大跨越输电塔钢管节点承载力的试验研究与理论分析
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摘要
作为输电线路钢管塔关键部分的节点,各种构件在此交汇,其应力状态十分复杂,应力集中现象非常明显。国内外针对这方面的试验研究和理论分析尚未充分展开。目前对于这类钢管节点大多采用有限元法和应力集中系数的方法来分析其受力性能,对管板节点及中空夹层钢管混凝土节点的受力直到破坏的机理还没有比较详细的研究。按现有的各国规范给定的分析方法,计算结果过于保守,不仅使设计人员无法准确把握结构的安全系数,而且对工程建设的经济性造成不利影响。同时,对节点在受力时可能引起管壁局部屈曲的问题以及加劲与未加劲的区别目前还没有专门的方法来估算,而国外各规范的经验公式给出的参考值未能全面准确的反映各种工况下的节点受力性能。因此对管板节点及中空夹层钢管混凝土节点的极限承载力做深入的试验与理论研究已成为目前需要尽快解决的问题。
本文以某大跨越输电工程中的高耸钢管塔结构为工程背景,对K型管板节点及中空夹层钢管混凝土节点的受力性能进行了研究,具体包括以下几个方面的工作：
(1)本文对钢管-插板连接的K型节点进行了足尺试验,通过试验探讨了节点在极限状态下的破坏现象和破坏机理。并以试验为参考,建立有限元分析模型。本文采用8结点实体单元进行有限元模拟,并考虑材料非线性及几何非线性,采用牛顿拉普森法进行求解,将试验结果与有限元分析结果及各国规范相应的计算公式进行对比分析,验证了有限元模型的有效性。
(2)随后建立起适合本文研究内容的有限元模型进行节点参数分析,分析时考虑了主管轴力、加劲环板宽度、加劲环板高度、主管管径、主管壁厚以及节点板长度与厚度等因素的影响。通过研究,对管板连接节点的受力性能进行了总结。
(3)考虑环形加劲板的影响,对理论公式进行了修正,并将修正后的计算公式值与试验值和有限元计算值做了比对分析。
(4)本文对中空夹层钢管混凝土节点进行了足尺试验,通过试验探讨了节点在极限状态下的破坏现象和破坏机理。从试验结果来看,构件的承载能力较高,作为模型的中空夹层钢管混凝土节点构件能满足目标荷载的要求且有一定的安全储备。随后将试验结果与有限元分析结果进行了比较,验证了有限元模型的有效性。
(5)本文对中空夹层钢管混凝土节点进行了大量的有限元计算,考察了节点各个参数。外钢管径厚比a=D/t、支管间隙与外钢管管径之比β=g/D、支管与外钢管壁厚之比γ=ti/t、支管与外钢管管径之比di/D以及主管轴向压应力与管材屈服强度之比η=σ/σv等参数对节点承载力的影响。同时也考察了支管与主管夹角θ及混凝土强度等级fcu的影响。计算结果表明,管径比、主管径厚比对于节点的承载能力有明显的影响；间隙比和混凝土强度的变化对节点承载力影响较小。运用多元回归方法得到了中空夹层钢管混凝土节点的极限承载力公式,为工程设计提供有意义的参考。
(6)最后,对钢管节点的进一步研究工作进行了谈论。
The joints are the key parts of steel transmission towers. The joints are intersected by various components, which caused very complex stress states, and the stress concentration here is obvious. Experimental study and theoretical analysis have not yet fully developed at home and abroad.
Most of the current research methods are using the finite element method and the stress concentration factor approach to analyze the mechanical properties of this type of steel tube connection. Detailed studies on the destruction mechanism of the tube-gusset plate and concrete-filled double skin steel tubular joints have not yet been carried out. According to the given analytical methods of the existing codes of many countries, the results are too conservative, hence the designers can not accurately grasp the safety factor of the structure, and it will also affect the economy of constructions adversely. At present, there is no specific way to estimate the local buckling of the tube walls and to estimate the difference between stiffened and unstiffened connections. The reference values given by empirical formulas of the codes of foreign countries can not accurately reflect mechanical properties of the joints under different conditions. Therefore, deeper experimental and theoretical research of the ultimate capacity of the tube-gusset plate joints and concrete-filled double skin steel tubular joints has become a key problem to be solved.
