国产轧制H型钢梁的整体稳定性研究
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摘要
本文对国产轧制H型钢的性能进行了大量的分析，评估了GB50017对国产轧制H型钢的适用性，为推广应用国产轧制H型钢创造条件。
逆算单元长度法是解决有初始缺陷梁的弹塑性弯扭屈曲问题行之有效的方法，笔者推导了理论计算公式。
GB50017中扭转惯性矩的简化使规格大于HN350×175的HN型钢，在计算长度大于8米时，整体稳定系数偏高5％，绝对偏大量在0.01～0.03范围。
GB50017与GBJ17－88的弹塑性修正简化式计算结果吻合得很好，前者计算的整体稳定系数比后者偏大不超过3.5％，GB50017的弹塑性简化式适用于国产轧制H型钢。
GB50017梁的整体稳定系数公式的误差是由扭转惯性矩的简化造成。任何荷载情况和钢号，规格大于HN400×150的HN型钢，当计算长度大于8米时，整体稳定系数偏高约5％，绝对偏高量在0.01～0.04范围。
GB50017计算轧制H型钢梁的整体稳定系数在弹性稳定范围是合适的，弹塑性稳定范围过于保守。弹塑性稳定范围，轧制梁比焊接梁大约多10％～20％的安全储备，且宽翼缘轧制H型钢的整体稳定性能高于窄翼缘轧制H型钢。
GB50017关于梁在等端弯矩作用下的整体稳定系数计算简化式对国产轧制H型钢过于保守。本文得出精度更高、适用范围更广的计算简化式。
GB50017关于梁的整体稳定几何控制条件对国产轧制H型钢过于保守。本文提出轧制H型钢的几何控制条件，并建议将一般工字形截面简支梁和轧制H型钢梁分列处理。
编制了等端弯矩作用下轧制H型钢梁式构件的整体稳定系数表，可供工程设计参考。
The integral stability capacity for homemade rolled H-section steel beam and the applicability of the design code (GB50017) are analyzed entirely in the paper. It gives a chance to master and popularize homemade rolled H-section steel.
The modified CDC method, proposed by Prof. Li-Kaixi, is effective to solve the problem on inelastic integral stability capacity for steel beam with initial distortion and residual stresses. According to the method, the algorithm is put forward in the paper.
Taking account of the simplified torsion moment of inertia, integral stability coefficient increase relatively 5% or 0.01~0.03 absolutely, only for narrow rolled H-section (HN) behind HN350×175, whose calculation length goes beyond the limit of 8 meters.
The discrepancy of inelastic stability modified equation between the GB50017 code and the GBJ17-88 code is wee. The former result is not more 103.5% than the latter. Concerning inelastic stability modified equation, the GB50017 code is appropriate.
As a result of the simplified torsion moment of inertia, integral stability coefficients based on the GB50017 code increase relatively 5% or 0.01~0.04 absolutely, only for HN behind HN400×150, whose calculation length goes beyond the limit of 8 meters, taking account of any load condition and any yield-point.
It is indicated that the result, based on the GB50017 code, is appropriate during the elastic integral stability range and is conservative excessively during the inelastic integral stability range, for homemade rolled H-section steel beam. Integral stability capacity of rolled beam is more 10%~20% than welded beam. At the same time, the inelastic integral stability capacity of wild rolled H-section (HW) steel beam is more superior observably than HN steel beam.
Based on the GB50017 code, the geometry control condition of integral stability capacity of homemade rolled H-section steel beam is conservative excessively and is modified accordingly. The suggestion is put forward that adopting the different geometry control condition between rolled H-section steel beam and general I-section steel beam.
Simplified formulary of integral stability coefficient is conservative excessively for homemade rolled H-section steel beam, based on the GB50017 code. In the paper, simplified formulary is modified cautiously, with more sufficient accuracy and extensive availability.
WP=6>
The practical table is compiled that integral stability coefficient of homemade rolled H-section steel beam under constant moment.
