输电塔斜材不同节点型式下的受压承载力

鄢秀庆; 何松洋; 李正良; 韩大刚; 高见; 刘红军

doi:10.3969/j.issn.0258-2724.20220573

输电塔斜材不同节点型式下的受压承载力

doi: 10.3969/j.issn.0258-2724.20220573

鄢秀庆^1,,
何松洋¹,
李正良^{2, 3},
韩大刚¹,
高见¹,
刘红军^{2, 3}

1.
中国电力工程顾问集团西南电力设计院有限公司，四川成都 610010
2.
重庆大学土木工程学院，重庆 400045
3.
重庆大学山地城镇建设与新技术教育部重点实验室，重庆 400045

基金项目: 国家自然科学基金（51508054）

详细信息

作者简介:
鄢秀庆（1984—），男，高级工程师，研究方向为送电结构设计，E-mail：64732264@qq.com

中图分类号: TM753；TM721.1
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- 被引次数: 2
出版历程
- 收稿日期: 2022-08-23
- 修回日期: 2023-01-28
- 网络出版日期: 2024-01-08
- 刊出日期: 2023-03-17

Compression Bearing Capacity of Inclined Members of Transmission Tower with Different Joint Types

1.
Southwest Electric Power Design Institute Co., Ltd. of China Power Engineering Consulting Group, Chengdu 610010, China
2.
College of Civil Engineering, Chongqing University, Chongqing 400045, China
3.
Key Laboratory of New Technology for Construction of Cities in Mountain Area of Ministry of Education Chongqing University, Chongqing 400045, China

摘要

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.
- 输电塔 /
- 节点约束 /
- 节点构造型式 /
- 试验研究 /
- 长细比
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 (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.
- transmission tower /
- joint constraint /
- joint type /
- experimental research /
- slenderness ratio

HTML全文

图 1 带弹簧的半刚性支座

Figure 1. Semi-rigid support with spring

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图 2 端部约束示意

Figure 2. End restraint

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图 3 加载装置示意

Figure 3. Test setup

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图 4 测点布置

Figure 4. Layout of monitoring points

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图 5 跨中截面荷载-侧向位移曲线

Figure 5. Load–lateral displacement curves of mid-span section

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图 6 ∟BK2-100、∟BK3-100荷载-响应曲线

Figure 6. Load–response curves of∟BK2-100 and ∟BK3-100

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图 7 试件失效模式

Figure 7. Failure modes of specimens

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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 stiffnesses

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图 9 不同约束刚度时的承载力曲线

Figure 9. Bearing capacity curves under different joint stiffnesses

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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

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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

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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

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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

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图 14 修正后承载力与试验值对比

Figure 14. Comparison of test and corrected bearing capacity

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图 15 修正前、后稳定系数对比

Figure 15. Comparison of stability coefficient before and after correction

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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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