Based on the project of a long-span tall transmission tower, researches about the mechanical properties of K-shaped tube-gusset plate joints and concrete-filled double skin steel tubular joints were carried out, specifically including the following areas:
(1) Through full scale tests of the tube-gusset plate joints, the limit states of damage and failure mechanism were studied. Finite element simulations using Newton-Raphson method with 8-node solid elements considering material nonlinearity and geometric nonlinearity has been undertaken. The results of the test and the finite element method together with the corresponding formulas of the codes of different countries are compared and analyzed.
(2) Then established the finite element models to analyze the parameters of the connections, the analysis considered the influence of the axial forces, the widths and the heights of the stiffening rings, the diameters, the thicknesses of the tube walls, the lengths and thicknesses of the plates together with other factors. Mechanical properties of the joints are summarized through analysis.
(3) A simplified formula of the ultimate bearing capacity of the K-shaped tube-gusset plate joints is established using the analytical-theoretical-method considering the influence of ring-stiffening plate.
(4) Through full scale tests of the tube-gusset plate joints, the limit states of damage and failure mechanism were studied. According to the results of the test, the joints studied show great bearing capacity, which can meet the requirements of the target load and there is a certain security reserve. Then the results of the test and the finite element method are compared and the validity of the finite element model was verified.
(5) Widely range of finite element analysis of concrete-filled double skin steel tubular joints was carried out to research the influence of joints parameters on ultimate strength. Results show among all the parameters such as:the ratio of chord diameter to thickness a, that brace-to-chord diameter ratioβ, the ratio of brace thickness to chord thicknessγ, the ratio of brace diameter to chord diameter di/D, and the ratio of the axial stress to yield stress of the steel tube, the brace-to-chord diameter ratio and the ratio of chord diameter to thickness has significant influence on the ultimate strength. However, gap factor B(g/D) changes and concrete strength fcu changes have slight influence. The formula of the ultimate strength of concrete-filled double skin steel tubular joints was obtained by the use of multiple regression methods, which provides a meaningful reference for the design of the engineers.
(6) Finally, the problems about the steel tubular joints requiring further researches were discussed.
本文以某大跨越输电工程中的高耸钢管塔结构为工程背景,对K型管板节点及中空夹层钢管混凝土节点的受力性能进行了研究,具体包括以下几个方面的工作：
(1)本文对钢管-插板连接的K型节点进行了足尺试验,通过试验探讨了节点在极限状态下的破坏现象和破坏机理。并以试验为参考,建立有限元分析模型。本文采用8结点实体单元进行有限元模拟,并考虑材料非线性及几何非线性,采用牛顿拉普森法进行求解,将试验结果与有限元分析结果及各国规范相应的计算公式进行对比分析,验证了有限元模型的有效性。
(2)随后建立起适合本文研究内容的有限元模型进行节点参数分析,分析时考虑了主管轴力、加劲环板宽度、加劲环板高度、主管管径、主管壁厚以及节点板长度与厚度等因素的影响。通过研究,对管板连接节点的受力性能进行了总结。
(3)考虑环形加劲板的影响,对理论公式进行了修正,并将修正后的计算公式值与试验值和有限元计算值做了比对分析。
(4)本文对中空夹层钢管混凝土节点进行了足尺试验,通过试验探讨了节点在极限状态下的破坏现象和破坏机理。从试验结果来看,构件的承载能力较高,作为模型的中空夹层钢管混凝土节点构件能满足目标荷载的要求且有一定的安全储备。随后将试验结果与有限元分析结果进行了比较,验证了有限元模型的有效性。
(5)本文对中空夹层钢管混凝土节点进行了大量的有限元计算,考察了节点各个参数。外钢管径厚比a=D/t、支管间隙与外钢管管径之比β=g/D、支管与外钢管壁厚之比γ=ti/t、支管与外钢管管径之比di/D以及主管轴向压应力与管材屈服强度之比η=σ/σv等参数对节点承载力的影响。同时也考察了支管与主管夹角θ及混凝土强度等级fcu的影响。计算结果表明,管径比、主管径厚比对于节点的承载能力有明显的影响；间隙比和混凝土强度的变化对节点承载力影响较小。运用多元回归方法得到了中空夹层钢管混凝土节点的极限承载力公式,为工程设计提供有意义的参考。
(6)最后,对钢管节点的进一步研究工作进行了谈论。
The joints are the key parts of steel transmission towers. The joints are intersected by various components, which caused very complex stress states, and the stress concentration here is obvious. Experimental study and theoretical analysis have not yet fully developed at home and abroad.