逆算单元长度法是解决有初始缺陷梁的弹塑性弯扭屈曲问题行之有效的方法，笔者推导了理论计算公式。
GB50017中扭转惯性矩的简化使规格大于HN350×175的HN型钢，在计算长度大于8米时，整体稳定系数偏高5％，绝对偏大量在0.01～0.03范围。
GB50017与GBJ17－88的弹塑性修正简化式计算结果吻合得很好，前者计算的整体稳定系数比后者偏大不超过3.5％，GB50017的弹塑性简化式适用于国产轧制H型钢。
GB50017梁的整体稳定系数公式的误差是由扭转惯性矩的简化造成。任何荷载情况和钢号，规格大于HN400×150的HN型钢，当计算长度大于8米时，整体稳定系数偏高约5％，绝对偏高量在0.01～0.04范围。
GB50017计算轧制H型钢梁的整体稳定系数在弹性稳定范围是合适的，弹塑性稳定范围过于保守。弹塑性稳定范围，轧制梁比焊接梁大约多10％～20％的安全储备，且宽翼缘轧制H型钢的整体稳定性能高于窄翼缘轧制H型钢。
GB50017关于梁在等端弯矩作用下的整体稳定系数计算简化式对国产轧制H型钢过于保守。本文得出精度更高、适用范围更广的计算简化式。
GB50017关于梁的整体稳定几何控制条件对国产轧制H型钢过于保守。本文提出轧制H型钢的几何控制条件，并建议将一般工字形截面简支梁和轧制H型钢梁分列处理。
编制了等端弯矩作用下轧制H型钢梁式构件的整体稳定系数表，可供工程设计参考。
The integral stability capacity for homemade rolled H-section steel beam and the applicability of the design code (GB50017) are analyzed entirely in the paper. It gives a chance to master and popularize homemade rolled H-section steel.
The modified CDC method, proposed by Prof. Li-Kaixi, is effective to solve the problem on inelastic integral stability capacity for steel beam with initial distortion and residual stresses. According to the method, the algorithm is put forward in the paper.
Taking account of the simplified torsion moment of inertia, integral stability coefficient increase relatively 5% or 0.01~0.03 absolutely, only for narrow rolled H-section (HN) behind HN350×175, whose calculation length goes beyond the limit of 8 meters.
The discrepancy of inelastic stability modified equation between the GB50017 code and the GBJ17-88 code is wee. The former result is not more 103.5% than the latter. Concerning inelastic stability modified equation, the GB50017 code is appropriate.
As a result of the simplified torsion moment of inertia, integral stability coefficients based on the GB50017 code increase relatively 5% or 0.01~0.04 absolutely, only for HN behind HN400×150, whose calculation length goes beyond the limit of 8 meters, taking account of any load condition and any yield-point.
It is indicated that the result, based on the GB50017 code, is appropriate during the elastic integral stability range and is conservative excessively during the inelastic integral stability range, for homemade rolled H-section steel beam. Integral stability capacity of rolled beam is more 10%~20% than welded beam. At the same time, the inelastic integral stability capacity of wild rolled H-section (HW) steel beam is more superior observably than HN steel beam.
Based on the GB50017 code, the geometry control condition of integral stability capacity of homemade rolled H-section steel beam is conservative excessively and is modified accordingly. The suggestion is put forward that adopting the different geometry control condition between rolled H-section steel beam and general I-section steel beam.
Simplified formulary of integral stability coefficient is conservative excessively for homemade rolled H-section steel beam, based on the GB50017 code. In the paper, simplified formulary is modified cautiously, with more sufficient accuracy and extensive availability.
WP=6>
The practical table is compiled that integral stability coefficient of homemade rolled H-section steel beam under constant moment.
