高强度钢材轴心受压构件整体稳定性能与设计方法研究
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摘要
随着生产和加工工艺的不断提高，高强度钢材钢结构已经开始在国内外建筑和桥梁结构工程中得到应用，并取得了良好的效益。由于在材料力学性能、加工工艺、初始缺陷影响等方面的差别，高强度结构钢材构件的整体稳定性能与普通强度钢材有明显不同；相关的研究工作国外刚刚起步且数量很少，国内还未开展研究。我国现行钢结构设计规范允许使用最高强度等级为420MPa的结构钢材，相应设计条款均基于普通强度钢材的研究制定，这不利于高强度钢材钢结构优势的发挥。本文紧密结合我国目前钢结构设计规范的修订工作，通过大量的试验研究、数值计算和理论分析，全面、深入地研究了高强度钢材轴心受压构件的整体稳定性能，并提出了设计方法和计算公式；本文主要完成了以下几方面工作：
（1）截面残余应力分布是研究构件整体稳定性能的最重要前提条件；本文采用分割法，测量了3种强度等级高强度钢材（420MPa、460MPa、960MPa）、3类截面（热轧等边角钢、焊接工字形和箱形截面）、共计35个试件的残余应力全截面分布；系统地研究了板件宽厚比、板件厚度、焊缝类型、人为测量误差、钢材强度、截面板件相关性等因素对残余应力分布的影响。
（2）基于本文的试验研究，并结合国内外大量实测数据，提出了针对不同强度等级钢材和不同截面类型的完整的残余应力分布模型，准确考虑了截面尺寸对残余应力数值的影响，并提出了详细的计算公式，为构件稳定性研究奠定了基础。
（3）进行了3种强度等级高强度钢材、3类截面、共计84个轴心受压构件的整体稳定性能静力加载试验，研究了其失稳破坏形态和稳定承载力。
（4）建立了能够准确考虑几何初始缺陷和残余应力影响的有限元数值模型，并通过与本文及其他试验对比，验证了模型的可靠性和准确性；通过大量参数分析，研究了几何初始缺陷、残余应力、钢材材料力学性能等因素对高强度钢材轴压构件整体稳定性能的影响。
（5）计算了不同强度等级共计930个钢柱的整体稳定系数，通过与国内外主要钢结构设计规范对比，建议了高强度钢材轴压构件柱子曲线类型的选取，并提出了新的柱子曲线，同时基于我国现行规范设计方法提出了能够反映钢材强度影响的修正系数计算公式；为工程应用及研究提供了合理、可靠的设计方法。
With the development of the steel production and manufacture process, highstrength steel structures have been increasingly applied to building and bridgeconstructions in recent years, due to their advantages in structural safety, architecturalfunction, economical benefit and resource saving etc. The overall buckling behavior ofhigh strength steel compression columns may be characterized differently from that ofnormal strength steel, because of their different material properties, manufacturingprocesses and effects from initial imperfections such as initial geometric defect andsectional residual stresses. However, investigations on high strength steel columnsinternationally have just started, while in China there is no relevant research available.The current design code for steel structures GB50017-2003in China allows the use of420MPa high strength steels, and the overall buckling design provisions for columns inthis standard are mainly based on the relevant researches of normal strength steelstructures, which is inadequate to mobilise the advantage of high strength steelstructures. Consequently, the solution on high strength steel columns is in urgent need.
As one part of the research work for improving current Chinese steel structuredesign code, a large amount of experimental and numerical investigations were carriedout to study the overall buckling behavior of high strength steel members under axialcompression in this dissertation, and the design method and calculation formulae wereproposed. The main research works covered in this dissertation include:
(1) As one of the most important prerequisite for understanding the columnbuckling behavior, the residual stress distribution and magnitude of35different sectionswere measured by using the sectioning method, including three types of steel grades (i.e.420MPa,460MPa and960MPa) and three types of section shapes (i.e. hot-rolled equalleg angle, welded I-shape and box sections). The effects of the width-thickness ratio,plate thickness, weld type, human operating error, steel grade, interaction amongsectional component plates were clarified.
(2) According to the experimental investigation conducted in this dissertation aswell as many other researches, residual stress distribution models for different steelgrades (i.e.420MPa,460MPa) and various section types (i.e. hot-rolled equal leg angles, welded I-shape and box sections) were proposed. In addition, the unified model whichcan be applied to the above steel grades welded I-shape and box sections was alsosuggested. The detailed calculation formulae for compressive residual stress magnitudeswere given, which can consider the effect of sectional dimensions (i.e. width-thicknessratio and plate thickness) very well.
(3) Experimental investigations were carried out to clarify the overall bucklingbehavior of420MPa steel hot-rolled equal leg angle columns,460MPa and960MPasteel welded I-shape and box section members. Totally84columns were tested. Initialimperfections such as the residual stress, initial bending and loading eccentricity weremeasured. Based on test results the buckling deformation and capacity were investigated.
(4) The finite element model was established, which considered the geometricnonlinear property, initial geometric imperfection and residual stress. By comparing thenumerical simulation results with experimental results in both present dissertation andother researches, the finite element model was validated. A large amount of parametricanalysis were carried out to investigate the effects from initial geometric imperfections,residual stresses to steel material properties such as the yield strength and yield-tensilestrength ratio. It was indicated that effects of initial imperfections were less severe forhigh strength steel columns, and thus the nondimensional buckling strength of suchmembers becomes significantly higher than that of normal strength steel columns.
