Wind-Induced Response and Universal Equivalent Static Wind Loads of Single Layer Reticular Dome Shells

2014 ◽  
Vol 14 (04) ◽  
pp. 1450008 ◽  
Author(s):  
Bo Chen ◽  
Xiao-Yu Yan ◽  
Qing-Shan Yang
Keyword(s):  
Structural Parameters ◽  
Single Layer ◽  
Leading Edge ◽  
Wind Pressure ◽  
Wind Loads ◽  
Wind Loading ◽  
Induced Response ◽  
Equivalent Static Wind Loads ◽  
Nodal Displacements ◽  
High Suction

Wind pressure measurements were carried out for dome roofs with different rise–span ratios (f/L = 1/4,1/6,1/8) in a boundary wind tunnel. A parametric study was conducted to investigate the influences of wind loading and structural parameters on the wind-induced response and the universal equivalent static wind loads (ESWLs) of single-layer reticular dome shells, including the span, rise–span ratio, roof mass and the mean wind velocity. Results show that the rise–span ratio has a significant influence on the wind pressure distribution of the roof. High suction appears at the top of the roof with a larger rise–span ratio f/L = 1/4, and it appears at the top and leading edge when f/L is 1/6 or 1/8. Many vibration modes should be included to analyze the wind-induced response of dome roof structures, and this makes it very difficult to analyze the ESWL. The resonant response is larger than the background response. A method to calculate the universal ESWL for the building code is proposed for easy understanding by practicing engineers. Based on the distribution characteristics of the ESWL, simple fundamental vectors are constructed to recalculate the universal ESWL. This method is employed to divide the dome roof into four zones, and it also means that four fundamental vectors are used to evaluate the ESWL. Simplified expressions of universal ESWL in these four roof zones are proposed for the engineering design. All nodal displacements and structural member stresses under the universal ESWL agree well with actual peak responses.

Consideration of Wind Loads in Fitness for Service Assessment of Storage Tanks

2020 ◽  
Author(s):  
Gys van Zyl ◽  
Stewart Long
Keyword(s):  
Wind Pressure ◽  
Wind Loads ◽  
Wind Loading ◽  
Storage Tanks ◽  
Actual Distribution ◽  
Wind Actions ◽  
Level 3 ◽  
Tank Design ◽  
Cylindrical Tanks ◽  
Direct Guidance

Abstract Wind actions are important to consider when performing fitness for service assessment on storage tanks with damage. Tank design codes typically have rules where a design wind velocity is used to determine required dimensions and spacing of wind girders, and a uniform wind pressure is used to evaluate tank anchorage for uplift and overturning due to wind actions. These rules are of little use in a fitness for service assessment of localized damage, as the actual distribution of wind pressure on the wall and roof of a cylindrical tank is far from constant, and a better evaluation of the wind pressure distribution is desired when performing a level 3 fitness for service assessment. API 579/ASME FFS-1 provides no direct guidance relating to the application of wind loading but refers to the American Society of Civil Engineers Standard ASCE/SEI 7. Other international codes relating to wind loads, such as Eurocode EN-1991-1-4 and Australia/New Zealand Standard AS/NZS 1170.2 also contain guidance for the evaluation of wind actions on cylindrical tanks. This paper will present a review of these international codes by comparing their guidance for wind actions on cylindrical tanks, with specific emphasis on how this may affect a level 3 fitness for service assessment of a damaged storage tank.

Structural Analysis of Ground Mounted Solar Panel Array

2018 ◽  
Author(s):  
Md Ashhar Tufail ◽  
Barun Pratiher
Keyword(s):  
Structural Analysis ◽  
Energy Production ◽  
Cfd Simulation ◽  
Wind Pressure ◽  
Wind Loads ◽  
Wind Loading ◽  
Row Spacing ◽  
Solar Panels ◽  
Cfd Simulations ◽  
Drag And Lift

In the current study, CFD simulations and static structural analysis were carried out to estimate the wind loads for up and downstream wind directions on ground mounted arrayed solar panels. The goal of simulations is to estimate the loads (i.e. drag and lift forces and also moment coefficients) and wind pressure that act upon their surface. Static structural analysis coupled with CFD simulation is done to determine the total deformation due to wind loads on each panel. The motive of the study is to protect the integrity of the solar panels in a situation like cyclone and typhoon so that energy production is not hindered throughout their service life. Simulations were carried out on arrayed nine panels with changing various parameters (i.e. clearance height, inter row spacing between panels and panel inclination) that effect wind loading on the panels.

WIND PRESSURE DISTRIBUTION ON LOW-RISE BUILDINGS WITH CYLINDRICAL ROOFS

2015 ◽  
Vol 2 (1) ◽  
Author(s):  
Astha Verma ◽  
Ashok Kumar Ahuja
Keyword(s):  
Boundary Layer ◽  
Experimental Study ◽  
Wind Tunnel ◽  
Pressure Distribution ◽  
Open Circuit ◽  
Wind Pressure ◽  
Wind Loads ◽  
Wind Loading ◽  
Pressure Coefficients ◽  
Available Information

Wind is one of the important loads to be considered while designing the roofs of low-rise buildings. The structural designers refer to relevant code of practices of various countries dealing with wind loads while designing building roofs. However, available information regarding wind pressure coefficients on cylindrical roofs is limited to single span only. Information about wind pressure coefficients on multi-span cylindrical roofs is not available in standards on wind loads. Present paper describes the details of the experimental study carried out on the models of low-rise buildings with multi-span cylindrical roofs in an open circuit boundary layer wind tunnel. Wind pressure values are measured at many pressure points made on roof surface of the rigid models under varying wind incidence angles. Two cases namely, single-span and two-span are considered. The experimental results are presented in the form of contours of mean wind pressure coefficients. Results presented in the paper are of great use for the structural designers while designing buildings with cylindrical roofs. These values can also be used by the experts responsible for revising wind loading codes from time to time.

