N形方主管圆支管相贯节点受力性能与设计方法研究
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摘要
直接焊接钢管结构因外形美观、受力性能优越，在大跨空间结构中得到了广泛应用。但因直接相贯节点处交汇钢管的数量、角度、截面形状与尺寸的不同，导致节点的受力非常复杂。迄今为止，各国规范均按照钢管截面形状（圆管或矩形管）建立了多种类型管节点的承载力计算公式，然而，规范并未专门针对主管为方管支管为圆管的相贯节点建立承载力计算公式，而是将矩形管节点承载力计算公式进行局部修改后直接用于方主管圆支管相贯节点的承载力计算，尚缺乏试验验证，同时，这种方法仅建立在支管局部屈曲破坏模式基础上，而且也未考虑节点两侧主管轴力大小、内隐蔽部分焊接与否、支管轴力性质等因素的影响。
本文以试验为基础，结合非线性有限元分析，考察了N形方主管圆支管相贯节点的受力性能、破坏模式和极限承载力，重点研究了节点两侧主管轴力大小、内隐蔽部分焊接与否、支管轴力性质以及几何参数等对节点受力性能的影响。本文主要研究工作有如下几个方面：
（1）对8个N形方主管圆支管搭接节点和相应的2个零间隙节点进行了静力性能试验研究，考察了节点在轴力作用下的受力性能和破坏模式，详细测试了节点各关键部位的应力和变形分布，对内隐蔽部分焊接与否、支管轴力性质、节点两侧主管轴力大小、支管搭接与否等因素对节点的受力性能、破坏模式和极限承载力的影响进行了讨论。
（2）对N形方主管圆支管相贯节点极限承载力的有限元分析模型适用性进行了研究。考虑了包括单元类型、焊缝模拟、支座约束条件、加载方式、主管和支管长度、非线性分析方法等可能影响节点极限承载力的各种因素，建立了一个有效的、精细化的有限元模型以作为参数分析的基础。将此模型应用于试验节点的分析，并对比了分析结果与试验结果，二者吻合良好，表明此模型能很好地模拟N形方主管圆支管相贯节点的受力性能。
（3）将N形方主管圆支管相贯节点承载力的试验结果与现行规范公式计算结果进行了对比，指出现行规范公式有待改进之处。接下来对N形方主管圆支管相贯节点的受力性能进行了系统的变参数分析，重点考察了几何参数、节点两侧主管轴力大小、内隐蔽部分焊接与否以及支管轴力性质对节点破坏模式及节点极限承载力的影响，得到了上述参数变化对节点受力性能的影响规律。
（4）在我国《钢结构设计规范》（GB50017-2003）公式的基础上，通过参数回归分析得到了N形方主管圆支管搭接节点考虑几何参数、内隐蔽部分焊接与否及支管轴力性质等因素的承载力修正系数；根据有限元分析结果提出了主管轴力影响系数，进而提出了N形方主管圆支管搭接节点承载力计算公式。根据有限元分析结果，将规范中的N形方主管圆支管间隙节点承载力计算公式进行了简化，使其与搭接节点公式形式一致，并提出了公式的修正系数。经与试验数据和有限元数据的对比统计分析，表明本文建议公式具有较高的精度。
（5）通过建立合适的空间坐标系，联立曲面方程求得了N形方主管圆支管搭接节点相交线方程，然后提出了内隐蔽部分焊接与否两种情况下，采用微元法计算节点相交线各组成部分长度的实用计算方法。最后，采用线性回归方法拟合得到了N形方主管圆支管搭接节点相交线长度的简化计算公式，以用于N形方主管圆支管搭接节点连接焊缝的长度计算。
Constructions with directly welded steel tubes have been widely used in largespan truss structures for artistic appearance and superior mechanical behaviour.However, internal forces of the joints are quite complicated because of the differenceof the quantity, angle, cross section shape and size of steel tubes intersecting atdirectly welded tubular joints. Thus far, although each country has establishedbearing capacity formulas for joints of various steel tubes in accordance with theircross section shapes (CHS or RHS), there is no bearing capacity formulas especiallyfor tubular joints with circular hollow section braces and square hollow section chord(CHS-to-SHS). Instead, bearing capacity formulas for rectangular tube joints is, afterlittle modification, applied directly into bearing capacity computation of tubularjoints with square chords and circular braces, which is lack of experimentalverification. In addition, this method is simply based on local buckling failure ofbraces without taking the following factors into consideration, such as axial force ofchords on the sides of joints, hidden weld absent or not, axial force properties ofbraces, etc.
