阶形柱的稳定及框架—弯剪型支撑体系中框架柱的柱端弯矩放大系数
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摘要
本文内容主要包括两部分:
Ⅰ 考虑剪切变形影响的阶形柱的稳定
下柱是格构柱的阶形柱在中型及重型有吊车工业厂房及高度较大的厂房中广泛应用。
这种柱子的稳定性,目前的做法是按上下柱均为实腹式柱来确定其计算长度的,但是在确定下柱截面的惯性矩时,将按照平截面假定算得的惯性矩乘以0.9的系数以考虑下柱截面剪切变形对计算长度系数的影响。在这样求得计算长度系数μ后,又采用换算长细比考虑剪切变形的影响,这种算法有两次考虑剪切变形影响的可能。
这种方法与精确的算法到底有多大的差别,目前尚无文献资料介绍。本文第二章利用精确的理论讨论剪切变形对阶形柱稳定的影响,并对上述方法进行比较。
Ⅱ 框架—弯剪型支撑体系中框架柱的柱端弯矩放大系数
在多高层框架结构中,常设置一些支撑体系来加强结构的整体刚度,从而形成框架一支撑双重抗侧力体系。实际结构中,支撑体系多为弯剪型支撑,即同时考虑弯曲变形和剪切变形的影响。
结构在水平荷载作用下产生水平侧移,竖向荷载作用于水平侧移而产生的内力与侧移增大的现象称为P-Δ效应。在设计时有必要考虑此放大系数。
本文第三章根据一些文献和已有的研究对框架—弯剪型支撑体系中框架柱的柱端弯矩放大系数和结构位移放大系数进行分析,提出了近似的计算公式。并通过ANSYs有限元方法建立各种模型,进行算例分析,计算框架—弯剪型支撑体系中框架柱的柱端弯矩放大系数和结构位移放大系数,并与公式计算得的值作比较。建立的模型包括变截面、变刚度、变轴力和不同的加载方式等各种形式。
This paper is composed of two partsI Buckling of stepped columns considering the effect of shear deformationStepped columns are widely used in medium and heavy-duty crane industrial workshops.The effective length factor of a stepped column is decided by solid column at present. But when deciding the section inertia moment of the column below, coefficient 0.9 is used, and after effective length factor μ. is obtained, equivalent slenderness ratio is used to consider the effect of shear deformation. Thismethod may consider the effect of shear deformation twice.There are no documentations that present the difference between the method above and the exact method at present. Chapter2 of this paper discusses the buckling of stepped columns considering the effect of shear deformation by exact theory, and the results are compared with the results obtained from the method above.II Moment amplification factor of columns in frame-shear-flexural bracing systems In multi-story buildings, bracing systems are usually used to enhance the structure overall stiffness.Frame-bracing structure is a type of dual system. In practice, the bracing systems are mostly shear-flexural ones, where the shear and flexural deformation must be considered simultaneously.Under the lateral and vertical load, considering the P - A effect, the moment in columns will be amplified, and the amplification factor should be considered in design.Chapter3 of this paper analyzes the moment amplification factor of columns and the structural displacement amplification factor in frame — shear-flexural bracing systems based on some documentations and concerned studies, and an approximate formula is proposed. The factors are also calculated by FEM method and compared with the formula results. The models built in ANSYS include various types such as changes in cross section, changes in stiffness, changes in axial force, different loading method and so on.
