Influence of Directional and Traveling Wave Effects of Ground Motion on the Dynamic Response of Tower Line Systems with Different Span Length
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摘要: 输电线路需要跨越不同的地形地貌以满足供电需求，输电塔两端档距往往是不同的，因此有必要对不同档距的输电塔线体系进行地震响应研究。本文基于OpenSees建立了3种不同档距的塔线体系，考虑了地震动传播方向的随机性，对不同方向地震动进行正交分解，得到沿塔线体系x和y方向的加速度时程，同时考虑地震动的行波效应，分别进行了塔线体系弹塑性时程分析，研究地震动方向性效应和行波效应对不同档距塔线体系结构响应的影响。研究结果表明，在不同方向地震动作用下，中塔和边塔的最不利档距为400 m-400 m-400 m-400 m、400 m-100 m-700 m-400 m。在行波作用下，中塔和边塔的最不利档距为400 m-250 m-550 m-400 m、400 m-400 m-400 m-400 m。输电塔的结构响应受相位差和输电线振动共同影响，行波效应对结构的影响较大。输电塔的主材应力最大值集中于塔身上部第4号主材和第6号主材，这些位置被认为是输电塔的薄弱环节。此外，塔顶位移受地震动效应影响较大，地震动方向和行波效应分别对导线横向位移和竖向位移产生了显著影响。Abstract: Transmission lines must cross various topographic features to meet power supply demands, resulting in transmission towers with unequal span lengths at both ends. Consequently, it is essential to conduct seismic response studies on transmission tower-line systems with varying span lengths. In this paper, three tower-line systems with different span lengths are modeled using OpenSees, accounting for the randomness in the propagation direction of ground motion. The ground motion is decomposed into orthogonal directions to obtain acceleration time histories along both the x and y directions of the tower-line system. The traveling wave effect of ground motion is also considered. Elastic-plastic time history analyses are performed to investigate the structural response of the tower-line systems under the directional effects of ground motion and the traveling wave effect. The results indicate the following: Under varying ground motion directions, the most unfavorable span configurations for the middle and side towers are 400 m-400 m-400 m-400 m and 400 m-100 m-700 m-400 m, respectively. Under the influence of traveling waves, the most unfavorable span configurations for the middle and side towers are 400 m-250 m-550 m-400 m and 400 m-400 m-400 m-400 m, respectively. The structural response of the transmission tower is significantly influenced by phase differences and vibrational interactions with the transmission line, with the traveling wave effect playing a major role. The maximum stresses of the main materials of the transmission tower appear in the fourth and sixth main materials at the upper part of the tower, and these locations are considered to be the weak positions of the transmission tower. In addition, the tower top displacement is greatly affected by the effect of ground motion, and the direction of ground motion and traveling wave effects have a significant influence on the lateral and vertical displacements of the conductor respectively.
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图 5 不同档距塔线体系各高度主材应力
Figure 5. Stress in the main material at each height of the tower line system with different span length
图 6 不同档距塔线体系的塔顶位移
Figure 6. Tower top displacements for tower line systems with different span length
图 7 不同档距塔线体系的导线横向位移
Figure 7. Transverse displacement of conductors for tower line systems with different span length
图 8 不同档距塔线体系主材应力
Figure 8. Stress in the main material at each height of the tower line system with different span length
图 9 不同档距塔线体系的塔顶位移
Figure 9. Tower top displacement for tower line systems with different span length
图 10 不同档距塔线体系的导线竖向位移
Figure 10. Vertical displacement of conductors for tower line systems with different span length
表 1 导地线物理参数
Table 1. Physical parameters of lines
参数 导线 地线 型号 ACSR-720/50 LBGJ-180-20 AC 外径/m 38.48×10−3 7.43×10−3 截面面积/m2 775.41×10−6 173.3×10−6 单位长度质量/（kg·m−1） 2.3977 1.0410 弹性模量/MPa 63700 103600 拉断力/kN 170.60 215.52 
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表 2 塔线体系自振周期
Table 2. Natural vibration period of tower line system
不同档距塔线体系 自振周期/s T1 T2 塔线体系1 0.818 0.729 塔线体系2 0.792 0.723 塔线体系3 0.782 0.721
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表 3 地震动记录信息
Table 3. Ground motion recording information
地震名称 年份 台站 震级/级 PGA Northridge-01 1994 LA - Saturn St 6.69 0.47 g Cape Mendocino 1992 Centerville Beach_ Naval Fac 7.01 0.48 g Chuetsu-oki_ Japan 2007 Yoitamachi Yoita Nagaoka 6.8 0.32 g
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表 4 导地线最大张力
Table 4. Maximum tension of lines
地震动方向 塔线体系1 塔线体系2 塔线体系3 导线张力/kN 地线张力/kN 导线张力/kN 地线张力/kN 导线张力/kN 地线张力/kN 0° 53.10 57.83 53.40 57.46 53.36 57.44 30° 53.19 57.78 53.36 57.49 53.43 57.72 45° 53.19 57.66 53.49 57.39 53.59 57.61 60° 53.07 57.50 53.33 57.55 53.46 57.50 90° 52.41 58.31 52.57 58.33 52.67 57.92
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表 5 不同档距塔线体系一致激励下塔顶位移
Table 5. Tower top displacement under consistent excitation of tower line system with different span length
塔线体系 塔1塔顶位移/m 塔2塔顶位移/m 塔3塔顶位移/m 塔线体系1 0.123 0.133 0.124 塔线体系2 0.119 0.138 0.123 塔线体系3 0.123 0.134 0.123
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表 6 导地线最大张力
Table 6. Maximum tension of lines
波速/（m·s−1） 塔线体系1 塔线体系2 塔线体系3 导线张力/kN 地线张力/kN 导线张力/kN 地线张力/kN 导线张力/kN 地线张力/kN 1000 49.40 61.50 48.29 62.81 46.95 61.18 1500 49.69 59.80 48.96 63.28 47.77 61.74 2000 49.65 58.46 49.10 60.92 48.75 60.81 3000 50.21 58.70 50.48 58.96 50.25 58.97 4000 51.05 58.58 51.23 58.55 51.06 58.58 一致激励 50.47 58.11 50.70 57.60 50.57 57.55
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