The dessertation, on the basis of experiments and non-linear finite elementanalysis, investigates the mechanical behavior, failure modes and ultimate bearingcapacity of CHS-to-SHS N-joints while focusing on the influence of the followingfactors on sturctural behavior of joints, e.g. axial force of chord on the sides of joints,hidden weld absent or not, axial force properties of braces, geometry parameters, etc.The dissertation studies the following aspects:
Firstly, eight overlap CHS-to-SHS N-joints and the corresponding two zero-gapjoints were tested. The mechanical behavior and failure modes of joints under theinfluence of axial force, the stress and deformation distribution of each key parts ofjoints were investigatd, and the influence of the following factors on sturcturalbehavior of joints, e.g. hidden weld absent or not, axial force properties of braces,axial force of chords on the sides of joints, braces overlap or not, were discussed.
Secondly, the dissertation studies the applicability of finite element model forultimate bearing capability of CHS-to-SHS N-joints. Considering various factors thatmay affect ultimate bearing capacity of joints such as element type, weld modeling,constraint conditions, loading modes, length of chords and braces, non linear analysis, etc., an effective and elaborate finite element model is established as the basis ofparameter analysis and is employed in the analysis of experimental joints. Theanalysis results are in good agreement with experimental results, which indicates thatthis model can well simulate the bearing capacity of CHS-to-SHS N-joints.
Thirdly, the dissertation points out deficiencies of code formulas by the contrastbetween experimental results and computational results according to code formulas ofbearing capacity of CHS-to-SHS N-joints, and then systematically carries outvariable parameter analysis on the bearing capacity of CHS-to-SHS N-joints. Theauthor, focusing on the influence of the following factors on failure mode andultimate bearing capacity of joints, e.g. geometry parameters, axial force of chords onthe sides of joints, hidden weld absent or not, axial force properties of braces, etc.,finds out the regular pattern of influence of the above parameter variation onstructural behavior of joints.
Fourthly, on the basis of formulas of China Code for Design of Steel Structures（GB50017-2003）, the dissertation, by means of parameter regression analysis,obtains the correction coefficient for bearing capability of partially overlapCHS-to-SHS N-joints when considering factors such as geometry parameter, hiddenweld absent or not, axial force properties of braces, etc., puts forward influencecoefficient for axial force of chords, and thus proposes the computational formula forbearing capacity of partially overlap CHS-to-SHS N-joints. In accordance with thefinite element analysis results the author simplifies the computational formulas forbearing capacity of gap CHS-to-SHS N-joints in the code so as to make its formulathe same as that of overlap joint, and puts forward correction coefficient of theformula. The comparison and statistic analysis between experimental data and finiteelement data indicates that the formula proposed by this dissertation has higherprecision.
Finally, through establishing appropriate space coordinates, the dissertation putsforward intersecting line equations for overlap CHS-to-SHS N-joints by means ofcurve surface equations and thus proposes a practical computational formula forlength of each constituent part of joint intersecting line employing infinitesimalmethod on matter the hidden weld is absent or not. Finally, the author obtainssimplified computational formula for intersecting line length of overlap CHS-to-SHSN-joints by means of linear regression so as to calculate the length of welding seam.
本文以试验为基础，结合非线性有限元分析，考察了N形方主管圆支管相贯节点的受力性能、破坏模式和极限承载力，重点研究了节点两侧主管轴力大小、内隐蔽部分焊接与否、支管轴力性质以及几何参数等对节点受力性能的影响。本文主要研究工作有如下几个方面：
（1）对8个N形方主管圆支管搭接节点和相应的2个零间隙节点进行了静力性能试验研究，考察了节点在轴力作用下的受力性能和破坏模式，详细测试了节点各关键部位的应力和变形分布，对内隐蔽部分焊接与否、支管轴力性质、节点两侧主管轴力大小、支管搭接与否等因素对节点的受力性能、破坏模式和极限承载力的影响进行了讨论。
（2）对N形方主管圆支管相贯节点极限承载力的有限元分析模型适用性进行了研究。考虑了包括单元类型、焊缝模拟、支座约束条件、加载方式、主管和支管长度、非线性分析方法等可能影响节点极限承载力的各种因素，建立了一个有效的、精细化的有限元模型以作为参数分析的基础。将此模型应用于试验节点的分析，并对比了分析结果与试验结果，二者吻合良好，表明此模型能很好地模拟N形方主管圆支管相贯节点的受力性能。
（3）将N形方主管圆支管相贯节点承载力的试验结果与现行规范公式计算结果进行了对比，指出现行规范公式有待改进之处。接下来对N形方主管圆支管相贯节点的受力性能进行了系统的变参数分析，重点考察了几何参数、节点两侧主管轴力大小、内隐蔽部分焊接与否以及支管轴力性质对节点破坏模式及节点极限承载力的影响，得到了上述参数变化对节点受力性能的影响规律。
（4）在我国《钢结构设计规范》（GB50017-2003）公式的基础上，通过参数回归分析得到了N形方主管圆支管搭接节点考虑几何参数、内隐蔽部分焊接与否及支管轴力性质等因素的承载力修正系数；根据有限元分析结果提出了主管轴力影响系数，进而提出了N形方主管圆支管搭接节点承载力计算公式。根据有限元分析结果，将规范中的N形方主管圆支管间隙节点承载力计算公式进行了简化，使其与搭接节点公式形式一致，并提出了公式的修正系数。经与试验数据和有限元数据的对比统计分析，表明本文建议公式具有较高的精度。
（5）通过建立合适的空间坐标系，联立曲面方程求得了N形方主管圆支管搭接节点相交线方程，然后提出了内隐蔽部分焊接与否两种情况下，采用微元法计算节点相交线各组成部分长度的实用计算方法。最后，采用线性回归方法拟合得到了N形方主管圆支管搭接节点相交线长度的简化计算公式，以用于N形方主管圆支管搭接节点连接焊缝的长度计算。