Ⅰ 考虑剪切变形影响的阶形柱的稳定
下柱是格构柱的阶形柱在中型及重型有吊车工业厂房及高度较大的厂房中广泛应用。
这种柱子的稳定性,目前的做法是按上下柱均为实腹式柱来确定其计算长度的,但是在确定下柱截面的惯性矩时,将按照平截面假定算得的惯性矩乘以0.9的系数以考虑下柱截面剪切变形对计算长度系数的影响。在这样求得计算长度系数μ后,又采用换算长细比考虑剪切变形的影响,这种算法有两次考虑剪切变形影响的可能。
这种方法与精确的算法到底有多大的差别,目前尚无文献资料介绍。本文第二章利用精确的理论讨论剪切变形对阶形柱稳定的影响,并对上述方法进行比较。
Ⅱ 框架—弯剪型支撑体系中框架柱的柱端弯矩放大系数
在多高层框架结构中,常设置一些支撑体系来加强结构的整体刚度,从而形成框架一支撑双重抗侧力体系。实际结构中,支撑体系多为弯剪型支撑,即同时考虑弯曲变形和剪切变形的影响。
结构在水平荷载作用下产生水平侧移,竖向荷载作用于水平侧移而产生的内力与侧移增大的现象称为P-Δ效应。在设计时有必要考虑此放大系数。
本文第三章根据一些文献和已有的研究对框架—弯剪型支撑体系中框架柱的柱端弯矩放大系数和结构位移放大系数进行分析,提出了近似的计算公式。并通过ANSYs有限元方法建立各种模型,进行算例分析,计算框架—弯剪型支撑体系中框架柱的柱端弯矩放大系数和结构位移放大系数,并与公式计算得的值作比较。建立的模型包括变截面、变刚度、变轴力和不同的加载方式等各种形式。
This paper is composed of two partsI Buckling of stepped columns considering the effect of shear deformationStepped columns are widely used in medium and heavy-duty crane industrial workshops.The effective length factor of a stepped column is decided by solid column at present. But when deciding the section inertia moment of the column below, coefficient 0.9 is used, and after effective length factor μ. is obtained, equivalent slenderness ratio is used to consider the effect of shear deformation. Thismethod may consider the effect of shear deformation twice.There are no documentations that present the difference between the method above and the exact method at present. Chapter2 of this paper discusses the buckling of stepped columns considering the effect of shear deformation by exact theory, and the results are compared with the results obtained from the method above.II Moment amplification factor of columns in frame-shear-flexural bracing systems In multi-story buildings, bracing systems are usually used to enhance the structure overall stiffness.Frame-bracing structure is a type of dual system. In practice, the bracing systems are mostly shear-flexural ones, where the shear and flexural deformation must be considered simultaneously.Under the lateral and vertical load, considering the P - A effect, the moment in columns will be amplified, and the amplification factor should be considered in design.Chapter3 of this paper analyzes the moment amplification factor of columns and the structural displacement amplification factor in frame — shear-flexural bracing systems based on some documentations and concerned studies, and an approximate formula is proposed. The factors are also calculated by FEM method and compared with the formula results. The models built in ANSYS include various types such as changes in cross section, changes in stiffness, changes in axial force, different loading method and so on.
