西安建筑科技大学学报(自然科学版)

385 m超大型长江大跨越输电塔线体系抗震性能分析

(1.国网江苏省电力有限公司建设分公司,江苏南京 210011; 2.中国能源建设集团江苏省电力设计院有限公司江苏南京 211102; 3.东南大学土木工程学院,江苏南京 211189)

Research on seismic performance of 385 m long-span transmission tower-line system crossing the Yangtze River

CHEN Bing¹, YU Liang², WANG Zhangxuan¹, HUANG Shijun¹, SHU Ganping³, LUO Kerong³, NI Shuaipeng²

(1.State Grid Jiangsu Electric Power Company Construction Branch, Nanjing 210011, China; 2.Jiangsu Power Design Institute Co., Ltd. of CEEC, Nanjing 211102, China; 3.School of Civil Engineering, Southeast University, Nanjing 211189, China)

Keywords：long-span crossing, tower-line system, dynamic characteristics, seismic performance

DOI: 10.15986/j.1006-7930.2022.04.008

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摘要

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参考文献

以在建的385 m超大型长江大跨越工程为例,基于SAP2000建立了单塔和塔线体系的有限元模型,通过模态分析、静力弹性分析、静力弹塑性分析、动力时程分析分别研究了单塔和塔线耦合体系的抗震性能.研究结果表明:塔线体系跨越塔自振频率小于单塔; 跨越塔主材混凝土的灌注高度对结构自振频率、应力比及杆件最不利位置都有影响; 地震作用下斜材应力比较大且较早出现塑性铰,是抗震设计中的薄弱位置; 一致激励地震作用下,塔线体系位移普遍大于单塔,加速度响应则小于单塔结构,轴力最大增幅在11%左右; 非一致激励地震作用下,不同视波速对结构响应有较大影响,应以予考虑.

Taking the 385 m super long-span transmission project crossing the Yangtze River under construction as an example, the finite element models of single tower and tower-line system are established based on SAP2000, and the seismic performance of single tower and tower-line coupled system is studied through modal analysis, static elastic analysis, static elastoplastic analysis and dynamic time analysis. The research results show that the natural vibration frequency of crossing tower in transmission tower line system is less than that of single tower. The filling height of the concrete has an effect on the self-vibration frequency, stress ratio and the location of the most unfavorable section of the structure. The stress ratio of the slope bar is relatively large and the plastic hinge appears earlier under the action of earthquake, which is the weak position in the seismic design. Under consistent excitation, the displacement of the tower-line system is generally larger than that of the single tower, the acceleration response is smaller than that of the single tower structure and the maximum increase of the axial force is 11%. Under non-uniform excitation, different apparent wave velocities also have a large impact on the structural response, which should be considered.

引言
1 跨越塔结构模型
2 反应谱分析
3 静力弹塑性分析
4 一致激励动力时程分析
5 非一致激励动力时程分析
6 结论

图1 凤城至梅里长江大跨越效果图<br/>Fig.1 The rendering of the long-span transmission tower from Fengcheng to Meili on the Yangtze River

图1 凤城至梅里长江大跨越效果图
Fig.1 The rendering of the long-span transmission tower from Fengcheng to Meili on the Yangtze River

图2 跨越塔单塔模型<br/>Fig.2 Model of single transmission tower

图2 跨越塔单塔模型
Fig.2 Model of single transmission tower

图3 输电塔线体系模型<br/>Fig.3 Model of transmission tower-line system

图3 输电塔线体系模型
Fig.3 Model of transmission tower-line system

图4 输电塔振型图<br/>Fig.4 Vibration mode diagram of transmission tower

图4 输电塔振型图
Fig.4 Vibration mode diagram of transmission tower

图5 输电塔线体系振型图<br/>Fig.5 Vibration mode diagram of transmission tower line system

图5 输电塔线体系振型图
Fig.5 Vibration mode diagram of transmission tower line system

表1 振型及自振频率统计表<br/>Tab.1 Statistical table of vibration mode and natural frequency

表1 振型及自振频率统计表
Tab.1 Statistical table of vibration mode and natural frequency

图6 单塔模型位移随高度变化图<br/>Fig.6 Variation diagram of displacement of single tower model with height

图6 单塔模型位移随高度变化图
Fig.6 Variation diagram of displacement of single tower model with height

