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STUDY ON BEARING CAPACITY OF AXIALLY-LOADED GFRP TUBE COMPOSITE COLUMNS FILLED WITH CONCRETE
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摘要: 为研究GFRP管混凝土组合柱的力学性能,对4根GFRP管混凝土组合柱进行轴压试验。通过编制程序,绘制应力-应变全过程曲线,并与有关文献试验数据进行比较,吻合较好。在此基础上,以GFRP管壁厚度、混凝土强度等因素为主要参数对构件轴压性能的影响进行比较。结果表明:组合柱截面应力随着GFRP管壁厚度增加而增加,随着混凝土强度的增加而增加。最后通过对数值计算结果的回归分析,得出实用的组合柱轴心受压承载力计算公式,理论计算结果与试验结果吻合良好。Abstract: This paper presents the experimental research of 4 GFRP tube composite columns filled with concrete subjected to axial loading to study the mechanical properties of the composite columns.The analysis program is developed,which is used to calculate the section axial stress-strain curves.As compared with experimental data of corresponding documents,the results agree well with each other.The influences of GFRP tube thickness,strength of concrete of axial loading members are analyzed.The results indicate that the bearing capacity of composite columns increased with increasing thickness of GFRP tube,increased with increasing core concrete strength.Finally,through regressive analysis of the results of numerical calculation,a practical formula is created.The calculation results agree well with text results.
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Key words:
- GFRP tube /
- composite column /
- axial loading /
- calculation formula
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[2] Toutanji H,Saafi M.Durability Studies on Concrete Columns Encasedin PVC-FRP Composite Tubes[J].Composite Structures,2001,54:27-35. FamA,Flisak B,Rizkalla S.Experimental and Analytical Modeling ofConcrete-Filled Fiber-Reinforced Polymer Tubes Subjected toCombined Bending and Axial Loads[J].ACI Structural Journal,2003,100(4):499-509. [3] Zhu Z Y,AhmadI,and Mirmiran A.Splicingof Precast Concrete-filledFRP Tubes[J].Journal of Composites for Construction,2006,10(4):345-356. [4] L Lam,J G Teng,A New Stress-Strain Model for FRP-ConfinedConcrete.CICE 2001,FRP Composites in Civil Engineering,283-293. [5] 鲁国昌,叶列平,杨才千,等.FRP管约束混凝土的轴压应力-应变关系研究.工程力学,2006,23(9):98-103. [6] 崔文涛.GFRP套管钢筋混凝土柱轴压力学性能研究[D].大连:大连理工大学,2007. [7] 刘杰,刘庆洋,安琳.GFRP混凝土圆形管柱试验研究[J].长春工程学院学报(自然科学版),2007,8(1):11-13. [8] 韩林海.钢管混凝土结构理论与实践[M].北京:科学出版社,2004:69-70. -
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