引文
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[2] S.P.铁摩辛柯,弹性稳定理论[M],第二版,科学出版社,1961
[3] 陈绍蕃,钢结构设计原理[M],第二版,科学出版社,1982
[4] 夏志斌、姚谏,钢结构[M],第一版,浙江大学出版社,1996
[5] 陈骥,钢结构稳定理论与设计[M],第一版,科学出版社,2001
[6] 陈骥,单层厂房框架阶形柱计算长度系数[J],西安冶金建筑学院学报,1992,24(1)
[7] 陈骥,柱顶无侧移的单阶柱计算长度系数[J],西安冶金建筑学院学报,1992,24(4)
[8] 中华人民共和国国家标准,《钢结构设计规范》(GB50017—2003)[S],中国计划出版社,2003
[9] 钢结构设计手册[M],第三版,中国建筑工业出版社,2004
[10] 刘书江、童根树,格构式压弯杆平面内稳定计算[J],钢结构,2004,19(3)
[11] 季渊、童根树,柱脚铰接有吊车厂房门式钢架柱的计算长度[J],工业建筑,2004,34 (2)
[12] 童根树、王金鹏,厂房阶形柱的计算长度等轴力负刚度概念的应用[J],建筑结构增刊,纪念陈绍蕃教授从事土木工程60周年学术交流会,2004
[13] 季渊,童根树,柱脚固接有吊车厂房门式钢架柱的计算长度[J],工业建筑,2004 (7)
[14] B.S.史密斯、A.库尔,高层建筑结构分析与设计[M],陈瑜、龚炳年等译,地震出版社,1993
[15] 梁启智,高层建筑结构分析与设计[M],华南理工大学出版社,1992
[16] 郑延银,高层建筑钢结构[M],中国建筑工业出版社,2000
[17] 陈富生、邱国桦、范重,高层建筑钢结构设计[M],中国建筑工业出版社,2004
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[19] 叶文洪、梁启智,考虑二阶效应时框-剪结构的简化分析[J],工程力学,1999,16 (1)
[20] 郑延银、董军、朱惠,高层钢结构双重抗侧力体系的二阶简化分析[J],南京建筑工程学院学报,2001,2
[21] 刘开国,高层钢框架P-△效应的简化计算[J],建筑结构学报,1991,12 (5)
[22] 龙驭球、包世华,结构力学教程[M],第一版,高等教育出版社,1998
[23] 孙训方、方孝淑、关来泰,材料力学[M],第二版,高等教育出版社,1995
[24] 郑延银,高层钢结构框架—支撑体系整体稳定与二阶分析的等效模型[J],钢结构,2000,(增刊),32-37
[25] 童根树、施祖元,非完全支撑框架的稳定性[J],土木工程学报,1998,5
[26] 季渊、童根树、施祖元,弯曲型支撑框架结构的临界荷载与临界支撑刚度研究[J],浙江大学学 报工学版,2002,5
[27] 童根树、季渊,多高层框架—弯剪型支撑结构的稳定性研究[J],土木工程学报,2005,38(5)
[28] 饶芝英、童根树,多高层钢结构的分类及其稳定性计算[J],建筑结构,2002,5
[29] 饶芝英、童根树,钢结构稳定的新诠释[J],建筑结构,2002,5
[30] 童根树、胡进秀,双重抗侧力结构的整体屈曲和框架柱的弯矩放大系数[J],建筑钢结构进展,2005
[31] 童根树、胡进秀,框架—弯曲型支撑体系的弯矩放大系数[J],建筑结构,2005
[32] 李东,纵向支撑框架稳定性分析及支撑设计要求[D],浙江大学博士论文,2005
[33] 季渊,多高层框架—支撑结构的弹塑性稳定性分析及其支撑研究[D],浙江大学博士论文,2003
[34] 赵伟,梁柱外伸端板连接中若干问题研究[D],浙江大学博士论文,2006
[35] 高宇,双重弯剪型抗侧力体系的相互作用[D],浙江大学硕士论文,2006
[36] 胡进秀,框架—弯曲型支撑体系中框架柱的弯矩放大系数及整体弹性稳定[D],浙江大学硕士论文,2006
[37] 胡海昌,弹性力学的变分原理及其应用[M],科学出版社,1981
[38] 王磊、李家宝,结构分析的有限差分法[M],人民交通出版社,1981
[39] ANSYS非线性分析指南[M],美国ANSYS公司北京办事处
[40] Timoshenko S. P., Gere J. M., Theory of elastic stability [M], Engineering Societies Monograph, 2nd Ed, McGraw Hill Co. Inc, New York, 1961
[41] Rosman R., Stability and Dynamics of Shear-Wall Frame Structures[J], Build. Sci., 1974, 9: 55～63
[42] Aristizabal-Ochoa J. D., Story stability of braced, partially braced and unbraced frames: classical approach [J], Journal of Structural Engineering. ASCE, 1997, 123 (6)