(5) A large number of columns with various section dimensions and slendernesswere calculated by using the finite element model, including those fabricated fromvarious steel grades (i.e.235MPa,420MPa,460MPa,690MPa and960MPa), and theoverall buckling strengths of totally930columns were obtained, which were comparedwith design values according to different steel structures specifications (i.e.GB50017-2003, Eurocode3and ANSI/AISC360-10). As the results, relevant designcurves from current design codes for different grades of high strength steel columnswere suggested. Furthermore, new column curves were proposed by the nonlinearfitting from numerical results, which were based on the expression form of columncurve formulae in both Chinese and European codes. For the convenience of applying inpractical engineering, a modification factor on the base of current design column curvesin the Chinese code was also proposed, as well as its detailed calculation formula.
（1）截面残余应力分布是研究构件整体稳定性能的最重要前提条件；本文采用分割法，测量了3种强度等级高强度钢材（420MPa、460MPa、960MPa）、3类截面（热轧等边角钢、焊接工字形和箱形截面）、共计35个试件的残余应力全截面分布；系统地研究了板件宽厚比、板件厚度、焊缝类型、人为测量误差、钢材强度、截面板件相关性等因素对残余应力分布的影响。
（2）基于本文的试验研究，并结合国内外大量实测数据，提出了针对不同强度等级钢材和不同截面类型的完整的残余应力分布模型，准确考虑了截面尺寸对残余应力数值的影响，并提出了详细的计算公式，为构件稳定性研究奠定了基础。
（3）进行了3种强度等级高强度钢材、3类截面、共计84个轴心受压构件的整体稳定性能静力加载试验，研究了其失稳破坏形态和稳定承载力。
（4）建立了能够准确考虑几何初始缺陷和残余应力影响的有限元数值模型，并通过与本文及其他试验对比，验证了模型的可靠性和准确性；通过大量参数分析，研究了几何初始缺陷、残余应力、钢材材料力学性能等因素对高强度钢材轴压构件整体稳定性能的影响。
（5）计算了不同强度等级共计930个钢柱的整体稳定系数，通过与国内外主要钢结构设计规范对比，建议了高强度钢材轴压构件柱子曲线类型的选取，并提出了新的柱子曲线，同时基于我国现行规范设计方法提出了能够反映钢材强度影响的修正系数计算公式；为工程应用及研究提供了合理、可靠的设计方法。
With the development of the steel production and manufacture process, highstrength steel structures have been increasingly applied to building and bridgeconstructions in recent years, due to their advantages in structural safety, architecturalfunction, economical benefit and resource saving etc. The overall buckling behavior ofhigh strength steel compression columns may be characterized differently from that ofnormal strength steel, because of their different material properties, manufacturingprocesses and effects from initial imperfections such as initial geometric defect andsectional residual stresses. However, investigations on high strength steel columnsinternationally have just started, while in China there is no relevant research available.The current design code for steel structures GB50017-2003in China allows the use of420MPa high strength steels, and the overall buckling design provisions for columns inthis standard are mainly based on the relevant researches of normal strength steelstructures, which is inadequate to mobilise the advantage of high strength steelstructures. Consequently, the solution on high strength steel columns is in urgent need.
As one part of the research work for improving current Chinese steel structuredesign code, a large amount of experimental and numerical investigations were carriedout to study the overall buckling behavior of high strength steel members under axialcompression in this dissertation, and the design method and calculation formulae wereproposed. The main research works covered in this dissertation include:
(1) As one of the most important prerequisite for understanding the columnbuckling behavior, the residual stress distribution and magnitude of35different sectionswere measured by using the sectioning method, including three types of steel grades (i.e.420MPa,460MPa and960MPa) and three types of section shapes (i.e. hot-rolled equalleg angle, welded I-shape and box sections). The effects of the width-thickness ratio,plate thickness, weld type, human operating error, steel grade, interaction amongsectional component plates were clarified.
(2) According to the experimental investigation conducted in this dissertation aswell as many other researches, residual stress distribution models for different steelgrades (i.e.420MPa,460MPa) and various section types (i.e. hot-rolled equal leg angles, welded I-shape and box sections) were proposed. In addition, the unified model whichcan be applied to the above steel grades welded I-shape and box sections was alsosuggested. The detailed calculation formulae for compressive residual stress magnitudeswere given, which can consider the effect of sectional dimensions (i.e. width-thicknessratio and plate thickness) very well.
(3) Experimental investigations were carried out to clarify the overall bucklingbehavior of420MPa steel hot-rolled equal leg angle columns,460MPa and960MPasteel welded I-shape and box section members. Totally84columns were tested. Initialimperfections such as the residual stress, initial bending and loading eccentricity weremeasured. Based on test results the buckling deformation and capacity were investigated.
(4) The finite element model was established, which considered the geometricnonlinear property, initial geometric imperfection and residual stress. By comparing thenumerical simulation results with experimental results in both present dissertation andother researches, the finite element model was validated. A large amount of parametricanalysis were carried out to investigate the effects from initial geometric imperfections,residual stresses to steel material properties such as the yield strength and yield-tensilestrength ratio. It was indicated that effects of initial imperfections were less severe forhigh strength steel columns, and thus the nondimensional buckling strength of suchmembers becomes significantly higher than that of normal strength steel columns.
(5) A large number of columns with various section dimensions and slendernesswere calculated by using the finite element model, including those fabricated fromvarious steel grades (i.e.235MPa,420MPa,460MPa,690MPa and960MPa), and theoverall buckling strengths of totally930columns were obtained, which were comparedwith design values according to different steel structures specifications (i.e.GB50017-2003, Eurocode3and ANSI/AISC360-10). As the results, relevant designcurves from current design codes for different grades of high strength steel columnswere suggested. Furthermore, new column curves were proposed by the nonlinearfitting from numerical results, which were based on the expression form of columncurve formulae in both Chinese and European codes. For the convenience of applying inpractical engineering, a modification factor on the base of current design column curvesin the Chinese code was also proposed, as well as its detailed calculation formula.
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