Most of the current research methods are using the finite element method and the stress concentration factor approach to analyze the mechanical properties of this type of steel tube connection. Detailed studies on the destruction mechanism of the tube-gusset plate and concrete-filled double skin steel tubular joints have not yet been carried out. According to the given analytical methods of the existing codes of many countries, the results are too conservative, hence the designers can not accurately grasp the safety factor of the structure, and it will also affect the economy of constructions adversely. At present, there is no specific way to estimate the local buckling of the tube walls and to estimate the difference between stiffened and unstiffened connections. The reference values given by empirical formulas of the codes of foreign countries can not accurately reflect mechanical properties of the joints under different conditions. Therefore, deeper experimental and theoretical research of the ultimate capacity of the tube-gusset plate joints and concrete-filled double skin steel tubular joints has become a key problem to be solved.
Based on the project of a long-span tall transmission tower, researches about the mechanical properties of K-shaped tube-gusset plate joints and concrete-filled double skin steel tubular joints were carried out, specifically including the following areas:
(1) Through full scale tests of the tube-gusset plate joints, the limit states of damage and failure mechanism were studied. Finite element simulations using Newton-Raphson method with 8-node solid elements considering material nonlinearity and geometric nonlinearity has been undertaken. The results of the test and the finite element method together with the corresponding formulas of the codes of different countries are compared and analyzed.
(2) Then established the finite element models to analyze the parameters of the connections, the analysis considered the influence of the axial forces, the widths and the heights of the stiffening rings, the diameters, the thicknesses of the tube walls, the lengths and thicknesses of the plates together with other factors. Mechanical properties of the joints are summarized through analysis.
(3) A simplified formula of the ultimate bearing capacity of the K-shaped tube-gusset plate joints is established using the analytical-theoretical-method considering the influence of ring-stiffening plate.
(4) Through full scale tests of the tube-gusset plate joints, the limit states of damage and failure mechanism were studied. According to the results of the test, the joints studied show great bearing capacity, which can meet the requirements of the target load and there is a certain security reserve. Then the results of the test and the finite element method are compared and the validity of the finite element model was verified.
(5) Widely range of finite element analysis of concrete-filled double skin steel tubular joints was carried out to research the influence of joints parameters on ultimate strength. Results show among all the parameters such as:the ratio of chord diameter to thickness a, that brace-to-chord diameter ratioβ, the ratio of brace thickness to chord thicknessγ, the ratio of brace diameter to chord diameter di/D, and the ratio of the axial stress to yield stress of the steel tube, the brace-to-chord diameter ratio and the ratio of chord diameter to thickness has significant influence on the ultimate strength. However, gap factor B(g/D) changes and concrete strength fcu changes have slight influence. The formula of the ultimate strength of concrete-filled double skin steel tubular joints was obtained by the use of multiple regression methods, which provides a meaningful reference for the design of the engineers.
(6) Finally, the problems about the steel tubular joints requiring further researches were discussed.
引文
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