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[55]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。文献[55]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。
针对上述问题,本文主要针对初始缺陷中的H型钢残余应力,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,引入了三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,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。然后与不考虑残余应力的计算结果[55]进行对比,研究了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,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较大,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.
Aiming at the above-mentioned issues, considering 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, three 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. Three typical modeling of 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H型钢残余应力,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,引入了三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,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。然后与不考虑残余应力的计算结果[55]进行对比,研究了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,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较大,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.
Aiming at the above-mentioned issues, considering 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, three 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. Three typical modeling of 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
[1] Lee.G.C, Morrell.L.M, and Ketter.R.L, Design of Tapered Members. Welding Research Council Bulletin. No.173, June.1972
[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
[7] Ermopulos, John.C. Buckling of Tapered Bars under Stepped Axial Loads. J. Struct. Eng. ASCE. Vol.112. No.6, June 1986
[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 Re. 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
[36] Hon.K.K, and Melchers.R.E, Experimental Behaviour of Steel Column Bases. J.Construct Steel Research. Vol.9, 1988, pp.35-50.
[37] 金涛. 钢柱脚的抗滑移及转动约束作用. 西安建筑科技大学硕士论文,1993
[38] 戴贤阳. 厂房钢结构露出型柱脚性能研究. 西安建筑科技大学硕士论文,1990
[39] 陈军. 钢柱脚的转动约束. 西安建筑科技大学硕士论文,1989
[40] Hambiratnam, David.P, and Paramasivam.P. Base Plates Under Axial Loads and Moments. Journal of Structural Engineering. Vol.112. No.5, May 1986, pp.1166-1167
[41] Penserini.Paul, and Colson.Andre, Ultimate Limit Strength of Column-Base Connections. J.Construct Steel Research. Vol.14, 1989, pp.301-320
[42] Targowski.R, Lamblin.D, and Guerlement.G, Baseplate Column Connection Under Bending:Experimental and Numerical Study, J.Construct Steel Research. Vol.27, 1993, pp.37-54
[43] Ermopoulos.J.Ch, and Stamatopoulos.G.N, Analytical Modeling of Column-Base Plates Under Cyclic Loading. J.Construct Steel Research. Vol.40. No.3, 1996, pp.225-238.
[44] Stamatopoulos.G.N, and Ermopoulos.J.Ch, Interaction Curves for Column Base-Plate Connections. J.Construct. Steel Research. Vol.44. Nos.1-2, 1997, pp.69-89
[45] 于安麟 , 永毓栋 , 郭在田 , 戴贤阳 . 露出型钢柱脚抗剪性能的研究 (I). 工业建筑 . 22(3),1992,24-26.
[46] 于安麟 , 永毓栋 , 郭在田 , 戴贤阳 . 露出型钢柱脚抗剪性能的研究 (II). 工业建筑 . 22(5),1992,29-33.
[47] .Hon.K.K, and Melchers.R.E, Mpment-Rotation Curves for ‘Pinned’ Column Bases. The Structural Engineer. 65B(3),1987, pp.54-58
[48] Melchers.R.E. Column-Base Response Under Applied Moment. J.Construc. Steel Research. Vol.23, 1992, pp.127-143.
[49] Ermopoulos, John.Ch, and Stamatopoulos.George.N, Mathematical Modeling of Column Base Plate Connections. J.Construct. Steel Research. Vol.36. No.2,1996, pp.79-100
[50] 九谷和秀,增田贯志. 鉄骨柱脚の力学性状に関する実験的研究. 日本建筑学会大会学术讲演梗概集(东北),1982,1815-1816
[51] 增田贯志,九谷和秀,藤冈丰三雄. 柱脚部の变形を考慮した鉄骨ラメンの实用计算法. 日本建筑学会大会学术讲演梗概集(东北),1982,1817-1818.
[52] [Chajes.A, and Churchill,J.E, Nonlinear frame analysis by finite element methods. Journal of Structural Engineering. ASCE. Vol.113. No.6, 1987, 1221-1235
[53] 吴炎海. 柱脚嵌固度对山形门式刚架结构分析的影响. 福州大学学报. 19(3),1991,87-94
[54] 陈绍蕃. 钢结构设计原理(第二版). 科学出版社,2000
[55] 王浩科. 简易柱脚转动约束对变截面门式刚架平面内稳定承载力影响研究. 重庆大学硕士论文,2004
[56] Chen.W.F, and Atsuta.T,周绥平等译. 梁柱分析与设计(第一卷). 人民交通出版社,1997
[57] 赵峰. 考虑残余应力影响冷弯薄壁型钢轴心压杆整体稳定的计算方法. 工业建筑. 24(50),1994 ,50-55
[58] 赵峰,刘华琛. 冷弯薄壁型钢构件残余应力的模拟及其影响下的计算方法. 工程建设与设计,2004,8
[59] 郭盛,郭耀杰. 冷弯残余应力场研究.钢结构. 18(67),2003
[60] 林燕,董俊慧. 焊接残余应力数值模拟研究技术的现状与发展. 焊接技术. 32(6),2003
[61] 顾强,陈绍番. 厚板焊接柱残余应力的有限元分析.钢结构.11(31),1996
[62] 于亮. 变截面工字钢梁的弹塑性局部与整体相关稳定承载力. 清华大学,2001 ,93-94
[63] 杨娜,支旭东,沈世钊. H 型钢楔形薄壁构件的局部屈曲性能分析.[J]土木工程学报. 37(8),2004,11-15
[64] 丁洁明,沈祖炎. 一种半刚性节点的实用计算模型. 工业建筑. 22(3), 1992, 29-32
[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
[7] Ermopulos, John.C. Buckling of Tapered Bars under Stepped Axial Loads. J. Struct. Eng. ASCE. Vol.112. No.6, June 1986
[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 Re. 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
[36] Hon.K.K, and Melchers.R.E, Experimental Behaviour of Steel Column Bases. J.Construct Steel Research. Vol.9, 1988, pp.35-50.
