残余应力及柱脚转动约束对门式刚架平面内稳定承载力影响研究
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摘要
在依照中国工程建设标准化协会于2002年颁布的《门式刚架轻型房屋钢结构技术规程》(CECS102:2002)对门式刚架楔形柱进行稳定验算时,通常将经常采用的两种简易柱脚形式(1块底板加2或4枚锚栓的柱脚)一概视为铰接,这样就使设计工作大大简化。然而,实验及相关分析表明,这两种柱脚形式(特别是4枚锚栓的简易柱脚)实际上具有相当程度的抗转动能力。在文献[55]的研究中就柱脚实际存在的这种转动约束能在多大程度上增强楔形柱的稳定承载能力做了细致的研究,然而在研究过程中未能计入初始缺陷对该承载力提高的影响。那么初始缺陷究竟对承载力的提高有多大影响?如何在设计中考虑这一影响呢?
针对上述问题,本文主要针对初始缺陷中的工字钢腹板焊接残余应力,对比前人所做的关于柱脚转动约束刚度的研究,在借鉴实验资料及有关分析的基础上,引入了两种焊接残余应力的计算模型,并对在文献[55]中采用的考虑了二阶非线性有限元方法计算门式刚架整体稳定的计算机程序进行了修改,用计算机对单跨门式刚架在有代表性的荷载形式作用下进行了大量的计算。然后与不考虑焊接残余应力的计算结果进行对比,研究了部分焊接残余应力对单考虑柱脚转动约束的门式刚架稳定承载力增强的影响。发现部分焊接残余应力对柱脚配置4枚锚栓的抗转动约束能力的影响较弱,该削弱较小的降低了只考虑柱脚转动约束而未计入焊接残余应力影响时的门式刚架平面内稳定承载力的增值,证明可以在工程设计中适当考虑该有利作用,进一步节约材料,提高经济指标,并提出了具体的而且较为简单的措施。而柱脚仅配置2枚锚栓时,柱脚的抗转动约束能力在计入焊接残余应力影响后降幅更多,而且当锚栓直径、底板厚度较小时,刚架的实际承载能力甚至低于《规程》的计算值,因此,建议当柱脚仅配置2枚锚栓时,不宜提高刚架的稳定承载力,在保证一定的柱脚构造要求后,才可以较为安全的使用《规程》的计算值。
When testing the in-plane stability of portal frame according to Technical specification for steel structure of light-weighted buildings with gabled frames (CECS102: 2002) enacted by the Standardization Institute of Chinese Construction in 2002, it usually takes the two staple simplified column feet as hinged column feet, which makes the designing work rather easily. However, it has been proved that the two kinds of column feet (especially the foot with four anchor bolts) actually have remarkable ability of rotational restrict with the deduction of theory and experiments. In referenced essay [55], the improved the stability of the frame is carefully studied, but the was not concerned. How much can the initialized objections affect increase of the stability? And how to take account of the affection in design?Aiming at the above-mentioned issues, considering partial residual stress in this paper, compared with the researches on the rotational restricted stiffness of column feet made before, with experimental information and relational analysis, two partial sealed residual stress modeling are introduced. Codes are modified which were made in referenced essay [55] based on second-order non-linear finite element methods and for analyzing overall stability of portal frame. Two typical modeling of partial residual stresses are introduced to compute stability of one-bay portal frame loaded by typical loads with computer. After that, it is compared with the results without the affection of partial residual stresses, studies the affection due to sealed residual stresses act on one-bay portal frame based on column feet by rotational restriction. It is concluded that sealed residual stresses has a faint impact on the anti-rotational ability of column feet with 4 anchor bolts, and the overall influences slightly decrease the in-plane stability of portal frame based on column foot by rotational restriction without the residual stresses. It is proved that this advantage could be used in design, saving lots of materials and simple measures are introduced as well. On the other hand, the infection on anti-rotational ability of column base with 2 anchor bolts is un-negligible. Moreover, the actual stability is less than Specification's when the diameter of anchor bolts and the thickness of column base plate are too small. So it is suggested that no improving the overall stable capacity could be introduced when column base is consisted of 2 anchor bolts. Only when the structure of column base is ensured, could the Specification's stable capacity be used safely.
