Analysis of Wind-Induced Vibration Control of Long-Span Space Structure

2011 ◽  
Vol 255-260 ◽  
pp. 1204-1208
Author(s):  
Zhi Qiang Zhang ◽  
Yan Chen ◽  
Guan Xing Su ◽  
Xing Gang Zhu
Keyword(s):  
Wind Tunnel Test ◽  
Time History ◽  
Space Structure ◽  
Wind Pressure ◽  
Filter Method ◽  
Maximum Displacement ◽  
Displacement Response ◽  
Long Span ◽  
History Of ◽  
Wind Induced Vibration

Based on improved linear regression filter method presented by Iwatani and wind tunnel test data, the program simulated 3-D time history of fluctuating wind pressure of Fuzhou Strait International Conference and Exhibition Center considering spatial correlation of wind loads, which is consistent with the object power spectrum .The simulation result is used in nodes of the structure to analyze response of wind-induced vibration. Analytical results show it has the maximum displacement response in 0° wind direction .Due to the installation of TMD, node displacement response of roof truss is reduced from 44.14mm to 33.16mm, with best reduction 26.67%.

Wind-Induced Vibrating Comfort Analysis of Long Span Sightseeing Bridge of Shenzhen Wan Sports Center

2010 ◽  
Vol 163-167 ◽  
pp. 582-590
Author(s):  
Xue Yi Fu ◽  
Zhen Yu Huang ◽  
Xian Chuan Chen
Keyword(s):  
Wind Tunnel ◽  
Structural Parameters ◽  
Wind Tunnel Test ◽  
Time History ◽  
Peak Acceleration ◽  
Long Span ◽  
Comfort Evaluation ◽  
History Analysis ◽  
Vibration Time ◽  
Wind Induced Vibration

This paper presents wind-induced vibration comfort evaluation of a special and complex sightseeing bridge in Shenzhen Wan Sports Center which is one of the sub-centers for the 2011 World University Games. In order to predict the reliable comfort performance of the sightseeing bridge, wind-induced vibration time history analysis under different directions based on wind tunnel test was applied. The peak acceleration on the bridge under different varying structural parameters was also discussed. The proposed peak acceleration which appears at mid-span of the bridge under 10-year return period wind load basically satisfies comfort requirement of China’s standard.

Analysis of Wind-Induced Vibration Response for a Long-Span Double-Arch-Support Steel Structure

2014 ◽  
Vol 578-579 ◽  
pp. 313-317
Author(s):  
Lan Chen ◽  
Bo Yin ◽  
Zhi Guang Huang
Keyword(s):  
Simulation Analysis ◽  
Wind Tunnel Test ◽  
Steel Structure ◽  
Vibration Response ◽  
Natural Vibration Frequency ◽  
Long Span ◽  
Roof Structure ◽  
Arch Support ◽  
Wind Induced Vibration ◽  
Wind Induced Vibration Response

As a new long-span double-arch-support steel structure system is applied to a stadium, it is necessary to study the wind-induced vibration response of the roof structure to meet the need of design. The modal analysis and the response analyses which include static wind response and wind-induced vibration response are calculated by ANSYS. The results show that the natural vibration frequency of structure is intensive (0.93 Hz~4.2 Hz). The most unfavorable wind direction angle of 135o is selected to study the wind-induced vibration response. And the wind-induced vibration coefficient calculated is satisfactory when compared with the wind tunnel test. It can be seen that it is feasible to use the stochastic simulation analysis method of wind-induced vibration response to get the wind-induced vibration coefficient.

scholarly journals Effect of Pulse Shape and Duration on Dynamic Response of a Forging System

2019 ◽  
Vol 13 (4) ◽  
pp. 226-232
Author(s):  
Arkadiusz Trąbka
Keyword(s):  
Dynamic Response ◽  
Degrees Of Freedom ◽  
Equations Of Motion ◽  
Time History ◽  
Pulse Load ◽  
Negative Effects ◽  
Maximum Displacement ◽  
Soil Settlement ◽  
History Of ◽  
Three Degrees Of Freedom

Abstract Forging hammers are machines whose operation causes negative effects both at the place of their foundation (the soil settlement) and in their surroundings (e.g., vibrations propagating to the other devices, noise, etc.). Knowledge of the parameters characterizing the time history of the force that arises as a result of impact of a ram on a shaped material is of fundamental importance for the correct analysis of both the structure of the hammer and its impact on the surroundings. In the paper, the effect of the shape and duration of a pulse load on the dynamic response of a hammer-foundation forging system was assessed. An analytical method of description of the forces that arise as a result of impact of the ram on the forged material, using different forms of pulses was presented. The forces defined in this way as loads in a mathematical model of three degrees of freedom forging system were used. The equations of motion derived from d’Alembert’s principle were solved numerically in the Matlab program. The analyses for eight forms of the pulse loads with the same pulse sizes but different durations were performed. The results in the graphs were presented. It was found, among other things, that a greater impact on the maximum displacement, velocity and acceleration of each component of the hammer-foundation system as well as on the maximum forces transmitted to the soil has the duration of a pulse than its shape.

