Experimental study of wind pressure fluctuating characteristics and wind load shape factor of long‐span cylinder roof structure

2021 ◽  
Author(s):  
Yanru Wu ◽  
Xiaohong Wu ◽  
Sitong Wei ◽  
Qing Sun ◽  
Jiantao Wang
Keyword(s):  
Experimental Study ◽  
Shape Factor ◽  
Wind Load ◽  
Wind Pressure ◽  
Long Span ◽  
Roof Structure ◽  
Load Shape

Study on wind load shape factor of long-span stadium roof

2020 ◽  
Vol 23 (11) ◽  
pp. 2333-2342
Author(s):  
Jian Guo ◽  
Minjun Zhu ◽  
Chengjie Hu
Keyword(s):  
Numerical Simulation ◽  
Pressure Distribution ◽  
Shape Factor ◽  
Wind Load ◽  
Design Stage ◽  
Bottom Surface ◽  
Shape Factors ◽  
Maximum Wind ◽  
Long Span ◽  
Load Shape

A long-span stadium roof has always been a wind load sensitive system, given its usual complex curved surface. However, there is no definite method for calculating the wind load shape factor of the complex building in the code. Based on this, the standard [Formula: see text] model was applied to the computational fluid dynamics numerical simulation of a long-span stadium roof at the wind attack angles of 0°–180°. The pressure distribution on the top and bottom surfaces of the stadium roof and the wind load shape factor were obtained by numerical simulation. The results show that the negative pressure was dominant on the top surface of the roof and the positive pressure was dominant on the bottom surface of the stadium at the wind attack angle of 0°. The ring-shaped curtain wall made the wind field environment more complicated, mainly under the wind attack angles of 45° and 180°. Because of the dip angles at both ends of the roof, the wind pressure distribution at both ends of the roof was opposite to the main region. The maximum wind load shape factors of each region were negative. In addition, the maximum wind load shape factor was at 45°, which was −1.1. The maximum wind load shape factors in regions of R13–R19 were larger, which should be paid attention in design stage. In general, the wind load shape factors were large in the central region and small at both ends. The wind load shape factors of the roof were bounded by 90°, showing an anti-symmetric trend.

Hermite Extreme Value Estimation of Non-Gaussian Wind Load Process on a Long-Span Roof Structure

2014 ◽  
Vol 140 (9) ◽  
pp. 04014061 ◽  
Author(s):  
M. F. Huang ◽  
Wenjuan Lou ◽  
Xiaotao Pan ◽  
C. M. Chan ◽  
Q. S. Li
Keyword(s):  
Wind Load ◽  
Extreme Value ◽  
Long Span ◽  
Roof Structure ◽  
Value Estimation ◽  
Non Gaussian

Comparative Analysis of Wind Load for Transmission Tower between Chinese and American Codes

2014 ◽  
Vol 580-583 ◽  
pp. 2654-2657
Author(s):  
Zhen Xu ◽  
Yu Jie Zeng ◽  
Dan Jing Cao ◽  
Xu Jun Lang ◽  
Li Tian
Keyword(s):  
Comparative Analysis ◽  
Wind Speed ◽  
Shape Factor ◽  
Wind Load ◽  
Wind Pressure ◽  
Load Factor ◽  
Transmission Tower ◽  
Height Variation ◽  
Overhead Transmission Line ◽  
Computation Formula

Wind load computation formula for transmission tower of 《Technical code for the design of tower and pole structures of overhead transmission line》 and 《Design of latticed steel transmission structures》 are studied in this paper. The differences of basic wind speed, height variation factor of wind pressure, shape factor and wind load factor are compared in detail, respectively. The results show that the wind load defined in the Chinese code is little different from the American code. However, some parameters are still worthy of further discussion. The analysis results can be a reference for the design of transmission tower.