针对上述问题,本文主要针对初始缺陷中的工字钢腹板焊接残余应力,对比前人所做的关于柱脚转动约束刚度的研究,在借鉴实验资料及有关分析的基础上,引入了两种焊接残余应力的计算模型,并对在文献[55]中采用的考虑了二阶非线性有限元方法计算门式刚架整体稳定的计算机程序进行了修改,用计算机对单跨门式刚架在有代表性的荷载形式作用下进行了大量的计算。然后与不考虑焊接残余应力的计算结果进行对比,研究了部分焊接残余应力对单考虑柱脚转动约束的门式刚架稳定承载力增强的影响。发现部分焊接残余应力对柱脚配置4枚锚栓的抗转动约束能力的影响较弱,该削弱较小的降低了只考虑柱脚转动约束而未计入焊接残余应力影响时的门式刚架平面内稳定承载力的增值,证明可以在工程设计中适当考虑该有利作用,进一步节约材料,提高经济指标,并提出了具体的而且较为简单的措施。而柱脚仅配置2枚锚栓时,柱脚的抗转动约束能力在计入焊接残余应力影响后降幅更多,而且当锚栓直径、底板厚度较小时,刚架的实际承载能力甚至低于《规程》的计算值,因此,建议当柱脚仅配置2枚锚栓时,不宜提高刚架的稳定承载力,在保证一定的柱脚构造要求后,才可以较为安全的使用《规程》的计算值。
When testing the in-plane stability of portal frame according to Technical specification for steel structure of light-weighted buildings with gabled frames (CECS102: 2002) enacted by the Standardization Institute of Chinese Construction in 2002, it usually takes the two staple simplified column feet as hinged column feet, which makes the designing work rather easily. However, it has been proved that the two kinds of column feet (especially the foot with four anchor bolts) actually have remarkable ability of rotational restrict with the deduction of theory and experiments. In referenced essay [55], the improved the stability of the frame is carefully studied, but the was not concerned. How much can the initialized objections affect increase of the stability? And how to take account of the affection in design?Aiming at the above-mentioned issues, considering partial residual stress in this paper, compared with the researches on the rotational restricted stiffness of column feet made before, with experimental information and relational analysis, two partial sealed residual stress modeling are introduced. Codes are modified which were made in referenced essay [55] based on second-order non-linear finite element methods and for analyzing overall stability of portal frame. Two typical modeling of partial residual stresses are introduced to compute stability of one-bay portal frame loaded by typical loads with computer. After that, it is compared with the results without the affection of partial residual stresses, studies the affection due to sealed residual stresses act on one-bay portal frame based on column feet by rotational restriction. It is concluded that sealed residual stresses has a faint impact on the anti-rotational ability of column feet with 4 anchor bolts, and the overall influences slightly decrease the in-plane stability of portal frame based on column foot by rotational restriction without the residual stresses. It is proved that this advantage could be used in design, saving lots of materials and simple measures are introduced as well. On the other hand, the infection on anti-rotational ability of column base with 2 anchor bolts is un-negligible. Moreover, the actual stability is less than Specification's when the diameter of anchor bolts and the thickness of column base plate are too small. So it is suggested that no improving the overall stable capacity could be introduced when column base is consisted of 2 anchor bolts. Only when the structure of column base is ensured, could the Specification's stable capacity be used safely.
引文
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[2] Foggel, C.M., and Ketter, R.L., Elastic Strength of Tapered Columns, Journal of the Structure Division, ASCE, Vol.88, No.ST5, Paper 3301, Oct., 1962.
[3] Charles, G..Culer and Stephen, M.Preg, Elastic Stability of Tapered Beam-Columns, Journal of the Structure Division, ASCE, Vol.94, No.ST2, Feb., 1968.
[4] Just, D.J., Just, Analysis of Plane Frame of Linearly Varying Rectangular Section, The Structural Engineer, Jan., 1975.
[5] Just, D.J., Just, Plane Frameworks of Tapering Box and I-section, Journal of the Structural Division, Vol. 103, No. ST1.
[6] James, M. Gere, and Winfred, O. Cater, Critical Buckling Loads of Tapered Bars under Stepped Axial Loads, J. Struct. Eng., ASCE, Vol.112, No.6, June, 1986.
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[8] Davies, J. M., Inplane Stability in Portal Frame, The Structural Engineer, Vol.68, No.8/17, April, 1990.
