Wind Tunnel Tests of an Aeroelastic Model of a Long-Span Transmission Tower

Yao, Jianfeng; Shen, Guohui; Tu, Zhibin; Chen, Yong; Lou, Wenjuan

doi:10.3390/su141811613

Cited by 3 publications

(3 citation statements)

References 9 publications

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“…Lou et al (2018) obtained the wind pressure coefficients of main members, oblique members, and auxiliary members on a real-world angle steel transmission tower by wind tunnel test. Numerous experiments have been conducted to study the wind load parameters (Li et al, 2017; Pezo and Bakić, 2014; Shan et al, 2014; Shen et al, 2023; Shin et al, 2011; Sykes, 1981; Yao et al, 2022).…”

Section: Introductionmentioning

confidence: 99%

Experimental study on the aerodynamic characteristics of combined angle transmission tower subject to skew wind

Shen,

Que,

Wan

2024

Advances in Structural Engineering

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The transmission towers served as crucial carriers in the process of power transmission. The combined angle transmission tower of dual-angle steel with cruciform section are relatively a novel type of angle tower, which is being more widely used in transmission lines. The studies on aerodynamic characteristics of combined angle tower in skewed wind are limited. In this paper, the wind tunnel tests are conducted to investigate the aerodynamic characteristics of the combined angle tower, and the high frequency force balance (HFFB) test is introduced to obtain the transverse and longitudinal forces on the tower using the direct force measurement (DFM) method. The drag coefficients and wind load-distribution factors of the combined angle tower are obtained from the wind tunnel tests, and the effects of interference and tower leg spacing on the wind loads of the tower legs are fully explored. It can be found that the aerodynamic coefficients and drag coefficients of the combined angle steel tower leg tend to decrease with the increase of interference members and it also decreases with the decrease of the tower leg spacing. The test wind load-distribution factors of the isolated leg are generally larger than those defined by seven typical codes (e.g., US, EU, Japanese, and Chinese codes) and significantly exceed the code-specified values under partial wind angles. The observations obtained from this study may provide helpful guidance on the wind-resistant design of this relatively novel type of combined angle tower.

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Section: Introductionmentioning

confidence: 99%

Experimental study on the aerodynamic characteristics of combined angle transmission tower subject to skew wind

Shen,

Que,

Wan

2024

Advances in Structural Engineering

Self Cite

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“…With background of the Jiaojiang longs span linear tower, Lou Wenjuan et al conducted wind tunnel tests on the transmission tower, employed the numerical calculation analysis based on the test, and then proposed a simplified calculation method for the transverse wind response of the transmission tower [26]. Yan Zhitao et al carried out a wind tunnel test on the air-elastic model of the 1000 kV Sutong long span transmission tower-line coupled system [27]. By increasing the stiffness matrix of the transmission wire model, not changing the drape of the line and deriving the accurate aerodynamic similarity ratio of the wire, the air-elastic model of the tower-line system was designed to test the wind-induced response of the single tower and the tower-wire coupled system, which revealed the mechanism of tower-line coupling mechanism in terms of displacement, frequency, and damping.…”

Section: Introductionmentioning

confidence: 99%

Collapse Mechanism of Transmission Tower Subjected to Strong Wind Load and Dynamic Response of Tower-Line System

Gao

Wang

et al. 2022

Energies

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Transmission towers are prone to collapse under strong wind load, resulting in significant economic losses. In order to investigate the collapse mechanism and failure modes of the transmission tower under strong wind load and whether the wind vibration factor can greatly reflect the increasing effect of the fluctuating wind, the finite element method (FEM) is utilized to analyze the ultimate bearing capacity of a typical 220 kV transmission tower. The results show that the collapse of the tower under strong wind loads is usually due to the buckling of the leg members. When the reference wind speed is equal to 27 m/s, a small part of the main leg members reaches their yield strength, while the diagonal members are still in the elastic range, and the deformation of the transmission tower is unapparent at this wind speed. When reference wind speed is equal or greater than 30 m/s, the growing variety of main legs is totally into the plastic yield stage, and the overall deformation of this tower is visible. Therefore, the transmission tower is collapsed due to the large deformation caused by the elastic-plastic buckling of leg members. Based on the aforementioned study, a finite element model involving three transmission towers and four span transmission lines is established to analyze the dynamic response of the tower-line system below fluctuating wind. Results show that the wind-induced coefficients designed by current code not only notably satisfy the stress response of tower components subjected to fluctuating wind loads in the elastic phase but also accurately assess the collapse displacement of the transmission tower. The increasing effect of displacement on the top tower under fluctuating wind, unfortunately, could not considerably reply with the investigated factor, and the load-carrying capacity of the transmission tower in the plastic phase can be overestimated by static calculation results.

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“…On the other hand, as the substructure of CBUSB, the bridge and cable will produce time-varying dynamic tension and displacement when the wind-induced vibration of the cable is pulled down under the wind load, which not only changes the dynamic characteristics of the stayed bridge, but also causes the displacement of the bridge and superimposes with the wind vibration displacement, and the vibration of the bridge will affect the vibration of the cable in turn. The coupling wind-induced vibration between these substructures [25][26][27] has attracted a lot of attention in transmission lines. In this way, when the cables are arranged asymmetrically on both sides of the bridge centerline, the influence of this arrangement scheme on the wind-induced vibration interaction of the bridge cables should also be analyzed.…”

Section: Introductionmentioning

confidence: 99%

Sectional Model Wind Tunnel Test and Research on the Wind-Induced Vibration Response of a Curved Beam Unilateral Stayed Bridge

et al. 2022

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The linear curve distribution of the beam and the asymmetrical layout of the stay cables may have beneficial or adverse influences on cable-stayed bridges. Sectional model wind tunnel tests and numerical simulations were used to analyze the influence of these two factors on the wind-induced vibration characteristics of a curved beam unilateral stayed bridges (CBUSB) and the interaction between its stay cables and curved beams. According to the basic similarity law, the sectional models of a CBUSB example were designed and manufactured. The aerodynamic force and wind-induced vibration of the models were measured in an atmospheric boundary wind tunnel laboratory to obtain the aerodynamic coefficient and displacement, respectively. Based on the wind tunnel test results, the verified finite element model was used to determine the displacement, acceleration, and cable tension of the CBUSB excited by the buffeting force under 5 curvature cases and 4 cable layout cases. Then, band-pass filter technology and fast Fourier transform technology were used to analyze the influence of these two parameters on the wind-induced vibration characteristics of the CBUSB. Results show that the CBUSB had good aerodynamic stability in the wind tunnel at low and high wind speeds. With increasing curvature, the high-order modal vibration and modal coupling vibration of the CBUSB may be generated. The frequency, the proportion of wind-induced vibration response components, and the distribution characteristics of spectrum energy of CBUSB will be affected by 4 cable layout schemes. Cables arranged on both sides of the bridge and near the center of curvature can improve pedestrian comfort and reduce wind-induced vibration, respectively. Affected by the interaction between cable and bridge, the cable and bridge transmit their own vibration to each other, both of which contain the response components of each other.

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Wind Tunnel Tests of an Aeroelastic Model of a Long-Span Transmission Tower

Cited by 3 publications

References 9 publications

Experimental study on the aerodynamic characteristics of combined angle transmission tower subject to skew wind

Experimental study on the aerodynamic characteristics of combined angle transmission tower subject to skew wind

Collapse Mechanism of Transmission Tower Subjected to Strong Wind Load and Dynamic Response of Tower-Line System

Sectional Model Wind Tunnel Test and Research on the Wind-Induced Vibration Response of a Curved Beam Unilateral Stayed Bridge

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