Vibration Modes Coupling Effect in the Wind-Induced Response of a Ribbon-Like Long Span Roof

2011 ◽  
Vol 243-249 ◽  
pp. 5054-5061
Author(s):  
Shao Long Li ◽  
Xu Hong Fan ◽  
Jia Guang Chen
Keyword(s):  
Coupling Coefficient ◽  
Numerical Range ◽  
Coupling Effect ◽  
Wind Tunnel Test ◽  
Single Layer ◽  
Induced Response ◽  
Vibration Modes ◽  
Energy Contribution ◽  
Displacement Response ◽  
Long Span

The test conditions and main results of wind tunnel test for an exhibition hall and a stadium ribbon-like long span roof of a Sports Convention Center are introduced. We got the average and fluctuating wind pressures of the roof. Then we use typical points measuring method to analyze them. According to the energy contribution method, dominant modes are identified, and the modes response energy is calculated. The coupling coefficient between background displacement response and resonant displacement response is presented in this paper. The stadium calculation mode are Analyzed. The results show that the coupling coefficient numerical range for the ribbon-like long span roof is larger than single-layer spherical shell. When we use energy contribution method to select vibration modes in calculating ribbon-like structure response, Error range is large if the coupling effect is ignored, and some compensatory modes need to be found.

scholarly journals Simulation and Analysis of Wind Pressure Coefficient of Landslide-Type Long-Span Roof Structure

2021 ◽  
Vol 2021 ◽  
pp. 1-15
Author(s):  
Bin Rong ◽  
Shuhao Yin ◽  
Quankui Wang ◽  
Yanhong Yang ◽  
Jian Qiu ◽  
...  
Keyword(s):  
Numerical Simulation ◽  
Evaluation Method ◽  
Pressure Coefficient ◽  
Wind Tunnel Test ◽  
Wind Pressure ◽  
Maximum Height ◽  
Distribution Law ◽  
Long Span ◽  
Roof Structure ◽  
Wind Pressure Coefficient

This article carries out a numerical simulation of a landslide-type long-span roof structure, Harbin Wanda Cultural Industry Complex. The maximum span of the landslide-type roof is 150 m and the minimum span is 90 m, with a minimum height of 40 m and a maximum height of 120 m, and the roof area is divided into three different parts. The large eddy simulation (LES) method is used to simulate and record the wind pressure coefficient of the roof. The distribution law and cause of the mean wind pressure coefficient of the roof are firstly analyzed, and the comparison with the existing wind tunnel test data proves the validity of the numerical simulation. Secondly, a qualitative analysis is made on the distribution of root mean square (RMS) fluctuating coefficients. Subsequently, the non-Gaussian characteristics of the roof are briefly discussed, and the peak factor distribution is calculated. Finally, based on the total wind pressure coefficient, a simple evaluation method for judging favorable and unfavorable wind direction angles is proposed, and only the shape of the roof and wind angle need to be known.

DESIGN WIND PRESSURE COEFFICIENTS FOR LOW-RISE GABLE-ROOFED STEEL BUILDINGS

2020 ◽  
Vol 7 (1) ◽  
Author(s):  
Seiya Gunji ◽  
Kosuke Sato ◽  
Yasushi Uematsu
Keyword(s):  
Time History ◽  
Bending Moment ◽  
Maximum Load ◽  
Wind Pressure ◽  
Steel Buildings ◽  
Wind Force ◽  
Pressure Coefficients ◽  
History Of ◽  
Load Effects ◽  
Building Standards

The present paper discusses the wind pressure coefficients for the main wind force resisting systems of low-rise gable-roofed steel buildings, based on a wind tunnel experiment and a two-dimensional frame analysis. The wind pressure coefficients should be determined so that they reproduce the maximum load effects. Here, focus is on the bending moments involved in the members as the load effects. The Load Response Correlation (LRC) method is employed for evaluating the equivalent static wind pressure coefficients. Using the time history of wind pressure coefficients, the maximum load effects were computed for all combinations of frame location and wind direction. The results indicate that the most critical condition occurs on the windward frame in a diagonal wind. The largest bending moment was compared with that predicted from the wind pressure coefficients specified in the Japanese building standards, which are based on the area-averaged mean wind pressure coefficients. Finally, more reasonable wind pressure coefficients for designing the main wind force resisting systems are proposed.

