矩形钢管微膨胀陶粒混凝土短柱轴压极限承载力研究
|
摘要
以矩形钢管截面长宽比(1、1.5、2)、含钢率(11%、16%)、陶粒混凝土中膨胀剂掺量(12%、16%)为设计变量,制作了12组(每组2根)矩形钢管微膨胀陶粒混凝土短柱试件,进行轴压承载力测试。然后利用试验数据对几种常见的钢管混凝土承载力计算公式进行对比分析,并在统一理论公式的基础上提出了计算矩形钢管微膨胀陶粒混凝土短柱轴压承载力的修正公式。试验结果表明,试件的弹性极限可以达到其极限荷载的90%左右,同时试件表现出较明显的套箍效应,其承载力提高系数随截面长宽比的增大而减小,随含钢率的提高而增大,并且膨胀剂掺量为12%时的承载力提高系数较大。修正公式的计算结果与试验结果吻合较好,并且其更适合于工程实际应用。
Twelve groups(2 specimens in each group)of short columns of micro-expansive ceramsite concrete filled rectangular steel tube(MECCRST)were made for the test of axial compressive strength,with the sectional aspect ratio of rectangular steel tube(1,1.5,2),steel ratio(11%,16%)and the content of expansive agent in ceramsite concrete(12%,16%)as design variables.The experimental data were used to compare the applicability of several common formulas for the bearing capacity of concrete filled steel tube.Then a modified formula to calculate the axial compressive bearing capacity of MECCRST short column was presented based on the formula in"Unified Theory".The test results indicate that elastic limit of MECCRST short column can reach about 90%of its ultimate bearing capacity and the specimens show obvious hoop effect.The bearing capacity enhancement coefficient decreases with the increasing sectional aspect ratio but increases with the increasing steel ratio,and is larger when the expansive agent content is 12%.The calculated values by modified formula agree well with the test results,and the formula is more applicable to practical projects.
Twelve groups(2 specimens in each group)of short columns of micro-expansive ceramsite concrete filled rectangular steel tube(MECCRST)were made for the test of axial compressive strength,with the sectional aspect ratio of rectangular steel tube(1,1.5,2),steel ratio(11%,16%)and the content of expansive agent in ceramsite concrete(12%,16%)as design variables.The experimental data were used to compare the applicability of several common formulas for the bearing capacity of concrete filled steel tube.Then a modified formula to calculate the axial compressive bearing capacity of MECCRST short column was presented based on the formula in"Unified Theory".The test results indicate that elastic limit of MECCRST short column can reach about 90%of its ultimate bearing capacity and the specimens show obvious hoop effect.The bearing capacity enhancement coefficient decreases with the increasing sectional aspect ratio but increases with the increasing steel ratio,and is larger when the expansive agent content is 12%.The calculated values by modified formula agree well with the test results,and the formula is more applicable to practical projects.
引文
[1]蔡绍怀.现代钢管混凝土结构[M].北京:人民交通出版社,2007.
[2]董军锋,王耀南,昝帅.超声波检测矩形钢管混凝土脱空缺陷的研究[J].建筑科学,2018,34(1):103-107.
[3] Xiong R,Lu Z A,Ren Z G,et al.Experimental research on the performance of micro-expansion and self-compacting concrete-filled steel tubular short column under axial compression[J].Procedia Earth and Planetary Science,2012,32(5):19-24.
[4]侯宁,周万福,隆海健.桥梁C50钢管微膨胀混凝土配合比试验研究[J].混凝土,2008(6):105-110.
[5]周孝军.钢纤维微膨胀钢管混凝土拉弯力学行为研究[D].武汉:武汉理工大学,2013.
[6]朱红兵,袁强松,向杰,等.钢管微膨胀轻骨料混凝土膨胀性能试验研究[J].四川建筑科学研究,2017,43(3):135-138.
[7]韩帅.钢管微膨胀轻骨料混凝土短柱基本力学性能研究[D].武汉:武汉科技大学,2016.
[8]刘劲,丁发兴,龚永智,等.圆钢管混凝土短柱局压力学性能研究[J].湖南大学学报:自然科学版,2015,42(11):33-40.
[9]文竹,杨有福.矩形钢管混凝土横向局压力学性能分析[J].建筑钢结构进展,2014,16(6):42-48.
[10]赖春健.局部承压矩形钢管混凝土短柱力学性能研究[J].钢结构,2012,27(4):10-15.
[11]钟善桐.钢管混凝土结构[M].北京:清华大学出版社,2003.
[12]中国人民解放军总后勤部.战时军港抢修早强型组合结构技术规程:GJB 4142—2000[S].
[13]Architectural Institute of Japan.Recommendations for design and construction of concrete filled steel tubular structures:AIJ-CFT(1997)[S].
[14]中国工程建设标准化协会.矩形钢管混凝土结构技术规程:CECS 159:2004[S].
[2]董军锋,王耀南,昝帅.超声波检测矩形钢管混凝土脱空缺陷的研究[J].建筑科学,2018,34(1):103-107.
[3] Xiong R,Lu Z A,Ren Z G,et al.Experimental research on the performance of micro-expansion and self-compacting concrete-filled steel tubular short column under axial compression[J].Procedia Earth and Planetary Science,2012,32(5):19-24.
[4]侯宁,周万福,隆海健.桥梁C50钢管微膨胀混凝土配合比试验研究[J].混凝土,2008(6):105-110.
[5]周孝军.钢纤维微膨胀钢管混凝土拉弯力学行为研究[D].武汉:武汉理工大学,2013.
[6]朱红兵,袁强松,向杰,等.钢管微膨胀轻骨料混凝土膨胀性能试验研究[J].四川建筑科学研究,2017,43(3):135-138.
[7]韩帅.钢管微膨胀轻骨料混凝土短柱基本力学性能研究[D].武汉:武汉科技大学,2016.
[8]刘劲,丁发兴,龚永智,等.圆钢管混凝土短柱局压力学性能研究[J].湖南大学学报:自然科学版,2015,42(11):33-40.
[9]文竹,杨有福.矩形钢管混凝土横向局压力学性能分析[J].建筑钢结构进展,2014,16(6):42-48.
[10]赖春健.局部承压矩形钢管混凝土短柱力学性能研究[J].钢结构,2012,27(4):10-15.
[11]钟善桐.钢管混凝土结构[M].北京:清华大学出版社,2003.
[12]中国人民解放军总后勤部.战时军港抢修早强型组合结构技术规程:GJB 4142—2000[S].
[13]Architectural Institute of Japan.Recommendations for design and construction of concrete filled steel tubular structures:AIJ-CFT(1997)[S].
[14]中国工程建设标准化协会.矩形钢管混凝土结构技术规程:CECS 159:2004[S].