[43] AISC, Load and Resistance Factor Design Specification for Structural Steel Buildings[S], Chicago, IL, 1993
[44] Chen W. F., Structural stability: from theory to practice[J], Engineering Structures, 2000, 22: 116～122
[45] Basu. A. K. and Nagpal. A. K., Frame-Wall Systems with Rigidly Jointed Link Beams[J], J. Struct. Div. ASCE, 1980, 106 (5): 1175～1190
[46] Cardan. B., Concrete Shear Walls Combined with Rigid Frames in Multistory Buildings Subject to Laterral Loads[J], J. Am. Conc. Inst., 1961, 58 (3): 299～316
[47] Chowdhary. B., Nagpal. A. K. and Nayar. K. K., Laterrally Loaded Frame Wall Systems [J], Int. J. Struct., 1986, 6 (2): 57～70
[48] Coull. A. and haehatoorian. H., Analysis of Laterally Loaded Wall-Frames Structures[J] , J. Struct. Engineer. ASCE, 1984, 100 (6): 1396～1399
[49] Frischmann. W. Wand and Toppler. J. F., Multi-story Frames Interconnected Shear Walls Subjected to Lateral Loads [J], Conc. and Construct. Engineer, London, 1963: 227～234
[50] Gould. P. L., Interaction of Shear Wall-Frame System in Multistory Building[J], J. Am. Conc. Inst, 1965, 62 (1), 45～70
[51] Majumdar. S. N. G. and Adams. P. F, Test on Steel-Frame Shear-Wall Structures [J] , J. Struct. Div. ASCE, 1971, 97 (4), 1097～1111
[52] Oakberg. R. G. and Weaver. W. Analysis of Frames with Shear Walls by finite Element[J], Proc. Svmp. Application of Finite Element Methods in Civil Engineer, Vanderbilt University, 1969: 567～607
[53] Rutenberg. A. and Heidebrecht. A. C, Approximate Analysis of Asymmetric Wall-Frame Structures[J], Building Sci, 1975, 10 (1), 27～35
[54] Winokur. A. and Gluck. J., Lateral Loads in Asymmetric Multistory Structures [J], J. Struct. Div. ASCE, 1968, 94 (3), 645～656
[55] Vanderbilt. M. D., Equivalent Frame Analysis for Lateral Loads[J], J Struct. iv. ASCE, 1979, 105 (10): 1981～1998
[56] Polyakov. S. V., Calculation of the Horizontal Loads Acting in the Plane of the Walls of Framed Buildings[J], Stroit. Mekh. Raschet Sooruzhenii., 1961, 3 (2)
[2] S.P.铁摩辛柯,弹性稳定理论[M],第二版,科学出版社,1961
[3] 陈绍蕃,钢结构设计原理[M],第二版,科学出版社,1982
[4] 夏志斌、姚谏,钢结构[M],第一版,浙江大学出版社,1996
[5] 陈骥,钢结构稳定理论与设计[M],第一版,科学出版社,2001
[6] 陈骥,单层厂房框架阶形柱计算长度系数[J],西安冶金建筑学院学报,1992,24(1)
[7] 陈骥,柱顶无侧移的单阶柱计算长度系数[J],西安冶金建筑学院学报,1992,24(4)
[8] 中华人民共和国国家标准,《钢结构设计规范》(GB50017—2003)[S],中国计划出版社,2003
[9] 钢结构设计手册[M],第三版,中国建筑工业出版社,2004
[10] 刘书江、童根树,格构式压弯杆平面内稳定计算[J],钢结构,2004,19(3)
[11] 季渊、童根树,柱脚铰接有吊车厂房门式钢架柱的计算长度[J],工业建筑,2004,34 (2)
