凍融循環(huán)和界面持續(xù)應(yīng)力作用下CFRP-混凝土界面的粘結(jié)性能研究*
付俊俊1，彭暉1,2，莫永祥1，李知兵3
- 摘 要
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（1 長(zhǎng)沙理工大學(xué)土木與建筑學(xué)院， 長(zhǎng)沙 410114; 2 長(zhǎng)沙理工大學(xué)橋梁工程安全控制教育部重點(diǎn)實(shí)驗(yàn)室， 長(zhǎng)沙 410114; 3 湖南工學(xué)院建筑工程與藝術(shù)設(shè)計(jì)學(xué)院， 衡陽(yáng) 421002)［摘要］通過(guò)對(duì)12根試驗(yàn)梁進(jìn)行凍融循環(huán)作用下預(yù)應(yīng)力CFRP板加固鋼筋混凝土梁的界面粘結(jié)性能試驗(yàn)研究，考察了CFRP板初始應(yīng)力水平、凍融循環(huán)次數(shù)及混凝土強(qiáng)度等因素對(duì)CFRP-混凝土界面粘結(jié)性能的影響。試驗(yàn)結(jié)果表明：隨著凍融循環(huán)次數(shù)的增加，加固試件界面粘結(jié)應(yīng)力的劣化速率逐漸增大，薄弱環(huán)節(jié)逐漸由混凝土保護(hù)層向粘結(jié)界面發(fā)展；CFRP板初始應(yīng)力和凍融循環(huán)的耦合作用對(duì)粘結(jié)界面的劣化效應(yīng)較單一的凍融循環(huán)作用更加顯著，而且隨著CFRP板初應(yīng)力水平的增加，這種劣化效應(yīng)會(huì)逐漸加劇；混凝土強(qiáng)度等級(jí)為C60的預(yù)應(yīng)力CFRP板加固試件在凍融侵蝕作用下的界面粘結(jié)性能退化速率較C30加固試件更加顯著。［關(guān)鍵詞］預(yù)應(yīng)力CFRP板; 鋼筋混凝土梁; 凍融循環(huán); 持續(xù)界面應(yīng)力; 粘結(jié)性能中圖分類號(hào)：TU378文獻(xiàn)標(biāo)識(shí)碼：A文章編號(hào)：1002-848X(2015)09-0098-05Bond performance study of CFRP-concrete interface under freeze-thaw cycling and sustained interfacial stressFu Junjun1, Peng Hui1,2, Mo Yongxiang1, Li Zhibing3(1 School of Civil Engineering and Architecture, Changsha University of Science & Technology, Changsha 410114, China;2 Ministry of Education Key Laboratory of Safety Control of Bridge Engineering, Changsha University of Science & Technology, Changsha 410114, China; 3 College of Construction Engineering and Arts, Hunan Institute of Technology, Hengyang 421002, China)Abstract: Interfacial bond performance experiments of total 12 reinforced concrete beams, which were strengthened with prestressed CFRP plates, were conducted under freeze-thaw cycling. The influences of CFRP initial stress level, freeze-thaw cycling times and concrete strength on the interfacial bond performance of the strengthened specimens were analyzed. Experimental results show that with the increasing of freeze-thaw cycling times，the degradation of interfacial bond stress is gradually significant and the weak zoom transforms from concrete to bond interface gradually. The coupling effect of initial stress and freezing-thaw cycling on the interfacial bond performance is severity to the signal effort of freeze-thaw cycling，and it becomes worse with the increasing level of initial stress level. The degradation of strengthened specimens with concrete strength of C60 under freeze-thaw cycles is more significant than that of specimens with concrete strength of C30．Keywords: prestressed CFRP plate; reinforced concrete beam; freeze-thaw cycling; sustained interfacial stress; bond performance*國(guó)家重點(diǎn)基礎(chǔ)研究發(fā)展計(jì)劃項(xiàng)目（2015CB057701），國(guó)家自然科學(xué)基金項(xiàng)目（51008036），湖南省教育廳科學(xué)研究重點(diǎn)項(xiàng)目（14A005），橋梁結(jié)構(gòu)安全控制湖南省工程實(shí)驗(yàn)室開(kāi)放基金重點(diǎn)項(xiàng)目（14KD01），現(xiàn)代公路交通基礎(chǔ)設(shè)施先進(jìn)建養(yǎng)技術(shù)協(xié)同創(chuàng)新中心項(xiàng)目。作者簡(jiǎn)介：付俊俊，碩士研究生，Email：fujunjn@163.com。參考文獻(xiàn)［1］YUN Y, WU Y F. Durability of CFRP-concrete joints under freeze-thaw cycling［J］. Cold Regions Science and Technology, 2011, 65(3): 401-412.［2］任慧韜, 胡安妮, 趙國(guó)藩. 凍融循環(huán)對(duì)玻璃纖維布加固混凝土梁受力性能影響［J］. 土木工程學(xué)報(bào), 2004, 37(4): 104-110.［3］SHI J, ZHU H, WU Z, et al. Bond behavior between basalt fiber-reinforced polymer sheet and concrete substrate under the coupled effects of freeze-thaw cycling and sustained load［J］. Journal of Composites for Construction, 2012, 17(4): 530-542.［4］GREEN M F, BISBY L A, BEAUDOIN Y, et al. Effect of freeze-thaw cycles on the bond durability between fibre reinforced polymer plate reinforcement and concrete［J］. Canadian Journal of Civil Engineering, 2000, 27(5): 949-959.［5］王蘇巖, 尹曉明, 劉林. 凍融環(huán)境下 CFRP-高強(qiáng)混凝土抗剪性能試驗(yàn)研究［J］. 建筑結(jié)構(gòu)學(xué)報(bào), 2008，29(S1): 176-180.［6］WAN B, PETROU M F, HARRIES K A. The effect of the presence of water on the durability of bond between CFRP and concrete［J］. Journal of Reinforced Plastics and Composites, 2006, 25(8): 875-890.［7］SUBRAMANIAM K V, ALI AHMAD M, GHOSN M. Freeze-thaw degradation of FRP-concrete interface: impact on cohesive fracture response［J］. Engineering Fracture Mechanics, 2008, 75(13): 3924-3940.［8］VERGHESE K, HARAMIS J, PATEL S, et al. 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