[9] Balogh, J., Ivanyi Jr, M. and Varga, G., Analysi of Multi-interaction of Soil-Foundation-Steel Structure, J. Construct. Steel Res., Vol.46, Nos.1-3, pp.117-118, paper number 323, 1998.
[10] Silvestres, N., Mesquita, A., Camotim, D. and Silva, L., In-Plane Buckling Behavior of Pitched-Roof Steel Frames with Semi-Rigid Connections, Proceedings of the 1998 SSRC Annual Technical Session and Meeting(Theme Conference Workshop).
[11] Nogueiro, P., Silva, L., Silvestres, N. and Camotim, D., Proceedings of the 2000 SSRC Annual Technical Session and Meeting, pp. 104-116.
[12] Butler, D. J. and Anderson, G. B., the Elastic Buckling of Tapered Beam-column, Welding Research Supplement, 29-S, Jan., 1963.
[13] Hiroyaki Shiom and Maneaki Kurata, Strenth Formula for Tapered Beam-columns, Journal of Structural Engineering, Vol.110, No.7, July, 1984.
[14] J. M. Davies, P. Engel, T. T. C. Liu, and L. J. Morris, Realistic Modeling of Engineer, Vol.68, No.1/9, Jan., 1990.
[15] Melchers, R.E. and Maas, G., Column Base Restraint Effect for a Steel Portal Frame, the Strutural Engineer, Vol.72, No. 4, 15 Feb.,1994.
[16] 刘安清,直线楔形杆件框架稳定性计算,建筑结构学报,1983,4(2).
[17] 梁启智、曾令付,山形门式刚架的梁柱计算长度,土木工程学报,1987,20(1).
[18] 赵毅强,楔形杆件结构的弹性稳定分析,建筑结构学报,1990,11(6),58-68.
[19] 张振涛,薄壁变截面结构内力与构件稳定分析的有限元法,西安建筑科技大学硕士论文,1992.
[20] 顾强、周敏辉,楔形变截面门式刚架的设计(二),西安建筑科技大学学报,1998,30(3),209-212.
[21] 陈绍蕃,门式钢框架轻型化的技术措施,建筑结构,1998,28(2),30-33.
[22] 陈绍蕃,轻型钢结构变截面门式刚架的稳定计算,建筑结构,1998,28(8),10-14.
[23] 王文明、郭彦林、赵熙元,变截面门式刚架结构的有限元分析,建筑结构,1999,29(10),57-60.
[24] 李峰,楔形变截面单跨门式刚架柱计算长度,西安建筑科技大学硕士论文,1999.
[25] 饶芝英、童根树,变截面门式刚架平面内弹性稳定计算,建筑结构,2000,30(4),8-11.
[26] 郭彦林、王文明、石永久,变截面门式刚架结构的非线性性能,工程力学,2000,17(4),29-36.
[27] 李峰、顾强,楔形变截面单跨门式刚架柱计算长度分析,西安建筑科技大学学报,2000,32(3),256-259.
[28] 卢林枫、顾强、解琦,门式刚架屋面坡度对二阶效应的影响及二阶弯矩计算公式,建筑结构,2001,32(2),26-56.
[29] 李国强、李进军,楔形压杆的非弹性稳定研究,土木工程学报,2001,34(6),34-37.
[30] 杨娜、沈世钊,变截面门式刚架结构的几何非线性性能研究,哈尔滨建筑大学学报,2001,34(3),10-15.
[31] 申红侠、顾强,楔形变截面压弯构件平面内极限承载力,西安建筑科技大学学报,2002,34(4),400-406.
[32] 童骏、陈以一、伍益莹,柱脚弹性约束对门式刚架侧移和内力的影响,结构工程师,2003(2),25-35.
[33] 中国工程建设标准化协会,门式刚架轻型房屋钢结构技术规程(CECS102:2002),中国计划出版社,2003.
[34] Picard, A. and Beaulieu, D., Behaviour of a Simple Column Base Connection, Can. J. Civ. Eng., Vol.12, 1985, pp.126-136.
[35] Picard, A. and Beaulieu, D., Rotational Restraint of a Simple Column Base Connection, Can. J. Civ. Eng., Vol.14, 1987, pp.49-57.
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