[12] 童根树、王金鹏,厂房阶形柱的计算长度等轴力负刚度概念的应用[J],建筑结构增刊,纪念陈绍蕃教授从事土木工程60周年学术交流会,2004
[13] 季渊,童根树,柱脚固接有吊车厂房门式钢架柱的计算长度[J],工业建筑,2004 (7)
[14] B.S.史密斯、A.库尔,高层建筑结构分析与设计[M],陈瑜、龚炳年等译,地震出版社,1993
[15] 梁启智,高层建筑结构分析与设计[M],华南理工大学出版社,1992
[16] 郑延银,高层建筑钢结构[M],中国建筑工业出版社,2000
[17] 陈富生、邱国桦、范重,高层建筑钢结构设计[M],中国建筑工业出版社,2004
[18] 梁启智、谢理,框-剪结构的二阶分析[J],建筑结构学报,1986,7 (5)
[19] 叶文洪、梁启智,考虑二阶效应时框-剪结构的简化分析[J],工程力学,1999,16 (1)
[20] 郑延银、董军、朱惠,高层钢结构双重抗侧力体系的二阶简化分析[J],南京建筑工程学院学报,2001,2
[21] 刘开国,高层钢框架P-△效应的简化计算[J],建筑结构学报,1991,12 (5)
[22] 龙驭球、包世华,结构力学教程[M],第一版,高等教育出版社,1998
[23] 孙训方、方孝淑、关来泰,材料力学[M],第二版,高等教育出版社,1995
[24] 郑延银,高层钢结构框架—支撑体系整体稳定与二阶分析的等效模型[J],钢结构,2000,(增刊),32-37
[25] 童根树、施祖元,非完全支撑框架的稳定性[J],土木工程学报,1998,5
[26] 季渊、童根树、施祖元,弯曲型支撑框架结构的临界荷载与临界支撑刚度研究[J],浙江大学学 报工学版,2002,5
[27] 童根树、季渊,多高层框架—弯剪型支撑结构的稳定性研究[J],土木工程学报,2005,38(5)
[28] 饶芝英、童根树,多高层钢结构的分类及其稳定性计算[J],建筑结构,2002,5
[29] 饶芝英、童根树,钢结构稳定的新诠释[J],建筑结构,2002,5
[30] 童根树、胡进秀,双重抗侧力结构的整体屈曲和框架柱的弯矩放大系数[J],建筑钢结构进展,2005
[31] 童根树、胡进秀,框架—弯曲型支撑体系的弯矩放大系数[J],建筑结构,2005
[32] 李东,纵向支撑框架稳定性分析及支撑设计要求[D],浙江大学博士论文,2005
[33] 季渊,多高层框架—支撑结构的弹塑性稳定性分析及其支撑研究[D],浙江大学博士论文,2003
[34] 赵伟,梁柱外伸端板连接中若干问题研究[D],浙江大学博士论文,2006
[35] 高宇,双重弯剪型抗侧力体系的相互作用[D],浙江大学硕士论文,2006
[36] 胡进秀,框架—弯曲型支撑体系中框架柱的弯矩放大系数及整体弹性稳定[D],浙江大学硕士论文,2006
[37] 胡海昌,弹性力学的变分原理及其应用[M],科学出版社,1981
[38] 王磊、李家宝,结构分析的有限差分法[M],人民交通出版社,1981
[39] ANSYS非线性分析指南[M],美国ANSYS公司北京办事处
[40] Timoshenko S. P., Gere J. M., Theory of elastic stability [M], Engineering Societies Monograph, 2nd Ed, McGraw Hill Co. Inc, New York, 1961
[41] Rosman R., Stability and Dynamics of Shear-Wall Frame Structures[J], Build. Sci., 1974, 9: 55～63
[42] Aristizabal-Ochoa J. D., Story stability of braced, partially braced and unbraced frames: classical approach [J], Journal of Structural Engineering. ASCE, 1997, 123 (6)
[43] AISC, Load and Resistance Factor Design Specification for Structural Steel Buildings[S], Chicago, IL, 1993
[44] Chen W. F., Structural stability: from theory to practice[J], Engineering Structures, 2000, 22: 116～122
[45] Basu. A. K. and Nagpal. A. K., Frame-Wall Systems with Rigidly Jointed Link Beams[J], J. Struct. Div. ASCE, 1980, 106 (5): 1175～1190
[46] Cardan. B., Concrete Shear Walls Combined with Rigid Frames in Multistory Buildings Subject to Laterral Loads[J], J. Am. Conc. Inst., 1961, 58 (3): 299～316
[47] Chowdhary. B., Nagpal. A. K. and Nayar. K. K., Laterrally Loaded Frame Wall Systems [J], Int. J. Struct., 1986, 6 (2): 57～70
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