Correlation and Combination Factors of Wind Forces on Cylindrical Roof Structures

2017 ◽  
Vol 17 (09) ◽  
pp. 1750104 ◽  
Author(s):  
Bo Chen ◽  
Pengpeng Zhong ◽  
Weihua Cheng ◽  
Xinzhong Chen ◽  
Qingshan Yang
Keyword(s):  
Side Wall ◽  
Single Layer ◽  
Correlation Coefficients ◽  
Wind Load ◽  
Wind Pressure ◽  
Wind Loads ◽  
Horizontal Wind ◽  
Parameter Study ◽  
Response Component ◽  
Wind Pressures

The correlations among wind pressures on roof and walls are examined for the cylindrical roof buildings with different rise-span ratios based on wind tunnel data. Wind-induced dynamic response is also analyzed with a parametric study concerning span length, rise-span ratio, stiffness of supporting frames and connection type between roof and supporting frames, where the roof system is a single-layer cylindrical reticular shell. For both roof and supporting frames, the responses induced by vertical wind loads on the roof and by horizontal wind loads on the walls are investigated. The correlation coefficients of these response components are examined. The results showed that the fluctuating wind pressure on the roof is strongly correlated with the wind pressure on the side wall and the leeward wall, but weakly correlated with the wind pressure on the windward wall. The response of roof and supporting frames caused by the wind loads on the roof is much larger than that of wind loads on the walls. On the bases of a comprehensive parameter study and complete quadratic combination (CQC) rule, a practical simplified combination rule is suggested for estimating response of roof and supporting frames. It is given as sum of response component caused by wind load on roof and that of wind load on walls multiplied with a combination factor of [Formula: see text].

Wind Loading and Wind Effects on the Roof of Harbin West Railway Station

2010 ◽  
Vol 163-167 ◽  
pp. 4280-4285
Author(s):  
Di Wu ◽  
Ying Sun ◽  
Yue Wu
Keyword(s):  
Wind Tunnel ◽  
Linear Time ◽  
Time History ◽  
Wind Load ◽  
Wind Pressure ◽  
Wind Loading ◽  
Induced Response ◽  
Railway Station ◽  
History Analysis ◽  
Fluctuating Wind

Taking Harbin west railway station as the researching object, the wind load distribution as well as its effects, which are widely used in practice, is investigated. First, wind pressure distribution on a rigid model is measured simultaneously in a wind tunnel. Some special characteristics of the measured wind pressure, especially its fluctuating component, are discussed. Then the fluctuating wind pressure field is reconstructed based on the synchronous multi-pressure scanning technique of wind tunnel tests and the proper orthogonal decomposition (POD) technique. The influence of lower RC structure on wind-induced vibration is investigated using non-linear time-history analysis. At last, a new method is introduced to obtain equivalent static wind load (ESWL) that reproduce all largest load effects at the same time. With the synthetic application of above methods, the problems such as: complex time and spatial distribution of fluctuating wind; multi-mode vibration of wind-induced response; multiple equivalent objectives for ESWL, can be solved efficiently.

Equivalent Static Wind Loads on Single-Layer Cylindrical Steel Shells

2018 ◽  
Vol 144 (7) ◽  
pp. 04018077 ◽  
Author(s):  
Bo Chen ◽  
Ke Wang ◽  
Jianqiu Chao ◽  
Qingshan Yang
Keyword(s):  
Single Layer ◽  
Wind Loads ◽  
Equivalent Static Wind Loads ◽  
Cylindrical Steel

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.

Wind Pressure and Wind-Induced Vibration of Heliostat

2008 ◽  
Vol 400-402 ◽  
pp. 935-940 ◽  
Author(s):  
Ying Ge Wang ◽  
Zheng Nong Li ◽  
Bo Gong ◽  
Qiu Sheng Li
Keyword(s):  
Dynamic Response ◽  
Wind Direction ◽  
Wind Load ◽  
Wind Pressure ◽  
Induced Response ◽  
Vertical Angle ◽  
Lateral Direction ◽  
Direction Angle ◽  
Wind Pressures ◽  
Fluctuating Wind

Heliostat is the key part of Solar Tower power station, which requires extremely high accuracy in use. But it’s sensitive to gust because of its light structure, so effect of wind load should be taken into account in design. Since structure of heliostat is unusual and different from common ones, experimental investigation on rigid heliostat model using technology of surface pressure mensuration to test 3-dimensional wind loads in wind tunnel was conducted. The paper illustrates distribution and characteristics of reflector’s mean and fluctuating wind pressure while wind direction angle varied from 0° to 180° and vertical angle varied from 0° to 90°. Moreover, a finite element model was constructed to perform calculation on wind-induced dynamic response. The results show that the wind load power spectral change rulers are influenced by longitudinal wind turbulence and vortex and are related with Strouhal number; the fluctuating wind pressures between face and back mainly appear positive correlation, and the correlation coefficients at longitudinal wind direction are smaller than those at lateral direction; the fluctuating wind pressures preferably agree with Gaussian distribution at smaller vertical angle and wind direction angle. The wind-induced response and its spectrums reveal that: when vertical angle is small, the background responsive values of reflector’s different parts are approximately similar; in addition, multi-phased resonant response occurring at the bottom. With the increase of , airflow separates at the near side and reunites at the other, as produces vortex which enhances dynamic response at the upper part.

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