Wind Load Characteristics of a Long-Span Retractable Roof Structure

2014 ◽  
Vol 525 ◽  
pp. 397-402
Author(s):  
Jian Guo Zhang ◽  
Hui Min Zhuang
Keyword(s):  
Wind Direction ◽  
Small Area ◽  
Wind Tunnel Test ◽  
Wind Load ◽  
Coastal City ◽  
Long Span ◽  
Roof Structure ◽  
Rigid Model ◽  
Load Characteristics ◽  
Fluctuating Wind

Taking a long-span retractable roof structure, which locates in a coastal city of China, as an example, a wind tunnel test on a rigid model was carried out. This paper analyzes the wind load characteristics of this structure under three conditions: open, closed and closed with damage in small area of windows. The block shape coefficients as well as its variation with wind direction are given; meanwhile, this paper analyzes the fluctuation characteristics of wind load, obtaining the gust coefficient as well as the variation of fluctuation coefficients with wind direction, which can be applied to the design of coating members in this structure. By comparing the analysis results under three conditions, the following conclusion can be reached: the long-span structure is more resistant against mean wind load when the roof is open than when it is closed. There is no decrease in fluctuating wind load and in some wind directions; the fluctuating wind load will be even larger. Additionally, the damage in small area of windows does not much affect the wind load characteristics on structure.

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.

scholarly journals Experimental Study on Mechanical Properties of Small Size Viscoelastic Damper

2021 ◽  
Vol 237 ◽  
pp. 03028
Author(s):  
Miao Han ◽  
Richard Twizeyimana ◽  
Hongkai Du
Keyword(s):  
Mechanical Properties ◽  
Experimental Study ◽  
Energy Dissipation ◽  
Loss Modulus ◽  
Research Work ◽  
Loading Frequency ◽  
Viscoelastic Damper ◽  
Viscoelastic Dampers ◽  
Long Span ◽  
Roof Structure

Long span roofs are very likely to oscillate when subjected to wind load that can lead to structure fatigue and endanger structures safety. Dampers have been used for long time to dissipate wind and earthquake induced energy in structures. This research work aims to present experimental study of small size viscoelastic damper that can be installed in truss of long span roof. Small size viscoelastic dampers that can be used to dissipate wind induced energy in large span roof structure need to be tested to know their performance behavior and mechanical properties at different loading amplitudes and frequencies. A kind of viscoelastic dampers were manufactured and tested under horizontal cyclic loads. Resistance and deformation of the damper were measured to study the viscoelastic damper properties dependence on frequency and amplitude. Mechanical properties including shear storage modulus, shear loss modulus, loss factor and energy dissipation are studied. Experimental results show that the small size damper’s mechanical properties are significantly related to its loading frequency and amplitude. The energy dissipation capacity of the damper was stable under different loading frequency and amplitude.

Characteristics of Wind Loads Acting on Complex Long-Span Roof Structure

2013 ◽  
Vol 639-640 ◽  
pp. 523-529
Author(s):  
Fu Bin Chen ◽  
Q.S. Li
Keyword(s):  
Boundary Layer ◽  
Wind Tunnel ◽  
Wind Tunnel Test ◽  
Leading Edge ◽  
Wind Pressure ◽  
Wind Loads ◽  
Pressure Coefficients ◽  
Long Span ◽  
Roof Structure ◽  
Fluctuating Wind

The Shenzhen New Railway Station (SNRS) has roof dimensions of 450 m long and 408 m wide. This paper presents the results of wind loads acting on the large-span roof structure. In the wind tunnel test, wind-induced pressures including mean and fluctuating components were measured from the roof of a 1:200 scale SNRS model under suburban boundary layer wind flow configuration in a boundary layer wind tunnel of HD-2 at Hunan University. Based on the data obtained simultaneously from the wind tunnel tests, the distributions of the mean and fluctuating wind pressure coefficients and the characteristics of probability density functions of wind pressures of typical pressure taps were analyzed in detailed. The outcomes of the experimental study indicate that: (1) The maximum mean negative wind pressure coefficients on the roof occur at the windward leading edge region, where the maximum fluctuating wind pressure coefficients occur also in this region; (2) There are some differences of the maximum mean negative wind pressure coefficients and RMS wind pressure coefficients under conditions with different number of trains inside the station, but such effects on the overall pressure distributions on the whole roof are negligible; (3) There are clearly negative skewed distributions for some pressure taps at the windward leading roof edge and much longer negative tails are observed, which follow Non-Gaussian distributions. The results presented in this paper are expected to be of considerable interest and of use to researchers and professionals involved in designing complex long-span roof structures.

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