连续梁板中无粘结CFRP筋极限应力增量研究
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摘要
利用无粘结CFRP筋部分预应力混凝土连续梁板全过程分析程序的计算结果,探讨CFRP筋弹性模量、预应力筋配筋指标、非预应力筋配筋指标、加载方式、跨高比、跨中与中支座相应控制截面配筋指标差异等参数对连续梁板中无粘结CFRP筋极限应力增量的影响规律,进而确定影响无粘结CFRP筋极限应力增量的关键参数。基于仿真分析结果,以关键参数为自变量建立了连续梁板中无粘结CFRP筋极限应力增量的计算公式,可以此为依据计算连续梁板的受弯承载力。
Based on the results of full-range analysis programs of partially prestressed concrete continuous beams and slabs with unbonded CFRP tendons,the basic factors such as modulus of elasticity for CFRP tendon,prestressing reinforcement index,non-prestressed reinforcement index,loading type,ratio of span to height,the difference between combined reinforcement index of intermediate support section and that of mid-span section affecting the law of ultimate stress increment of unbonded CFRP tendons were presented.Key factors which have major effect on ultimate stress increment of unbonded CFRP tendons were defined.Based on the results of simulation analysis,taking key parameters as independent variable,the calculation formulas of ultimate stress increment of unbonded CFRP tendons in continuous beams and slabs were proposed,and they can provide the basis for correctly calculating flexural load bearing capacity of continuous beams and slabs.
Based on the results of full-range analysis programs of partially prestressed concrete continuous beams and slabs with unbonded CFRP tendons,the basic factors such as modulus of elasticity for CFRP tendon,prestressing reinforcement index,non-prestressed reinforcement index,loading type,ratio of span to height,the difference between combined reinforcement index of intermediate support section and that of mid-span section affecting the law of ultimate stress increment of unbonded CFRP tendons were presented.Key factors which have major effect on ultimate stress increment of unbonded CFRP tendons were defined.Based on the results of simulation analysis,taking key parameters as independent variable,the calculation formulas of ultimate stress increment of unbonded CFRP tendons in continuous beams and slabs were proposed,and they can provide the basis for correctly calculating flexural load bearing capacity of continuous beams and slabs.
引文
[1]ZHENG W Z,BAI C X,CHENG D H.Experimentalstudy on behaviors of unbonded prestressed concretebeams reinforced with CFRP tendons[J].KeyEngineering Materials,2009,400-402:567-573.
[2]ERKI M A,RIZKALLA S H.FRP reinforcement forconcrete structures[J].ACI Concrete International,1993,15(6):48-53.
[3]张建伟,邓宗才,杜修力,等.预应力FRP在混凝土结构中的应用研究与发展[J].世界地震工程,2006,22(1):133-139.
[4]ACI 440.4R-04 Prestressing concrete structures withFRP tendons[S].
[5]HARAJLI M H,HIJAZI S A.Evaluation of the ultimatesteel stress in partially prestressed concrete members[J].PCI Journal,1991,36(1):62-82.
[6]NAAMAN A E,ALKHAIRI F M.Stress at ultimate inunbonded post-tensioning tendons:part 2-proposedmethodology[J].ACI Structural Journal,1991,88(5):683-692.
[7]白崇喜.无粘结CFRP筋部分预应力混凝土梁板设计方法研究[D].哈尔滨:哈尔滨工业大学,2010.
[8]程东辉,郑文忠.无粘结CFRP筋部分预应力混凝土连续梁试验与分析[J].复合材料学报,2008,25(5):104-113.
[2]ERKI M A,RIZKALLA S H.FRP reinforcement forconcrete structures[J].ACI Concrete International,1993,15(6):48-53.
[3]张建伟,邓宗才,杜修力,等.预应力FRP在混凝土结构中的应用研究与发展[J].世界地震工程,2006,22(1):133-139.
[4]ACI 440.4R-04 Prestressing concrete structures withFRP tendons[S].
[5]HARAJLI M H,HIJAZI S A.Evaluation of the ultimatesteel stress in partially prestressed concrete members[J].PCI Journal,1991,36(1):62-82.
[6]NAAMAN A E,ALKHAIRI F M.Stress at ultimate inunbonded post-tensioning tendons:part 2-proposedmethodology[J].ACI Structural Journal,1991,88(5):683-692.
[7]白崇喜.无粘结CFRP筋部分预应力混凝土梁板设计方法研究[D].哈尔滨:哈尔滨工业大学,2010.
[8]程东辉,郑文忠.无粘结CFRP筋部分预应力混凝土连续梁试验与分析[J].复合材料学报,2008,25(5):104-113.
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