地震研究

针对特高压钢管输电塔挂线位置节点在极端荷载下的安全性,提出了挂线节点双侧挂线板协同受力的构造改进措施,并对比研究两种挂线节点的极限承载力与失效模式。通过足尺挂线节点处的承载力试验与有限元分析,比较挂线节点在单侧板受力、双侧板受力情况下的应力分布与承载能力,分析传力螺母与挂线板之间的合理初始间距。结果表明:双侧受力时两侧挂线板均发生弯曲破坏,受力形式更加合理,节点板应力分布更加均匀,挂线点的屈服承载力可以提升一倍以上,传力螺母与挂线板之间的合理初始间隙为2～4 mm。

In view of the safety of the conductor hanging joint of UHV steel pipe transmission tower subjected to extreme loading,this paper focuses on the measurements of the structural behavior improvement through modifying the cooperative work of two conductor hanging plates on both sides of the hanging joint.Two types of hanging joints are compared and studied regarding the bearing capacity and corresponding failure modes.Through the full-scale hanging joint tests and the Finite Element Analysis(FEA),the stress distribution and the bearing capacity of the hanging joint are compared under the condition of unilateral plate's load-bearing and bilateral plates' load-bearing.In addition,the reasonable initial gap between the force-transferring nut and the hanging plate is analyzed.Results show that the reasonable initial gap between the force-transferring nut and the hanging plate is 2-4 mm,and bending failure will occur on both the bilateral plates.The stress distribution is more reasonable and the yield-bearing capacity of the hanging joint can also be increased twice as much as the design bearing capacity,which is of great significance to improving the safety of transmission tower and reduce the economic investment.

引言
1 钢管输电塔挂线节点基本信息
2 钢管输电塔挂线节点承载力试验
3 挂线节点有限元建模
4 结果及分析
5 挂线节点失效模式及性能提升效果分析[BT)]
6 结论

图1 钢管输电塔原型(a)及挂线节点仰视图(b)<br/>Fig.1 The prototype of the steel pipe transmission tower(a)and the upward view of its hanging joints(b)

图1 钢管输电塔原型(a)及挂线节点仰视图(b)
Fig.1 The prototype of the steel pipe transmission tower(a)and the upward view of its hanging joints(b)

表1 钢管输电塔挂线节点主要参数<br/>Tab.1 Parameters of the hanging joints of the

表1 钢管输电塔挂线节点主要参数
Tab.1 Parameters of the hanging joints of the

图2 挂线节点足尺模型图<br/>Fig.2 The full-scale specimen of the hanging joints

图2 挂线节点足尺模型图
Fig.2 The full-scale specimen of the hanging joints

图3 挂线节点安装及加载图<br/>Fig.3 Installation and loading of thehanging-joint specimen

图3 挂线节点安装及加载图
Fig.3 Installation and loading of thehanging-joint specimen

图4 挂线附板(a)及中环板-1(b)、中环板-2(c)应变片分布<br/>Fig.4 Strain gauge distribution of the additional plate(a),middle ring plate 1(b)and middle ring plate 2(c)

图4 挂线附板(a)及中环板-1(b)、中环板-2(c)应变片分布
Fig.4 Strain gauge distribution of the additional plate(a),middle ring plate 1(b)and middle ring plate 2(c)

图5 挂线节点JD-1(a)和JD-2(b)有限元模型及其实物<br/>Fig.5 The finite element model and the test specimenof hanging joints JD-1(a)and JD-2(b)

图5 挂线节点JD-1(a)和JD-2(b)有限元模型及其实物
Fig.5 The finite element model and the test specimenof hanging joints JD-1(a)and JD-2(b)

图6 挂线节点JD-1和JD-2沿X方向(a,b)、Y方向(c)的荷载-变形曲线<br/>Fig.6 Load-displacement curves of the hangingjoints JD-1 and JD-2 along X(a,b)and Y(c)directions

图6 挂线节点JD-1和JD-2沿X方向(a,b)、Y方向(c)的荷载-变形曲线
Fig.6 Load-displacement curves of the hangingjoints JD-1 and JD-2 along X(a,b)and Y(c)directions

图7 挂线节点JD-1和JD-2挂线附板(a)、中环板(b)应力-荷载曲线<br/>Fig.7 The stress-loading curves of the additional plate(a)and the middlering plate(b)of JD-1 and JD-2 hanging joints

图7 挂线节点JD-1和JD-2挂线附板(a)、中环板(b)应力-荷载曲线
Fig.7 The stress-loading curves of the additional plate(a)and the middlering plate(b)of JD-1 and JD-2 hanging joints

图8 屈服状态下挂线节点JD-1、JD-2挂线附板(a)、中环板(b)等效应力及等效塑性应变分布<br/>Fig.8 Distribution of the equivalent stress and strainof JD-1 and JD-2 hanging joints in the yield state

图8 屈服状态下挂线节点JD-1、JD-2挂线附板(a)、中环板(b)等效应力及等效塑性应变分布
Fig.8 Distribution of the equivalent stress and strainof JD-1 and JD-2 hanging joints in the yield state

图9 挂线节点JD-1(a)和JD-2(b)的失效模式<br/>Fig.9 Failure mode of the hanging jointsJD-1(a)and JD-2(b)

图9 挂线节点JD-1(a)和JD-2(b)的失效模式
Fig.9 Failure mode of the hanging jointsJD-1(a)and JD-2(b)

图10 不同初始间隙下挂线节点荷载-位移曲线<br/>Fig.10 Load-deformation curves of the hangingjoints with different initial gaps

图10 不同初始间隙下挂线节点荷载-位移曲线
Fig.10 Load-deformation curves of the hangingjoints with different initial gaps

图11 挂线节点承载力随传力螺母初始间隙的变化规律<br/>Fig.11 The effect of initial gap size on theload-bearying capacity

图11 挂线节点承载力随传力螺母初始间隙的变化规律
Fig.11 The effect of initial gap size on theload-bearying capacity

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备注

引言

1 钢管输电塔挂线节点基本信息

2 钢管输电塔挂线节点承载力试验

3 挂线节点有限元建模

4 结果及分析

5 挂线节点失效模式及性能提升效果分析[BT)]

6 结论

期刊信息