表2 模型主材顶点位移<br/>Tab.2 Statistics of wind vibration coefficient

表2 模型主材顶点位移
Tab.2 Statistics of wind vibration coefficient

图7 杆件应力比分布图<br/>Fig.7 Stress ratio distribution diagram of members

图7 杆件应力比分布图
Fig.7 Stress ratio distribution diagram of members

图8 模型最大应力点位置<br/>Fig.8 Location of maximum stress point of model

图8 模型最大应力点位置
Fig.8 Location of maximum stress point of model

表3 模型基底剪力<br/>Tab.3 Shear force at the bottom of the model

表3 模型基底剪力
Tab.3 Shear force at the bottom of the model

图9 静力弹塑性分析流程图<br/>Fig.9 Flowchart of static elasto-plastic analysis

图9 静力弹塑性分析流程图
Fig.9 Flowchart of static elasto-plastic analysis

图10 底部剪力-顶部位移曲线图<br/>Fig.10 Shear force of foundation-vertex displacement curve

图10 底部剪力-顶部位移曲线图
Fig.10 Shear force of foundation-vertex displacement curve

图11 能力谱与需求谱曲线<br/>Fig.11 Capacity spectrum and demand spectrum curve

图11 能力谱与需求谱曲线
Fig.11 Capacity spectrum and demand spectrum curve

表3 性能点指标统计<br/>Tab.3 Statistics of performance point index

表3 性能点指标统计
Tab.3 Statistics of performance point index

图12 跨越塔应力云图(N/m3)<br/>Fig.12 Stress nephogram of crossing tower

图12 跨越塔应力云图(N/m3)
Fig.12 Stress nephogram of crossing tower

图13 Ex作用下塑性铰发展过程<br/>Fig.13 The development process of plastic hinge under the action of Ex

图13 Ex作用下塑性铰发展过程
Fig.13 The development process of plastic hinge under the action of Ex

图14 Ey作用下塑性铰发展过程<br/>Fig.14 The development process of plastic hinge under the action of Ey

图14 Ey作用下塑性铰发展过程
Fig.14 The development process of plastic hinge under the action of Ey

图15 N1波地震时程曲线<br/>Fig.15 Seismic wave time history curve of N1

图15 N1波地震时程曲线
Fig.15 Seismic wave time history curve of N1

图16 N2波地震时程曲线<br/>Fig.16 Seismic wave time history curve of N2

图16 N2波地震时程曲线
Fig.16 Seismic wave time history curve of N2

图17 人工地震波时程曲线<br/>Fig.17 Artificial seismic wave time history curve

图17 人工地震波时程曲线
Fig.17 Artificial seismic wave time history curve

图18 地震影响系数对比曲线<br/>Fig.18 Comparison curves of seismic influence coefficient

图18 地震影响系数对比曲线
Fig.18 Comparison curves of seismic influence coefficient

表4 模型基底剪力对比<br/>Tab.4 Comparison of model base shear

表4 模型基底剪力对比
Tab.4 Comparison of model base shear

图19 N1地震波下位移和加速度时程曲线<br/>Fig.19 Time history curve of displacement and acceleration under N1 seismic wave

图19 N1地震波下位移和加速度时程曲线
Fig.19 Time history curve of displacement and acceleration under N1 seismic wave

图20 跨越塔体系位移云图(m)<br/>Fig.20 Displacement nephogram of crossing tower-line system/m

图20 跨越塔体系位移云图(m)
Fig.20 Displacement nephogram of crossing tower-line system/m

表5 顶点位移及加速度值<br/>Tab.5 Shear force at the bottom of the model

表5 顶点位移及加速度值
Tab.5 Shear force at the bottom of the model

表6 顶点位移及加速度值<br/>Tab.6 Shear force at the bottom of the model

表6 顶点位移及加速度值
Tab.6 Shear force at the bottom of the model

表7 不同视波速下位移及加速度响应对比<br/>Tab.7 Comparison of displacement and acceleration response under different apparent wave velocities

表7 不同视波速下位移及加速度响应对比
Tab.7 Comparison of displacement and acceleration response under different apparent wave velocities

表8 不同视波速下杆件轴力对比<br/>Tab.8 Comparison of axial force of rod under different apparent wave velocities

表8 不同视波速下杆件轴力对比
Tab.8 Comparison of axial force of rod under different apparent wave velocities

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期刊信息

西安建筑科技大学学报(自然科学版)
（1957年创刊双月刊）

主管单位：陕西省教育厅

主办单位：西安建筑科技大学

主　　编：刘加平（院士）

副主编：史庆轩（常务）闫增峰

国内刊号：CN61-1295/TU

I S S N：1006-7930

地　　址：西安市雁塔路中段13号

国内发行：西安建筑科技大学学报编辑部

国外发行：中国出版对外贸易总公司

编辑出版：西安建筑科技大学学报编辑部

备注

引言

1 跨越塔结构模型

2 反应谱分析

3 静力弹塑性分析

4 一致激励动力时程分析

5 非一致激励动力时程分析

6 结论

期刊信息