Structural Design of Experimental Study on Rain-Wind-Induced Vibration of Strayed Cables

2012 ◽  
Vol 532-533 ◽  
pp. 412-416
Author(s):  
Wei Li ◽  
Wei Guo ◽  
Hua Bai
Keyword(s):  
Aerodynamic Characteristics ◽  
Wind Pressure ◽  
3 Dimensional ◽  
Pressure Coefficients ◽  
Long Span ◽  
Stay Cables ◽  
Safe Production ◽  
Wind Induced Vibration ◽  
Fluctuating Wind ◽  
Cable Stayed Bridges

To study the aerodynamic characteristics of strayed cable under wind and rain, with the object of the Zhijiang bridge, pressure experiments on the 2- and 3-dimensional models of stay cables in wind tunnel are made. Mean and fluctuating wind-pressure coefficients with 2 kinds of surface morphology under different wind direction angle are obtained. The results show that the rivulet position will greatly influence the distribution of pressure coefficients on the cable surface, and the separation point of the flow nearby the rivulet will be changed obviously. Aerodynamic coefficients will be changed when the rivulet be in a certain position, then the rain-wind-induced vibration will occur .The experimental results will be the guidance for the wind-resistant design and the safe production of the long-span cable-stayed bridges.

scholarly journals Experimental Study of Mitigation of Wind-Induced Vibration in Asymmetric Cable-Stayed Bridge Using Sharp Wind Fairings

2021 ◽  
Vol 12 (1) ◽  
pp. 242
Author(s):  
Guohui Zhao ◽  
Zhichao Wang ◽  
Shuo Zhu ◽  
Jianming Hao ◽  
Jun Wang
Keyword(s):  
Wind Tunnel ◽  
Wind Tunnel Test ◽  
Design Parameters ◽  
Aerodynamic Stability ◽  
Maximum Displacement ◽  
Wind Resistance ◽  
Cable Stayed Bridge ◽  
Aeroelastic Model ◽  
Vortex Induced Vibrations ◽  
Wind Induced Vibration

This paper investigated the aerodynamic response features of an asymmetric cable-stayed bridge. The wind resistance design parameters for judging the response were first determined, afterwards the bridge dynamic characteristics were analyzed for subsequent aerodynamic analysis. The vortex-induced vibrations (VIV) and flutter response at various wind fairing angles were then examined by using a 1:50 sectional model in the wind tunnel test. Finally, a 1:150 full bridge aeroelastic model was employed to explore the aerodynamic stability and characteristics of the whole asymmetric bridge under different wind attack angles in various flow fields. The results show that the sharp wind fairings could reduce the VIV amplitude of the steel box girder cable-stayed bridge to some extent, and the example bridge has examined to have enough flutter stability through sectional and full bridge aeroelastic model wind tunnel tests. Unlike symmetric bridges, the bridge’s maximum displacement of first torsion mode shape is at the closure rather than the mid-span, which is the essential reason to lead this unique vibration feature. The results from the present study could highlight the important effect of structural asymmetry and fairing shape to the wind-induced bridge vibration and hence may facilitate more appropriate wind design of asymmetric cable-stayed bridges.

Fluctuating Pressure Correlativity Analysis on the Cantilevered Roof of a Stadium

2012 ◽  
Vol 166-169 ◽  
pp. 296-303
Author(s):  
Hai Yong Zhang ◽  
Zhao Hui Chen ◽  
Feng Chen
Keyword(s):  
Correlation Coefficient ◽  
Vortex Shedding ◽  
Coherence Function ◽  
Wind Tunnel Test ◽  
Time History ◽  
Wind Pressure ◽  
Pressure Data ◽  
Fluctuating Pressure ◽  
Rigid Model ◽  
Function Models

The time-history wind pressure data of the rigid model of an annular large-span cantilever roof of a stadium were obtained by the wind tunnel test. Considering the influence of the vortex shedding, the correlation coefficient and coherence function of along-wind and cross-wind points were analyzed to get the characteristics of the fluctuating pressure correlation of the stadium’s roof. The coherence function curves were fitted and the related coherence function was present. The results show that these characteristics of coherence are all coincide with the correlation coefficient. Compared to the Davenport and Nakamura coherence function models, the present coherence function has the same form with the Davenport and Nakamura's models, and a higher fitting accuracy for the cantilevered roof.

Rain-Wind-Induced Vibration Control for Long Span Transmission Tower

2012 ◽  
Vol 160 ◽  
pp. 240-244 ◽  
Author(s):  
Li Tian ◽  
Shu Jin ◽  
Zi Long Wang
Keyword(s):  
Vibration Control ◽  
Equations Of Motion ◽  
Time History ◽  
Induced Response ◽  
Tuned Liquid Damper ◽  
Transmission Tower ◽  
Long Span ◽  
Tuned Liquid Dampers ◽  
Liquid Dampers ◽  
Wind Induced Vibration

In this paper, multiple tuned liquid dampers control for rain-wind-induced response of long span transmission tower is investigated. Equations of motion for a structure-TLD system are derived. According to the mechanism of vibration control, rain-wind-induced vibration control for tower model with multiple tuned liquid dampers is carried out by using numerical simulation. Three-dimensional finite element model of tower based on a real project is established. Rain-wind load time history is simulated based on wind and rain theory. Time history curves and the maximum responses without and with tuned liquid damper under rain-wind excitation are analyzed and discussed. The results show that the tuned liquid damper could decrease the rain-wind-induced response of long span transmission tower, and the device could be installed in tower when the response too large.

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