HB-FRP加固混凝土结构组合界面黏结特性
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摘要
为揭示HB-FRP(hybrid bonded fiber reinforced polymer)加固混凝土结构多作用组合工作机制,设计了5组黏结作用组合试验.基于实测荷载-滑移关系、应变分布、黏结-滑移关系开展了界面黏结特性研究,提出组合界面黏结-滑移统一模型和黏结荷载表达式.结果表明:HB-FRP加固混凝土组合作用可拆分为FRP黏结混凝土、侧压力和FRP黏结钢板;组合界面的黏结应力发展不同步,FRP板下表面与混凝土的剥离早于FRP板上表面与钢板的剥离,叠合工作时序不同;由侧压力引起的界面摩擦应力随界面应力的发展而增加并趋于稳定;理论模型结果与试验结果具有较好的一致性,可用于计算组合界面的黏结荷载.
In order to reveal the multi-action composite working mechanism of HB-FRP(hybrid bonded fiber reinforced polymer)to concrete structures,five sets of tests considering different bond combinations were designed.The characteristics of the composite interface were studied based on measured load-slip relationship,strain distribution and bond-slip relationship.A unified bond-slip model for composite interface and bond load expression were proposed.The results show that the HB-FRP reinforced concrete composite interface can be divided into FRP bonded concrete,pressure and FRP bonded steel plate.The development of bond stress in the composite interface is not synchronized,the debonding of FRP to concrete is prior to FRP to steel plate,the superimposed working order is different.The interfacial friction stress caused by lateral pressure increases with the development of interfacial stress and tends to be stable.The theoretical model results are in good agreement with the experimental results and can be used to calculate the bonding load of the composite interface.
In order to reveal the multi-action composite working mechanism of HB-FRP(hybrid bonded fiber reinforced polymer)to concrete structures,five sets of tests considering different bond combinations were designed.The characteristics of the composite interface were studied based on measured load-slip relationship,strain distribution and bond-slip relationship.A unified bond-slip model for composite interface and bond load expression were proposed.The results show that the HB-FRP reinforced concrete composite interface can be divided into FRP bonded concrete,pressure and FRP bonded steel plate.The development of bond stress in the composite interface is not synchronized,the debonding of FRP to concrete is prior to FRP to steel plate,the superimposed working order is different.The interfacial friction stress caused by lateral pressure increases with the development of interfacial stress and tends to be stable.The theoretical model results are in good agreement with the experimental results and can be used to calculate the bonding load of the composite interface.
引文
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[17] BISCAIA H C,CHASTRE C.Design method and verification of steel plate anchorages for Frp-to-concrete bonded interfaces[J].Composite Structures,2018,192:52-66.
[18] BISCAIA H C,CHASTRE C,SILVA M A G.Bond-slip model for FRP-to-concrete bonded joints under external compression[J].Composites Part B:Engineering,2015,80:246-259.
[19]钟正强,喻奕,刘波.胶层厚度对预应力CFRP加固混凝土梁黏结应力的影响试验[J].中国公路学报,2014,27(11):55-62.ZHONG Zhengqiang,YU Yi,LIU Bo.Experimental study on influence of adhesive layer thickness on bond stress of concrete beams strengthened with prestressed CFRP[J].China Journal of Highway&Transport,2014,27(11):55-62.(in Chinese)
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[2] KO H,MATTHYS S,PALMIERI A,et al.Development of a simplified bond stress slip model for bonded FRP concrete interfaces[J].Construction and Building Materials,2014,68(4):142-157.
[3] TOUTANJI H,HAN M,GHORBEL E.Interfacial bond strength characteristics of FRP and RC substrate[J].Journal of Composites for Construction,2012,16(1):35-46.
[4] LU X Z,TENG J G,YE L P,et al.Bond slip models for FRP sheets/plates bonded to concrete[J].Engineering Structures,2005,27(6):920-937.
[5] DAI J,UEDA T,SATO Y.Development of the nonlinear bond stress-slip model of fiber reinforced plastics sheet concrete interfaces with a simple method[J].Journal of Composites for Construction,2005,9(1):52-62.
[6] HE J,XIAN G.Debonding of CFRP-to-steel joints with CFRP delamination[J].Composite Structures,2016,153:12-20.
[7] YANG Y,BISCAIA H,CHASTRE C,et al.Bond characteristics of CFRP-to-steel joints[J].Journal of Constructional Steel Research,2017,138:401-419.
[8] WANG H T,WU G.Bond-slip models for CFRP plates externally bonded to steel substrates[J].Composite Structures,2017,184:1204-1214.
[9] FAWZIA S,ZHAO X L,AL-MAHAIDI R.Bond slip models for double strap joints strengthened by CFRP[J].Composite Structures,2010,92(9):2137-2145.
[10] FERNANDO N D.Bond behaviour and debonding failures in CFRP-strengthened steel members[D].Hong Kong:Hong Kong Polytechnic University,2010.
[11] DEHGHANI E,DANESHJOO F,AGHAKOUCHAK A A,et al.A new bond-slip model for adhesive in CFRP steel composite systems[J].Engineering Structures,2012,34(1):447-454.
[12] HE J,XIAN G.Bond-slip behavior of fiber reinforced polymer strips-steel interface[J].Construction and Building Materials,2017,155:250-258.
[13] WU Y F,LIU K.Characterization of mechanically enhanced FRP bonding system[J].Journal of Composites for Construction,2013,17(1):34-49.
[14] WU Y F,JIANG C.Quantification of bond-slip relationship for externally bonded FRP-to-concrete joints[J].Journal of Composites for Construction,2013,17(5):673-686.
[15] WU Y F,XU X S,SUN J B,et al.Analytical solution for the bond strength of externally bonded reinforcement[J].Composite Structures,2012,94(11):3232-3239.
[16] WU Y F,HUANG Y.Hybrid bonding of FRP to reinforced concrete structures[J].Journal of Composites for Construction,2008,12(3):266-273.
[17] BISCAIA H C,CHASTRE C.Design method and verification of steel plate anchorages for Frp-to-concrete bonded interfaces[J].Composite Structures,2018,192:52-66.
[18] BISCAIA H C,CHASTRE C,SILVA M A G.Bond-slip model for FRP-to-concrete bonded joints under external compression[J].Composites Part B:Engineering,2015,80:246-259.
[19]钟正强,喻奕,刘波.胶层厚度对预应力CFRP加固混凝土梁黏结应力的影响试验[J].中国公路学报,2014,27(11):55-62.ZHONG Zhengqiang,YU Yi,LIU Bo.Experimental study on influence of adhesive layer thickness on bond stress of concrete beams strengthened with prestressed CFRP[J].China Journal of Highway&Transport,2014,27(11):55-62.(in Chinese)
[20] CHEN J F,TENG J G.Anchorage strength models for FRP and steel plates bonded to concrete[J].Journal of Structural Engineering,2001,127(7):784-791.