NC GFRP 12 5 d 100 NC-F-D12-100 PPFA1 GFRP 12 5 d 50 PPFA1-F-D12-50 PPFA1 GFRP 12 5 d 100 PPFA1-F-D12-100 PPFB2 GFRP 12 5 d 0 PPFB2-F-D12-0 PPFB2 GFRP 12 5 d 50 PPFB2-F-D12-50 PPFB2 GFRP 12 5 d 100 PPFB2-F-D12-100 PPFB4 GFRP 12 5 d 50 PPFB4-F-D12-50 PPFB4 GFRP 12 5 d 100 PPFB4-F-D12-100 SF20 GFRP 12 5 d 50 SF20-F-D12-50 SF20 GFRP 12 5 d 100 SF20-F-D12-100 SF40 GFRP 12 5 d 0 SF40-F-D12-0 SF40 GFRP 12 5 d 50 SF40-F-D12-50 SF40 GFRP 12 5 d 100 SF40-F-D12-100 SF50 GFRP 12 5 d 50 SF50-F-D12-50 SF50 GFRP 12 5 d 100 SF50-F-D12-100 SF20 PPFA1 GFRP 12 5 d 0 SF20 PPFA1-F-D12-0 SF20 PPFA1 GFRP 12 5 d 50 SF20 PPFA1-F-D12-50 SF20 PPFA1 GFRP 12 5 d 100 SF20 PPFA1-F-D12-100 SF40 PPFA1 GFRP 12 5 d 50 SF40 PPFA1-F-D12-50 SF40 PPFA1 GFRP 12 5 d 100 SF40 PPFA1-F-D12-100 SF20 PPFB2 GFRP 12 5 d 50 SF20 PPFB2-F-D12-50 SF20 PPFB2 GFRP 12 5 d 100 SF20 PPFB2-F-D12-100 SF40 PPFB2 GFRP 12 5 d 0 SF40 PPFB2-F-D12-0 SF40 PPFB2 GFRP 12 5 d 50 SF40 PPFB2-F-D12-50 SF40 PPFB2 GFRP 12 5 d 100 SF40 PPFB2-F-D12-100 Notes: In the symbol “NC-F-D12-100” presented in the table, “NC” indicates the type of matrix, which is plain concrete; “F” denotes the type of reinforcement, specifically GFRP; and “D12” signifies that the diameter of the reinforcement bar is 12 mm. The designation “100” indicates that the specimen has undergone 100 freeze-thaw cycles. The meanings of the other symbols in the specimen number follow a similar convention.
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表 4 冻融循环作用前后GFRP筋与不同纤维自密实混凝土基体的粘结强度和峰值滑移
Table 4. Bond strength and corresponding slip between GFRP bars and different fiber self-compacting concrete matrix before and after freeze-thaw cycles
Specimen τu / MPa su / mm 0 50 100 0 50 100 NC-S 23.94 22.57 20.97 3.38 3.94 3.89 NC-F 16.95 15.58 13.15 2.44 3.08 2.78 PPFA1 - 14.48 13.84 - 2.22 2.25 PPFB2 18.69 16.70 15.72 2.48 2.67 3.09 PPFB4 - 18.30 17.26 - 2.94 2.79 SF20 - 19.60 19.22 - 2.19 3.07 SF40 24.23 22.26 20.16 2.91 2.89 3.06 SF50 - 23.14 20.88 - 2.67 2.53 SF20 PPFA1 19.75 17.87 17.61 2.50 2.89 3.28 SF20 PPFB2 - 19.49 17.74 - 2.13 2.90 SF40 PPFA1 - 20.69 19.83 - 2.54 3.57 SF40 PPFB2 22.51 19.59 18.33 2.82 2.97 3.23 Notes: “τu” is the bond stress; “su” represents the peak slip.
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表 5 CMR模型的拟合参数
Table 5. Fitting parameters of CMR model
Specimen α β 0 50 100 0 50 100 NC-F 0.6068 0.9246 0.7396 1.0282 0.8234 0.8606 PPFA1 - 0.4122 0.4499 - 1.4230 1.8244 PPFB2 0.4325 0.6654 0.6803 1.5828 1.0552 1.1173 PPFB4 - 0.6222 0.6434 - 1.4929 1.5324 SF20 - 0.6013 0.7667 - 1.3145 1.4884 SF40 0.5882 0.7516 0.5864 1.9646 1.0744 1.2618 SF50 - 0.6069 0.6662 - 1.9214 1.2980 SF20 PPFA1 0.5084 0.5313 0.5974 1.8135 1.4816 1.6152 SF20 PPFB2 - 0.4143 0.6566 - 2.0333 1.6152 SF40 PPFA1 - 0.6136 0.8768 - 2.4351 1.5928 SF40 PPFB2 0.7105 0.7299 0.6649 1.8630 1.3906 1.4599
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