Compression Bearing Capacity of Inclined Members of Transmission Tower with Different Joint Types
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摘要:
为研究节点约束下输电塔斜材受压承载力的计算方法，通过对120根等边角钢的偏心受压承载力试验，分析其最小轴、平行轴布置时的破坏模式、承载力及变形形态，研究不同约束刚度、节点型式对其承载力的影响；结合现行行标公式，针对不同节点连接型式（A、B、C类），提出输电塔斜材受压长细比的计算公式. 研究结果表明：长细比小于120时，构件承载力主要受偏心控制，偏心越大，承载力越低；而长细比大于120时，构件承载力主要受约束刚度控制，约束刚度越大，承载力越高；A、C类连接在不同长细比时各具优势，但B类连接的承载力始终低于A、C类连接；国内外规范计算值与试验值均存在较大的偏差，具有一定的局限性，体现在小长细比构件偏心及大长细比构件约束修正不足等方面；所提出长细比修正公式的计算结果与试验结果吻合良好，可用于指导工程设计.
Abstract:In order to study the calculation method of the compression bearing capacity of the inclined members of the transmission tower with joint constraints, the failure mode, bearing capacity, and deformation form of the arranged minimum axis and parallel axis of 120 equal angle steels were obtained through eccentric compression bearing capacity tests. In addition, the influence of different joint stiffness and joint types on their bearing capacity was studied. Combined with the current industry specifications, the calculation formula of the slenderness ratio of inclined members of transmission towers is proposed for different joint types (type A、B、C). The results show that when the slenderness ratio is less than 120, the bearing capacity of the member is mainly controlled by eccentricity. A larger eccentricity indicates a lower bearing capacity. When the slenderness ratio is greater than 120, the bearing capacity of the member is mainly controlled by the joint stiffness. Larger joint stiffness indicates higher bearing capacity. A and C joint types have their own advantages at different slenderness ratios, but the bearing capacity of B joint type is always lower than that of A and C joint types. There is a great deviation between the calculated value of Chinese and foreign codes and the test value, and these codes have certain limitations, which are reflected in the insufficient eccentricity correction of small slenderness ratio members and insufficient joint stiffness correction of large slenderness ratio members. The calculation results of the proposed modified formula for slenderness ratio of inclined members are in good agreement with the test results and can be used to guide the engineering design.
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Key words:
- transmission tower /
- joint constraint /
- joint type /
- experimental research /
- slenderness ratio
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图 8 A类连接不同约束刚度时的承载力曲线
Figure 8. Bearing capacity curves of A joint type with different joint stiffness
图 10 最小轴布置时的承载力对比曲线
Figure 10. Comparison curves of bearing capacity of arranged minimum axis
图 11 平行轴布置不同连接时承载力对比曲线
Figure 11. Comparison curves of bearing capacity of arranged parallel axis with different joint types
图 12 最小轴布置试验值与修正值承载力对比
Figure 12. Comparison of test and corrected bearing capacity of arranged minimum axis
图 13 最小轴布置稳定系数对比曲线
Figure 13. Comparison curves of stability coefficient of arranged minimum axis
图 15 修正前、后稳定系数对比
Figure 15. Comparison of stability coefficient before and after correction
表 1 试验构件信息
Table 1. Information of experimental members
试验构件
编号布置
型式角钢尺
寸/mm斜材长细比 ∟AK2-λ 最小轴 ∟80×7 60、80、100、130、160 ∟AK1-λ 平行轴 ∟80×7 80、100、120、150、180 ∟AK2-λ 平行轴 ∟80×7 80、100、120、150、180 ∟AK3-λ 平行轴 ∟80×7 80、100、120、150、180 ∟BK2-λ 平行轴 ∟80×7 80、100、120、150、180 ∟BK3-λ 平行轴 ∟80×7 80、100、120、150、180 ∟CK2-λ 平行轴 ∟80×7 80、100、120、150、180 ∟CK3-λ 平行轴 ∟80×7 80、100、120、150、180 注：试验件编号∟AK2-λ中，A为节点形式，K2为约束刚度，λ为试验构件长细比值，其余编号类似，K1、K2、K3分别代表刚度为0、50、100 kN·m/rad. 
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