后置翼墙加固框架柱抗震变形能力研究
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摘要
为考察后置翼墙加固混凝土框架柱的抗震性能,结合已有研究中试验轴压比为0. 31、0. 36、0. 40,原柱纵筋配筋率为0. 82%～1. 23%的18个后置翼墙加固试件的低周反复荷载试验,采用ABAQUS软件进行了675个后置翼墙加固试件在水平反复荷载下的有限元模拟。试验和有限元分析结果表明:由于后置翼墙作为原柱的耗能及加固部件有效保护了原柱,后置翼墙加固试件中原柱损伤相对较轻;后置翼墙一字形加固柱的损伤主要发生在两片后置翼墙端部区域,T形及L形加固柱原柱损伤主要发生在未后置翼墙一侧,且损伤区域较小;建立了翼墙加固柱极限层间位移角关于原柱轴压比、剪跨比、翼墙钢筋配筋率等关键参数的计算式。
In order to investigate the seismic performance of reinforced concrete frame columns with post-built wing walls,low-cycle reversed loading tests toward 18 reinforced concrete specimens with post-built wing walls and finite element analysis of 675 models were completed. In the 18 reinforced concrete specimens with post-built wing walls,the test axial compression ratios of existing columns were 0. 31,0. 36 and 0. 40,respectively,while the longitudinal reinforcement ratios of existing columns ranged from 0. 82% to 1. 23%. The test and analysis results show that the wing walls are used as a energy dissipating element and reinforcing component to protect the existing column,so that the damage of existing columns with post-built wing wall are relatively damaged lightly. The damage of the 1-shaped reinforced column of the wing wall mainly occurs in the end region of the two rear wing walls. The damage of the original column of the T-shaped and L-shaped reinforced columns mainly occurs on the side of the rear wing wall and the damage area is small. The mathematical expression of the ultimate displacement angle of the wing-wall reinforced column by giving consideration to the key parameters of the existing column such as axial-compression ratio,shear span ratio,reinforcement ratio of the wing walls,etc.
In order to investigate the seismic performance of reinforced concrete frame columns with post-built wing walls,low-cycle reversed loading tests toward 18 reinforced concrete specimens with post-built wing walls and finite element analysis of 675 models were completed. In the 18 reinforced concrete specimens with post-built wing walls,the test axial compression ratios of existing columns were 0. 31,0. 36 and 0. 40,respectively,while the longitudinal reinforcement ratios of existing columns ranged from 0. 82% to 1. 23%. The test and analysis results show that the wing walls are used as a energy dissipating element and reinforcing component to protect the existing column,so that the damage of existing columns with post-built wing wall are relatively damaged lightly. The damage of the 1-shaped reinforced column of the wing wall mainly occurs in the end region of the two rear wing walls. The damage of the original column of the T-shaped and L-shaped reinforced columns mainly occurs on the side of the rear wing wall and the damage area is small. The mathematical expression of the ultimate displacement angle of the wing-wall reinforced column by giving consideration to the key parameters of the existing column such as axial-compression ratio,shear span ratio,reinforcement ratio of the wing walls,etc.
引文
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[5]YANG Fan,WANG Ying.Experimental study on seismic performance of reinforced concrete frame columns supported with post-build wing walls[J].The Open Civil Engineering Journal,2016,10:3-12.
[6]YANG Fan,WANG Ying.An experimental study on seismic performance of reinforced concrete frame columns supported with post-build wing walls on three faces[J].International Journal of Simulation Systems,Science&Technology,2016,17(44):27.1-27.9.
[7]LEE J,FENVES G L.Plastic-damage model for cyclic loading of concrete structures[J].Journal of Engineering Mechanics,1998,124(8):892-900.
[8]KACHLAKEV D.Finite element modeling of reinforced concrete structures strengthened with FRP laminates[R].Salem,OR:Oregon Department of Transportation Research Group,2001.
[9]LUBLINER J,OLIVER J,OLLER S,et al.A plasticdamage model for concrete[J].International Journal of Solids and Structures,1989,25(3):299-326.
[10]过镇海.混凝土的强度和本构关系[M].北京:中国建筑工业出版社,2004:142-195.(GUO Zhenhai.Strength and constitutive relation of concrete[M].Beijing:China Architecture&Building Press,2004:142-195.(in Chinese))
[11]Karlsson&Sorensen,Inc.Abaqus standard user’s manual:6.10 abaqus verification manual[M].Hibbit:Karlsson&Sorensen,Inc,2010:804-810.
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