高层斜交网格-RC核心筒结构协同受力性能研究
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摘要
为掌握斜交网格筒与混凝土核心筒协同工作的受力性能,采用PERFORM-3D软件对10个不同结构特性的高层斜交网格-RC核心筒结构模型进行了静力弹塑性分析。总结了此类结构受力和塑性发展过程、变形能力及其影响因素,并从内外筒抗侧刚度的发展过程以及剪力分配规律等方面阐述了这类结构体系内外筒协同工作时的受力性能,给出了斜交网格外筒层剪力沿高度分布规律;明确了斜交网格筒的屈服路径以及斜柱传力过程。研究表明:此类结构体系关键构件的屈服顺序为:连梁、斜柱、剪力墙墙肢;结构抗侧刚度发展过程可分为两大阶段,剪力分配过程分为三大阶段;结构体系的整体变形模式呈弯剪型且空间协同工作性能较好,剪力滞后效应较小。
Based on the PERFORM-3 D software,static elastic-plastic analysis was conducted on 10 oblique grid and RC corewall structure models with different structural characteristics to understand the cooperative working performance between oblique grid and RC corewall structures. The structural plastic development process, load-deformation ability and deformation capacity as well as related influential factors were summarized. The cooperative working performance between oblique grid and RC corewall structures was explained by analyzing the development process of lateral stiffness and the shear force distribution of the outer oblique grid structure and inner RC corewall structure. The distribution of shear force of outer oblique grid tube along the height was given. The yield path and the force transmission process of outer oblique grid tube were determined. The results show that the yield orders of key components in this structural system are coupling beams,inclined columns and shear walls. The development process of lateral stiffness can be divided into two stages and the shear force distribution process can be divided into three stages. The overall deformation mode of the structural system is bending-shear type,and the spatial cooperative working performance is good,and the shear lag effect is small.
Based on the PERFORM-3 D software,static elastic-plastic analysis was conducted on 10 oblique grid and RC corewall structure models with different structural characteristics to understand the cooperative working performance between oblique grid and RC corewall structures. The structural plastic development process, load-deformation ability and deformation capacity as well as related influential factors were summarized. The cooperative working performance between oblique grid and RC corewall structures was explained by analyzing the development process of lateral stiffness and the shear force distribution of the outer oblique grid structure and inner RC corewall structure. The distribution of shear force of outer oblique grid tube along the height was given. The yield path and the force transmission process of outer oblique grid tube were determined. The results show that the yield orders of key components in this structural system are coupling beams,inclined columns and shear walls. The development process of lateral stiffness can be divided into two stages and the shear force distribution process can be divided into three stages. The overall deformation mode of the structural system is bending-shear type,and the spatial cooperative working performance is good,and the shear lag effect is small.
引文
[1]容柏生.国内高层建筑结构设计的若干新进展[J].建筑结构,2007,37(9):1-5.
[2] MOON K S. Sustainable structural engineering strategies for tall buildings[J]. Structural Design of Tall&Special Buildings,2008,17(5):895-914.
[3]周健,汪大绥.高层斜交网格结构体系的性能研究[J].建筑结构,2007,37(5):87-91.
[4]史庆轩,任浩,王斌,等.高层斜交网格筒结构体系抗震性能分析[J].建筑结构,2016,36(4):8-14.
[5]史庆轩,任浩,戎翀.高层斜交网格筒结构体系剪力滞后效应研究[J].建筑结构,2016,36(4):1-7.
[6]郭伟亮,滕军,容柏生,等.高层斜交网格筒-核心筒结构抗震性能分析[J].振动与冲击,2011,30(4):150-155.
[7]滕军,郭伟亮,容柏生,等.高层建筑斜交网格筒结构抗震概念分析[J].土木建筑与环境工程,2011,33(4):1-6.
[8]韩小雷,唐剑秋,黄艺燕,等.钢管混凝土巨型斜交网格筒体结构非线性分析[J].地震工程与工程振动,2009,29(4):77-84.
[9]韩林海.钢管混凝土结构-理论与实践[M]. 2版.北京:科学出版社,2007.
[10] MANDER J B, PRIESTLEY M J N, PARK R.Throretical stress train model for confined concrete[J].Journal of Structural Engineering, ASCE, 1988, 114(8):1804-1826.
[11]混凝土结构设计规范:GB 50010—2010[S].北京:中国建筑工业出版社,2011.
[12]张浩.斜交网格筒标准单元子结构抗震性能研究[D].哈尔滨:哈尔滨工业大学,2011.
[13]滕军,郭伟亮,张浩,等.斜交网格筒-核心筒结构地震非线性性能研究[J].土木工程学报,2012,45(8):90-96.
[14] Perstandard and commentary for the seismic rehabilitation of buildings:FEMA-356[S]. Washington D. C.:Federal Emergency Management Agency(FEMA),2000.
[15]建筑抗震设计规范:GB 50011—2010[S].北京:中国建筑工业出版社,2010.
[2] MOON K S. Sustainable structural engineering strategies for tall buildings[J]. Structural Design of Tall&Special Buildings,2008,17(5):895-914.
[3]周健,汪大绥.高层斜交网格结构体系的性能研究[J].建筑结构,2007,37(5):87-91.
[4]史庆轩,任浩,王斌,等.高层斜交网格筒结构体系抗震性能分析[J].建筑结构,2016,36(4):8-14.
[5]史庆轩,任浩,戎翀.高层斜交网格筒结构体系剪力滞后效应研究[J].建筑结构,2016,36(4):1-7.
[6]郭伟亮,滕军,容柏生,等.高层斜交网格筒-核心筒结构抗震性能分析[J].振动与冲击,2011,30(4):150-155.
[7]滕军,郭伟亮,容柏生,等.高层建筑斜交网格筒结构抗震概念分析[J].土木建筑与环境工程,2011,33(4):1-6.
[8]韩小雷,唐剑秋,黄艺燕,等.钢管混凝土巨型斜交网格筒体结构非线性分析[J].地震工程与工程振动,2009,29(4):77-84.
[9]韩林海.钢管混凝土结构-理论与实践[M]. 2版.北京:科学出版社,2007.
[10] MANDER J B, PRIESTLEY M J N, PARK R.Throretical stress train model for confined concrete[J].Journal of Structural Engineering, ASCE, 1988, 114(8):1804-1826.
[11]混凝土结构设计规范:GB 50010—2010[S].北京:中国建筑工业出版社,2011.
[12]张浩.斜交网格筒标准单元子结构抗震性能研究[D].哈尔滨:哈尔滨工业大学,2011.
[13]滕军,郭伟亮,张浩,等.斜交网格筒-核心筒结构地震非线性性能研究[J].土木工程学报,2012,45(8):90-96.
[14] Perstandard and commentary for the seismic rehabilitation of buildings:FEMA-356[S]. Washington D. C.:Federal Emergency Management Agency(FEMA),2000.
[15]建筑抗震设计规范:GB 50011—2010[S].北京:中国建筑工业出版社,2010.