方钢管混凝土柱—不等高钢梁加腋框架节点受力性能试验研究
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摘要
为了研究方钢管混凝土柱—不等高钢梁加腋框架节点受力性能,按1:3缩尺比例设计并制作了六个节点试件,进行了低周期往复荷载破坏试验。节点试件的加腋坡度及梁高差比是试验研究的主要参数。通过试验研究各参数对节点试件的破坏特点、抗剪承载力、滞回特性、延性及耗能能力、承载力退化与刚度退化等力学性能的影响,得出以下结论:试件破坏是由于节点抗剪承载力不足导致的,但由于加强环板的约束及梁端加腋的存在,破坏出现在下环板与柱端交接处;各试件滞回曲线整体相对饱满;随着节点试件加腋坡度的变缓,其极限承载力提高,延性系数增加,耗能能力增强,刚度退化速率略有加快;当梁高差比由0. 39增加至0. 46时,节点试件反向加载极限承载力提高(以拉为反向加载),当梁高差比由0. 46增加至0. 53时,节点试件反向加载极限承载力降低,且随着梁高差比的增加,节点试件正向加载极限承载力逐渐降低(以推为正向加载),延性系数降低,耗能能力减弱,刚度退化速率变化不大;梁端加腋能有效改善节点核心区受力性能。
In order to study the mechanical behavior of frame joints with concrete-filled square steel tube column and unequal height steel beams,six joint specimens with one third scale were designed and manufactured. The destruction tests on the models under lateral cyclic load were carried out. The haunching slope and height difference ratio of beams were the main parameters of the experimental study. The influences of various parameters on the failure characteristics,shear capacity,hysteretic behavior,ductility and energy dissipation capacity, bearing capacity degradation and stiffness degradation of the joint specimens were studied. The conclusions are following: the failure of thejoint specimens was caused by the insufficient of the shear capacity,but it occured at the junction of the lower stiffening ring plate and the column end due to the restraint of the stiffening ring plate and the existence of the haunches in the end of beam. The hysteretic curves of each specimen are relatively full. With the decrease of the haunching slope,the ultimate bearing capacity,ductility ratio,energy dissipation capacity of the joint specimens increased and the rate of stiffness degradation was faster slightly. The ultimate bearing capacity of the joint specimens under reverse loading increased(set pulling as reverse loading) when the ratio of height difference of the joint specimens increased from 0. 39 to 0. 46,when the ratio of height difference of the joint specimens increased from 0. 46 to 0. 53,the ultimate bearing capacity of the joint specimens under reverse loading decreased. With the increase of height difference ratio,the ultimate bearing capacity of joint specimens under forward loading decreased gradually(set pushing as forward loading),the ductility ratio and the energy dissipation capacity decreased,and the rate of stiffness degradation changed little. The haunches can improve the mechanical performance of the core area effectively.
In order to study the mechanical behavior of frame joints with concrete-filled square steel tube column and unequal height steel beams,six joint specimens with one third scale were designed and manufactured. The destruction tests on the models under lateral cyclic load were carried out. The haunching slope and height difference ratio of beams were the main parameters of the experimental study. The influences of various parameters on the failure characteristics,shear capacity,hysteretic behavior,ductility and energy dissipation capacity, bearing capacity degradation and stiffness degradation of the joint specimens were studied. The conclusions are following: the failure of thejoint specimens was caused by the insufficient of the shear capacity,but it occured at the junction of the lower stiffening ring plate and the column end due to the restraint of the stiffening ring plate and the existence of the haunches in the end of beam. The hysteretic curves of each specimen are relatively full. With the decrease of the haunching slope,the ultimate bearing capacity,ductility ratio,energy dissipation capacity of the joint specimens increased and the rate of stiffness degradation was faster slightly. The ultimate bearing capacity of the joint specimens under reverse loading increased(set pulling as reverse loading) when the ratio of height difference of the joint specimens increased from 0. 39 to 0. 46,when the ratio of height difference of the joint specimens increased from 0. 46 to 0. 53,the ultimate bearing capacity of the joint specimens under reverse loading decreased. With the increase of height difference ratio,the ultimate bearing capacity of joint specimens under forward loading decreased gradually(set pushing as forward loading),the ductility ratio and the energy dissipation capacity decreased,and the rate of stiffness degradation changed little. The haunches can improve the mechanical performance of the core area effectively.
引文
[1]牟犇,陈功梅,张春巍,等.带外加强环不等高钢梁—钢管混凝土柱组合节点抗震性能试验研究[J].建筑结构学报,2017,38(5):77-84.
[2]吴涛,刘伯权,邢国华.钢筋混凝土框架变梁异形节点抗震[M].北京:科学出版社,2010.
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[4]中华人民共和国住房和城乡建设部.钢管混凝土结构技术规范:GB 50936—2014[S].北京:中国建筑工业出版社,2014.