[37] 金涛. 钢柱脚的抗滑移及转动约束作用. 西安建筑科技大学硕士论文,1993
[38] 戴贤阳. 厂房钢结构露出型柱脚性能研究. 西安建筑科技大学硕士论文,1990
[39] 陈军. 钢柱脚的转动约束. 西安建筑科技大学硕士论文,1989
[40] Hambiratnam, David.P, and Paramasivam.P. Base Plates Under Axial Loads and Moments. Journal of Structural Engineering. Vol.112. No.5, May 1986, pp.1166-1167
[41] Penserini.Paul, and Colson.Andre, Ultimate Limit Strength of Column-Base Connections. J.Construct Steel Research. Vol.14, 1989, pp.301-320
[42] Targowski.R, Lamblin.D, and Guerlement.G, Baseplate Column Connection Under Bending:Experimental and Numerical Study, J.Construct Steel Research. Vol.27, 1993, pp.37-54
[43] Ermopoulos.J.Ch, and Stamatopoulos.G.N, Analytical Modeling of Column-Base Plates Under Cyclic Loading. J.Construct Steel Research. Vol.40. No.3, 1996, pp.225-238.
[44] Stamatopoulos.G.N, and Ermopoulos.J.Ch, Interaction Curves for Column Base-Plate Connections. J.Construct. Steel Research. Vol.44. Nos.1-2, 1997, pp.69-89
[45] 于安麟 , 永毓栋 , 郭在田 , 戴贤阳 . 露出型钢柱脚抗剪性能的研究 (I). 工业建筑 . 22(3),1992,24-26.
[46] 于安麟 , 永毓栋 , 郭在田 , 戴贤阳 . 露出型钢柱脚抗剪性能的研究 (II). 工业建筑 . 22(5),1992,29-33.
[47] .Hon.K.K, and Melchers.R.E, Mpment-Rotation Curves for ‘Pinned’ Column Bases. The Structural Engineer. 65B(3),1987, pp.54-58
[48] Melchers.R.E. Column-Base Response Under Applied Moment. J.Construc. Steel Research. Vol.23, 1992, pp.127-143.
[49] Ermopoulos, John.Ch, and Stamatopoulos.George.N, Mathematical Modeling of Column Base Plate Connections. J.Construct. Steel Research. Vol.36. No.2,1996, pp.79-100
[50] 九谷和秀,增田贯志. 鉄骨柱脚の力学性状に関する実験的研究. 日本建筑学会大会学术讲演梗概集(东北),1982,1815-1816
[51] 增田贯志,九谷和秀,藤冈丰三雄. 柱脚部の变形を考慮した鉄骨ラメンの实用计算法. 日本建筑学会大会学术讲演梗概集(东北),1982,1817-1818.
[52] [Chajes.A, and Churchill,J.E, Nonlinear frame analysis by finite element methods. Journal of Structural Engineering. ASCE. Vol.113. No.6, 1987, 1221-1235
[53] 吴炎海. 柱脚嵌固度对山形门式刚架结构分析的影响. 福州大学学报. 19(3),1991,87-94
[54] 陈绍蕃. 钢结构设计原理(第二版). 科学出版社,2000
[55] 王浩科. 简易柱脚转动约束对变截面门式刚架平面内稳定承载力影响研究. 重庆大学硕士论文,2004
[56] Chen.W.F, and Atsuta.T,周绥平等译. 梁柱分析与设计(第一卷). 人民交通出版社,1997
[57] 赵峰. 考虑残余应力影响冷弯薄壁型钢轴心压杆整体稳定的计算方法. 工业建筑. 24(50),1994 ,50-55
[58] 赵峰,刘华琛. 冷弯薄壁型钢构件残余应力的模拟及其影响下的计算方法. 工程建设与设计,2004,8
[59] 郭盛,郭耀杰. 冷弯残余应力场研究.钢结构. 18(67),2003
[60] 林燕,董俊慧. 焊接残余应力数值模拟研究技术的现状与发展. 焊接技术. 32(6),2003
[61] 顾强,陈绍番. 厚板焊接柱残余应力的有限元分析.钢结构.11(31),1996
[62] 于亮. 变截面工字钢梁的弹塑性局部与整体相关稳定承载力. 清华大学,2001 ,93-94
[63] 杨娜,支旭东,沈世钊. H 型钢楔形薄壁构件的局部屈曲性能分析.[J]土木工程学报. 37(8),2004,11-15
[64] 丁洁明,沈祖炎. 一种半刚性节点的实用计算模型. 工业建筑. 22(3), 1992, 29-32
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