谭园;薛伟辰;王晓辉;
Tan Yuan,Xue Weichen,Wang Xiaohui(Tongji University,Shanghai 200092,China)

• 1:同济大学建筑工程系
• 2:同济大学建筑工程系
• 3:同济大学建筑工程系 上海200092
• 4:上海200092

摘要(Abstract)：

关于有粘结预应力FRP筋混凝土梁的抗裂度和裂缝宽度的计算问题,目前我国现行设计规范中尚无相关规定,ACI440.1R—06规范仅给出了非预应力FRP筋混凝土梁的最大裂缝宽度的计算方法。分别应用我国现行《混凝土结构设计规范》(GB50010—2002)和ACI318—05规范中适用于普通钢筋混凝土构件的抗裂度公式,计算了国内外30根有粘结预应力FRP筋混凝土梁试件的开裂弯矩。按我国《混凝土结构设计规范》计算的开裂弯矩值与试验结果吻合良好。考虑了FRP筋等效、FRP筋的粘结性能以及环氧涂层钢筋等的影响,对我国《混凝土结构设计规范》中有关受弯构件最大裂缝宽度的计算公式进行了修正。基于提出的修正公式和ACI440.1R—06规范对国内外24根有粘结预应力FRP筋混凝土梁的试验结果进行计算对比。分析结果表明,文中的计算值与试验结果更为吻合。
At present,current Chinese design codes have no provisions for calculation of the cracking moments and maximum crack width of concrete beams prestressed with FRP tendons.ACI 440.1R-06 code provides the calculation methods for the non-prestressed cases.The cracking moments of existing thirty specimens are calculated based on current Chinese design code for concrete structures and ACI 318-05 code,respectively.The calculation methods for the maximum crack width in current Chinese design code for concrete structures are modified with taking account of the equivalent of FRP tendons,bond behavior of FRP tendons and the influence of epoxy coated steel bars.In addition,the maximum crack width of existing twenty-four specimens is calculated by the modified formulas and the provisions in ACI 440.1R-06.Comparisons show that the calculated values given by the modified formulas agree well with the experimental results.

关键词(KeyWords)： 有粘结预应力FRP筋;混凝土梁;抗裂度;最大裂缝宽度;计算方法
bonded FRP tendon;concrete beam;cracking moment;maximum crack width;calculation method

Abstract:

Keywords:

基金项目(Foundation): 交通部西部交通建设科技资助项目(200631882244);; 国家“十一五”863计划课题(2006AA11Z103)资助项目

作者(Author): 谭园;薛伟辰;王晓辉;
Tan Yuan,Xue Weichen,Wang Xiaohui(Tongji University,Shanghai 200092,China)

Email:

DOI: 10.19701/j.jzjg.2008.03.026

参考文献(References)：

• [1]Guide for the Design and Construction of Structural Concrete Reinforcedwith FRP Bars(ACI 440.1R-06)[S].American Concrete Institute,2006.
• [2]DOLAN C.Developments in non-metallic prestressing tendons[J].PCI Journal,1990,35(5):80-88.
• [3]TAERWE L R,LAMBOTTE H,MIESSELER H.Loading tests onconcrete beams prestressed with glass fiber tendons[J].PCI Journal,1992,37(4):84-97.
• [4]SEN R,ISSA M,SUN Z et al.Static response of fiberglasspretensioned beams[J].Journal of Structural Engineering,1992,120(1):252-268.
• [5]ABDELRAHMAN A,RIZKALLA S.Serviceability of concrete beamsprestressed by carbon fiber-reinforced-plastic bars[J].ACI StructuralJournal,1997,94(4):447-457.
• [6]薛伟辰.混凝土结构中新型配筋FRP的试验研究[D].南京:河海大学,1997.
• [7]薛伟辰,王晓辉.有粘结预应力CFRP筋混凝土梁试验研究与非线性分析[J].中国公路学报,2007,20(4):41-47.
• [8]孟履祥,陶学康,关建光等.芳纶纤维筋有黏结部分预应力混凝土梁受弯性能研究[J].土木工程学报,2006,39(3):10-18,36.
• [9]混凝土结构设计规范(GB50010—2002)[S].北京:中国建筑工业出版社,2002.
• [10]王晓辉,张蜀泸,薛伟辰.有粘结预应力CFRP筋预应力损失计算[J].工业建筑,2006,36(4):23-25.
• [11]Building Code Requirement for Structural Concrete and Commentary(ACI 318M-05)[S].American Concrete Institute,2005.
• [12]MENG Y,GU X L,ANSARI F.Calculation method for the bendingcapacity of concrete beam reinforced by CFRP bars[C]∥InternationalConference on FRP Composites in Civil Engineering.Hongkong,2001.
• [13]KATOU T,HAYASHIDA N.Testing and applications of prestressedconcrete beams with CFRP tendons[M]∥Fiber-Reinforced-Plastic(FRP)Reinforcement for Concrete Structures:Properties andApplications.Nanni A.Elsevier Science Publisher,1993.
• [14]张蜀泸.部分粘结预应力CFRP筋混凝土梁试验与理论研究[D].上海:同济大学,2007.
• [15]XUE WEICHEN,WANG XIAOHUI,ZHANG SHULU.Bondproperties of high strength CFRP strands[J].ACI Material Journal,2008,105(1):303-311.
• [16]薛伟辰,王晓辉.高性能碳纤维增强塑料(CFRP)绞线筋粘结性能研究[J].建筑结构学报,2007,27(6):67-73.
• [17]FROSCH R J.Another look at cracking and crack control in reinforcedconcrete[J].ACI Structural Journal,1999,96(3):437-442.