[5]许成祥,万波,张继承,等.十字形钢管混凝土柱框架中节点抗震性能试验研究[J].建筑结构学报,2012,42(3):80-83.
[6]徐礼华,凡红,刘胜兵,等.方钢管混凝土柱—钢梁节点抗震性能试验研究与有限元分析[J].建筑结构学报,2006,27(3):48-58.
[7]林于东,林杰,宗周红.低周反复荷载作用下矩形钢管混凝土柱与钢梁连接节点的受力性能[J].地震工程与工程振动,2004(4):62-69.
[8]王文达,韩林梅,陶忠.钢管混凝土柱—钢梁平面框架抗震性能的试验研究[J].建筑结构学报,2006,27(3):48-58.
[9]李斌,高春彦.矩形钢管混凝土框架结构抗震性能试验研究[J].工程力学,2007,24(增刊):177-181.
[10]聂建国,秦凯.方钢管混凝土柱节点抗剪受力性能的研究[J].建筑结构学报,2007(4):8-17.
[11] ATOROD A,STEPHEN P S. Moment connections to circular concrete filled steel tube columns[J]. Journal of Structural Engineering,ASCE,2004(2):213-222.
[12] ANATOLY L K,ELVIRA P C,RUSTAM R S. On deformation charting for concrete filled steel tube columns concrete core and steel shell[J]. Applied Mechanics and Materials,2018,4567(878):126-131.
[13] TALHAE. Experimental performance of concrete filled welded steel tube columns[J]. Journal of Constructional Steel Research,2016,117:175-184.
[14] RICLES J M,PENG S W,LU L W. Seismic behavior of composite concrete filled steel tube column-wide flange beam moment connections[J]. Journal of Structural Engineering,2004,130(2):223-232.
[15]薛建阳,胡宗波,彭修宁,等.钢结构箱形柱与梁异型节点破坏机理的试验研究[J].建筑结构学报,2010,31(S1):50-54.
[16]牟犇,井后凯,张春巍,等.外加强环不等高H型钢梁—方钢管柱节点抗震性能试验研究[J].建筑结构学报,2018(8):80-89.
[17]吴涛,邢国华,刘伯权,等.不同配筋形式钢筋混凝土框架变梁节点抗震性能试验研究[J].地震工程与工程振动,2010,30(3):77-85.
[2]吴涛,刘伯权,邢国华.钢筋混凝土框架变梁异形节点抗震[M].北京:科学出版社,2010.
[3]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].北京:中国计划出版社,2004.
[4]中华人民共和国住房和城乡建设部.钢管混凝土结构技术规范:GB 50936—2014[S].北京:中国建筑工业出版社,2014.
[5]许成祥,万波,张继承,等.十字形钢管混凝土柱框架中节点抗震性能试验研究[J].建筑结构学报,2012,42(3):80-83.
[6]徐礼华,凡红,刘胜兵,等.方钢管混凝土柱—钢梁节点抗震性能试验研究与有限元分析[J].建筑结构学报,2006,27(3):48-58.
[7]林于东,林杰,宗周红.低周反复荷载作用下矩形钢管混凝土柱与钢梁连接节点的受力性能[J].地震工程与工程振动,2004(4):62-69.
[8]王文达,韩林梅,陶忠.钢管混凝土柱—钢梁平面框架抗震性能的试验研究[J].建筑结构学报,2006,27(3):48-58.
[9]李斌,高春彦.矩形钢管混凝土框架结构抗震性能试验研究[J].工程力学,2007,24(增刊):177-181.
[10]聂建国,秦凯.方钢管混凝土柱节点抗剪受力性能的研究[J].建筑结构学报,2007(4):8-17.
[11] ATOROD A,STEPHEN P S. Moment connections to circular concrete filled steel tube columns[J]. Journal of Structural Engineering,ASCE,2004(2):213-222.
[12] ANATOLY L K,ELVIRA P C,RUSTAM R S. On deformation charting for concrete filled steel tube columns concrete core and steel shell[J]. Applied Mechanics and Materials,2018,4567(878):126-131.
[13] TALHAE. Experimental performance of concrete filled welded steel tube columns[J]. Journal of Constructional Steel Research,2016,117:175-184.
[14] RICLES J M,PENG S W,LU L W. Seismic behavior of composite concrete filled steel tube column-wide flange beam moment connections[J]. Journal of Structural Engineering,2004,130(2):223-232.
[15]薛建阳,胡宗波,彭修宁,等.钢结构箱形柱与梁异型节点破坏机理的试验研究[J].建筑结构学报,2010,31(S1):50-54.
[16]牟犇,井后凯,张春巍,等.外加强环不等高H型钢梁—方钢管柱节点抗震性能试验研究[J].建筑结构学报,2018(8):80-89.
[17]吴涛,邢国华,刘伯权,等.不同配筋形式钢筋混凝土框架变梁节点抗震性能试验研究[J].地震工程与工程振动,2010,30(3):77-85.