Constructions with directly welded steel tubes have been widely used in largespan truss structures for artistic appearance and superior mechanical behaviour.However, internal forces of the joints are quite complicated because of the differenceof the quantity, angle, cross section shape and size of steel tubes intersecting atdirectly welded tubular joints. Thus far, although each country has establishedbearing capacity formulas for joints of various steel tubes in accordance with theircross section shapes (CHS or RHS), there is no bearing capacity formulas especiallyfor tubular joints with circular hollow section braces and square hollow section chord(CHS-to-SHS). Instead, bearing capacity formulas for rectangular tube joints is, afterlittle modification, applied directly into bearing capacity computation of tubularjoints with square chords and circular braces, which is lack of experimentalverification. In addition, this method is simply based on local buckling failure ofbraces without taking the following factors into consideration, such as axial force ofchords on the sides of joints, hidden weld absent or not, axial force properties ofbraces, etc.
The dessertation, on the basis of experiments and non-linear finite elementanalysis, investigates the mechanical behavior, failure modes and ultimate bearingcapacity of CHS-to-SHS N-joints while focusing on the influence of the followingfactors on sturctural behavior of joints, e.g. axial force of chord on the sides of joints,hidden weld absent or not, axial force properties of braces, geometry parameters, etc.The dissertation studies the following aspects:
Firstly, eight overlap CHS-to-SHS N-joints and the corresponding two zero-gapjoints were tested. The mechanical behavior and failure modes of joints under theinfluence of axial force, the stress and deformation distribution of each key parts ofjoints were investigatd, and the influence of the following factors on sturcturalbehavior of joints, e.g. hidden weld absent or not, axial force properties of braces,axial force of chords on the sides of joints, braces overlap or not, were discussed.
Secondly, the dissertation studies the applicability of finite element model forultimate bearing capability of CHS-to-SHS N-joints. Considering various factors thatmay affect ultimate bearing capacity of joints such as element type, weld modeling,constraint conditions, loading modes, length of chords and braces, non linear analysis, etc., an effective and elaborate finite element model is established as the basis ofparameter analysis and is employed in the analysis of experimental joints. Theanalysis results are in good agreement with experimental results, which indicates thatthis model can well simulate the bearing capacity of CHS-to-SHS N-joints.
Thirdly, the dissertation points out deficiencies of code formulas by the contrastbetween experimental results and computational results according to code formulas ofbearing capacity of CHS-to-SHS N-joints, and then systematically carries outvariable parameter analysis on the bearing capacity of CHS-to-SHS N-joints. Theauthor, focusing on the influence of the following factors on failure mode andultimate bearing capacity of joints, e.g. geometry parameters, axial force of chords onthe sides of joints, hidden weld absent or not, axial force properties of braces, etc.,finds out the regular pattern of influence of the above parameter variation onstructural behavior of joints.
Fourthly, on the basis of formulas of China Code for Design of Steel Structures（GB50017-2003）, the dissertation, by means of parameter regression analysis,obtains the correction coefficient for bearing capability of partially overlapCHS-to-SHS N-joints when considering factors such as geometry parameter, hiddenweld absent or not, axial force properties of braces, etc., puts forward influencecoefficient for axial force of chords, and thus proposes the computational formula forbearing capacity of partially overlap CHS-to-SHS N-joints. In accordance with thefinite element analysis results the author simplifies the computational formulas forbearing capacity of gap CHS-to-SHS N-joints in the code so as to make its formulathe same as that of overlap joint, and puts forward correction coefficient of theformula. The comparison and statistic analysis between experimental data and finiteelement data indicates that the formula proposed by this dissertation has higherprecision.
Finally, through establishing appropriate space coordinates, the dissertation putsforward intersecting line equations for overlap CHS-to-SHS N-joints by means ofcurve surface equations and thus proposes a practical computational formula forlength of each constituent part of joint intersecting line employing infinitesimalmethod on matter the hidden weld is absent or not. Finally, the author obtainssimplified computational formula for intersecting line length of overlap CHS-to-SHSN-joints by means of linear regression so as to calculate the length of welding seam.
引文
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