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The geometry of a building is one of the influential parameters in calculating the wind load. This parameter is denoted as Cp in static methods. It is provided in codes for conventional buildings. The present study calculates the wind pressure coefficient for a non-conventional Y-shaped building model with a scale of 1:500. To obtain the wind effec...
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The shape of a bluff body section is of high importance to its aerostatic performance. Obtaining the aerostatic performance of a specific shape based on wind tunnel tests and CFD simulations takes a lot of time, which affects evaluation efficiency. This paper proposes a novel fully convolutional neural network model that enables rapid prediction fr...
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... Studies that have already been done have frequently ignored the complexity of interference effects in favor of simple influence factors. Recent studies have highlighted the need of taking these impacts into account, nevertheless (Chen et al., 2019;Rajabi et al., 2022). ...
The purpose of the study was to explore the interference effects on the wind-induced moment caused by two nearby high-rise structures. In order to use computational fluid dynamics (CFD), a stiff full-scale model of the buildings was created. Numerous (0°, 45° and 90°) wind incidence angles and two alternative model cross-sections (30 m × 30 m and 17 m × 40 m) were used in the investigation. In addition, it was looked at how building heights and aspect ratios affected interference effects. The findings showed that when there was close proximity between the structures, the interference effects on the wind-induced moment were most noticeable. The study also showed that interference effects were more evident for structures with greater aspect ratios. The degree of interference effects was also greatly influenced by the angle of wind incidence, with perpendicular wind directions having the greatest effects. These results underline how crucial it is to carefully examine the positioning and orientation of high-rise structures when making wind-induced moment designs. To ensure structural stability and reduce potential negative impacts from interference, designers and engineers should consider the proximity of neighboring structures, the aspect ratios of the buildings, and the angle at which the wind strikes the buildings. In wind-prone places, high-rise buildings’ safety and performance can be greatly improved by including such factors in the design process.
... Uematsu et al. [11] examined spherical domes with different deflection-tospan and rise-to-span ratios for two turbulent boundary layers. In their study, Rajabi et al. [12] examined the wind effect on Y-shaped buildings and discussed the most critical loading scenarios. As a result of Cheng and Fu's [13] study, hemispherical domes have been investigated for turbulent and laminar boundary layer flow. ...
... Ma et al. [12] calculated the ESWL of a large-span truss structure based on this method, showing that the method matches the transient analysis results from the perspective of the overall structural stress equivalence. The Chinese load code [13] based on the inertial wind load method [14] for wind-resistant design, by using stochastic vibration theory and vibration type decomposition method to determine the equivalent wind-induced vibration force and then calculate the β, Zhao et al. [15] calculated the β of transmission tower based on this method combined with wind tunnel test data, showing that the equivalent displacement determined by it is close to the test value. However, the code is not applicable for some specific towering structures, for example, for transmission towers with cross arms and cross partitions, it is not suitable for direct code calculation due to the uneven variation of their shape and mass distribution, and the accuracy of β calculation for such transmission towers can be improved by considering the influence of local shape, mass and windshielding area as well as the correction factor of spatial correlation of fluctuating wind [16]. ...
The complex aerodynamic shape and structural form affect the wind-induced vibration coefficient β of landscape towers with a twisted column and spiral beam (short for LTs). To clarify the β distribution characteristics, evaluate the applicability of existing load codes, and provide accurate design wind loads, wind tunnel tests and numerical simulations were carried out on a LT. The LT’s aerodynamic coefficients and wind-induced responses were measured using rigid sectional and aeroelastic models. Furthermore, the displacement wind-induced vibration coefficient βd and inertial load wind-induced vibration coefficient βi(z) of the LT were calculated from these measured data. Combined with test data and a finite element model, the impacts of the wind speed spectrum type, the structural damping ratio ξ, and the peak factor g on β of the LT are analyzed. The accuracy of β of the LT calculated by Chinese and American load codes was examined and given the correction method. The results showed that the wind yaw angle had a significant impact on βd of the LT, which cannot be neglected in current load codes. The abrupt mass increase at the platform location makes the distribution characteristics of βi(z) of the LT different from conventional high-rise structures. The values of ξ and g have a significant impact on the calculation results of β, which are the key to the accurate design wind loads of LTs. The existing load codes are not suitable for LTs, and the correction method proposed in this paper can be used to improve them.
This study delves into investigating the profound impact of wind loads on the structural integrity of wind tur-
bines. To comprehensively assess the influence of wind loads, a two-pronged approach was adopted: first, a
meticulously crafted 1/100 scale model was employed within a wind tunnel, and second, advanced numerical
simulations based on computational fluid dynamics (CFD) were conducted. Moreover, the study takes into ac-
count the intricate factor of turbine proximity in the wind tunnel setup. The design of the tower structure takes
into consideration an array of loads, including lateral and gravitational forces. Notably, a substantial load arises
from the rotational force generated by blade motion, which exerts its effects on the structure. Calculations of this
force were executed using ABAQUS software. This multifaceted analysis involves the application of angular
velocity to the blades, subsequently enabling the computation of time-dependent support reactions via dynamic
numerical analysis employing the Newmark method. Furthermore, the study encompasses the determination of
static equivalent forces. It is noteworthy that the maximum displacement experienced by the structure coincides
with the initial phase of blade movement.
This study investigates the wind effect on hexa-sectored scallop domes using Computational Fluid Dynamics (CFD) and wind tunnel tests. Similar to the shape of a seashell, the scallop dome is one of the most common domes used to cover large spans. The scallop dome has an additional curvature equal to its sectors compared to a base dome (spherical). Hence, it has better structural efficiency compared to a spherical dome under the same condition. The curvatures on the scallop dome create alternate “ridges” and “grooves” on it. According to the computations of the article, the grooves created on this dome in the sector, as well as their position angle to the wind direction significantly affect pressure coefficient value. Due to these differences, wind pressure on scallop domes significantly differs from wind pressure on spherical domes. The results indicate that the ridges cause negative wind pressure coefficients whose magnitude reaches a maximum of −2.0 for an angle of alignment of 30°. The analyses have been conducted through Ansys-Fluent. This study presents the equation of wind pressure coefficient in the most critical of dome groove positions. The arch created between the grooves of a scallop dome is another effective parameter on maximum negative pressure. In the case study scallop dome, if the wind effect angle is considered α = 15, the maximum deformation in the structure will be created, which is 20% higher than that of α = 0.
Storage tanks are placed in group arrangements in refinery plants. Furthermore, winds may be treated as a critical lateral load for such structures. The present study explores the effects of storage tank adjacency on wind pressure variations. The wind tunnel test was employed to obtain the wind pressure coefficients on corrugated-plate tanks with rise-to-span ratios of 0.25, 0.5, 1.0, and 1.5. These coefficients were also calculated numerically through a computational fluid dynamics (CFD) approach and compared to the experimental data. To evaluate the adjacency effect, two adjacent tanks in the transverse and longitudinal directions and the base tank with longitudinal and transverse adjacency were studied. The wind pressure coefficients were compared to the non-adjacency scenario. It was found that the adjacency effect was below 10% in transverse and longitudinal adjacency scenarios at distances three and four times as large as the diameter, respectively. The corrugated-plate tanks were found to have smaller negative (suction) pressure coefficients than simple-plate ones.