引文
[1] 北京钢铁设计研究总院．钢结构设计规范（GB50017送审稿）．北京．2001.10
[2] 李开禧、肖允徽．逆算单元长度法计算单轴失稳时钢压杆的临界力．重庆建筑工程学院学报．1982（4）．p26－45
[3] 李开禧、肖允徽等．钢压杆的柱子曲线．重庆建筑工程学院学报．1985（1）．p24－27
[4] 李开禧、饶晓峰．单向偏心钢压杆弯扭屈曲临界力．重庆建筑工程学院学报．p1－9
[5] 须宛明、李开禧、魏明钟．不等端弯矩作用下双角钢截面压弯构件的承载能力研究．
1989（6）．Vol.11．No.2．p13－21
[6] 陈绍蕃．钢结构设计原理．第二版．北京．科学出版社．1998.8．p134－154
[7] 陈绍蕃．钢结构稳定设计指南．第一版．北京．中国建筑工业出版社．1996.9．p62－89
[8] 魏明钟．钢结构．第一版．武汉．武汉工业大学出版社．2000.8．p71－102
[9] 李开禧、魏明钟．钢构件的稳定．第一版．四川．四川科学技术出版社．1988.5．p39－55
[10] 张显杰．热轧工字钢梁的弹塑性侧扭屈曲．浙江大学建筑工程学院．学位论文．浙江大学．
p1－15
[11] 张显杰、夏志斌．钢梁侧扭屈曲的归一化研究．钢结构研究论文报告选集（第二册）．
第一版．北京．中国建筑工业出版社．1983.12．p58－77
[12] 张显杰、夏志斌．钢梁屈曲试验的计算机模拟．钢结构研究论文报告选集（第二册）．
第一版．北京．中国建筑工业出版社．1983.12．p78－95
[13] 卢献荣、夏志斌．验算钢梁整体稳定的简化方法．钢结构研究论文报告选集（第二册）．
第一版．北京．中国建筑工业出版社．1983.12．p96－119
[14] 童根树．柱间水平支撑设计方法．西安冶金建筑学院学报．1986（3）．p111－140
[15] 童根树．压杆侧向支撑的统一方法．西安冶金建筑学院学报．1989（1）．Vol.21．No.1．
p25－33
[16] 卢献荣、潘有昌、夏志斌．有初始缺陷工字钢梁的整体稳定极限荷载．浙江大学学报．
1986（5）
[17] 王俊平、苏庆天．国产轧制H型钢梁整体稳定性的研究．工业建筑．2000．Vol.30．No.8．
p56－58
[18] 杜咏．弹性薄壁杆件翘曲理论在钢梁整体稳定研究中的应用．重庆大学土木工程学院．学位论文．重庆大学．1993．p16－39
[19] 顾建国．马钢热轧H型钢实物质量与性能特点．钢结构．2000（3）．Vol.15．No.49．
p57－60
[20] A．查杰斯（美）．唐家祥译．结构稳定性理论原理．第一版．甘肃：甘肃人民出版社．1982.9
[21] 钱健清．对H型钢特点的进一步分析．钢结构．2001（1）．Vol.16．No.51．p16－18
[22] 范国利．热轧H型钢在工程中结构中的应用．新型建筑材料．1997（10）．p45－47
[23] 陈铁云、陈伯真．开口薄壁杆件的弯曲、扭转与稳定性．第一版．北京．国防工业出版社．
1965.10．p156－172
[24] 史川和郎（日）．王松涛等译．结构的弹塑性稳定内力．第一版．北京．中国建筑工业出版社．1992.9．p128－131
[25] 高海建、奚铁等．热轧H型钢的轧制及其工程应用．建筑钢结构进展．2002．Vol.4．No.1．
p33－39
[26] 冶金信息标准研究院．热轧H型钢和剖分T型钢（GB/T11263-1998）
[27] W．F．Chen and T．Atuta ．Theory of Beam-Columns ．1976．Vol.1
[28] K．A．Zalka、MSc、PhD、DSc、MIStructE．Full-height Buckling of Frameworks with Cross-bracing ．Engineering Structure．2000．Vol.10．P181
[29] Nethercot．D．A．Residual Stresses and Their Influnce upon the Lateral Buckling of Ralled Steel Beams．Structer Engineering．1975（2）．Vol.53．No.2．P77－78
[30] Yong－Lin Pi、N.S.Trahair．Inelastic Lateral Buckling Strength and Design of Steel Arches．Engineering Structure, 2000．Vol.22．P993
[31] European Covention for Constructiongal Steelwork．Itntroductory Report．Second International Colloquium on Stability of Steel Structures．Liege．Belgium．1977(4)
[32] 谭浩强．FORTRAN程序设计（二级）辅导．第三版．北京．清华大学出版社．1998.7
[33] 须宛明、李开禧．逆算单元法的改进．重庆建筑工程学院学报．Vol．11 No.3．1989（9）．
P37－43
[2] 李开禧、肖允徽．逆算单元长度法计算单轴失稳时钢压杆的临界力．重庆建筑工程学院学报．1982（4）．p26－45
[3] 李开禧、肖允徽等．钢压杆的柱子曲线．重庆建筑工程学院学报．1985（1）．p24－27
[4] 李开禧、饶晓峰．单向偏心钢压杆弯扭屈曲临界力．重庆建筑工程学院学报．p1－9
[5] 须宛明、李开禧、魏明钟．不等端弯矩作用下双角钢截面压弯构件的承载能力研究．
1989（6）．Vol.11．No.2．p13－21
[6] 陈绍蕃．钢结构设计原理．第二版．北京．科学出版社．1998.8．p134－154
[7] 陈绍蕃．钢结构稳定设计指南．第一版．北京．中国建筑工业出版社．1996.9．p62－89
[8] 魏明钟．钢结构．第一版．武汉．武汉工业大学出版社．2000.8．p71－102
[9] 李开禧、魏明钟．钢构件的稳定．第一版．四川．四川科学技术出版社．1988.5．p39－55
[10] 张显杰．热轧工字钢梁的弹塑性侧扭屈曲．浙江大学建筑工程学院．学位论文．浙江大学．
p1－15
[11] 张显杰、夏志斌．钢梁侧扭屈曲的归一化研究．钢结构研究论文报告选集（第二册）．
第一版．北京．中国建筑工业出版社．1983.12．p58－77
[12] 张显杰、夏志斌．钢梁屈曲试验的计算机模拟．钢结构研究论文报告选集（第二册）．
第一版．北京．中国建筑工业出版社．1983.12．p78－95
[13] 卢献荣、夏志斌．验算钢梁整体稳定的简化方法．钢结构研究论文报告选集（第二册）．
第一版．北京．中国建筑工业出版社．1983.12．p96－119
[14] 童根树．柱间水平支撑设计方法．西安冶金建筑学院学报．1986（3）．p111－140
[15] 童根树．压杆侧向支撑的统一方法．西安冶金建筑学院学报．1989（1）．Vol.21．No.1．
p25－33
[16] 卢献荣、潘有昌、夏志斌．有初始缺陷工字钢梁的整体稳定极限荷载．浙江大学学报．
1986（5）
[17] 王俊平、苏庆天．国产轧制H型钢梁整体稳定性的研究．工业建筑．2000．Vol.30．No.8．
p56－58
[18] 杜咏．弹性薄壁杆件翘曲理论在钢梁整体稳定研究中的应用．重庆大学土木工程学院．学位论文．重庆大学．1993．p16－39
[19] 顾建国．马钢热轧H型钢实物质量与性能特点．钢结构．2000（3）．Vol.15．No.49．
p57－60
[20] A．查杰斯（美）．唐家祥译．结构稳定性理论原理．第一版．甘肃：甘肃人民出版社．1982.9
[21] 钱健清．对H型钢特点的进一步分析．钢结构．2001（1）．Vol.16．No.51．p16－18
[22] 范国利．热轧H型钢在工程中结构中的应用．新型建筑材料．1997（10）．p45－47
[23] 陈铁云、陈伯真．开口薄壁杆件的弯曲、扭转与稳定性．第一版．北京．国防工业出版社．
1965.10．p156－172
[24] 史川和郎（日）．王松涛等译．结构的弹塑性稳定内力．第一版．北京．中国建筑工业出版社．1992.9．p128－131
[25] 高海建、奚铁等．热轧H型钢的轧制及其工程应用．建筑钢结构进展．2002．Vol.4．No.1．
p33－39
[26] 冶金信息标准研究院．热轧H型钢和剖分T型钢（GB/T11263-1998）
[27] W．F．Chen and T．Atuta ．Theory of Beam-Columns ．1976．Vol.1
[28] K．A．Zalka、MSc、PhD、DSc、MIStructE．Full-height Buckling of Frameworks with Cross-bracing ．Engineering Structure．2000．Vol.10．P181
[29] Nethercot．D．A．Residual Stresses and Their Influnce upon the Lateral Buckling of Ralled Steel Beams．Structer Engineering．1975（2）．Vol.53．No.2．P77－78
[30] Yong－Lin Pi、N.S.Trahair．Inelastic Lateral Buckling Strength and Design of Steel Arches．Engineering Structure, 2000．Vol.22．P993
[31] European Covention for Constructiongal Steelwork．Itntroductory Report．Second International Colloquium on Stability of Steel Structures．Liege．Belgium．1977(4)
[32] 谭浩强．FORTRAN程序设计（二级）辅导．第三版．北京．清华大学出版社．1998.7
[33] 须宛明、李开禧．逆算单元法的改进．重庆建筑工程学院学报．Vol．11 No.3．1989（9）．
P37－43