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.

scholarly journals Wind Loads for Designing Cylindrical Storage Tanks Part 1 Characteristics of Wind Pressure and Force Distributions

2012 ◽  
Vol 37 (2) ◽  
pp. 43-53 ◽  
Author(s):  
Jumpei YASUNAGA ◽  
Choongmo KOO ◽  
Yasushi UEMATSU
Keyword(s):  
Wind Pressure ◽  
Wind Loads ◽  
Storage Tanks

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.

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.

Wind Loading on a Pyramidal Roof Structure

1985 ◽  
Vol 1 (2) ◽  
pp. 105-110 ◽  
Author(s):  
A. J. Dutt
Keyword(s):  
Wind Tunnel ◽  
Peripheral Region ◽  
Wind Pressure ◽  
Scale Model ◽  
Wind Loading ◽  
Wind Tunnel Experiments ◽  
Wind Tunnel Tests ◽  
Roof Structure ◽  
Inner Region ◽  
The Church

This paper deals with the investigation of wind loading on the pyramidal roof structure of the Church of St Michael in Newton, Wirral, Cheshire, England, by wind tunnel tests on a 1/48 scale model. The roof of the model was flat in the peripheral region of the building while in the inner region there was a grouping of four pyramidal roofs. Wind tunnel experiments were carried out; wind pressure distribution and contours of wind pressure on all surfaces of the pyramid roofs were determined for four principal wind directions. The average suctions on the roof were evaluated. The highest point suction encountered was — 4q whilst the maximum average suction on the roof was —0·86q. The results obtained from wind tunnel tests were used for the design of pyramidal roof structures and roof coverings for which localised high suctions were very significant.

Design of Cryogenic Storage Tanks for Industrial Applications

1962 ◽  
pp. 172-183
Author(s):  
Herbert Marsh
Keyword(s):  
Storage Tank ◽  
Support Systems ◽  
Industrial Applications ◽  
Storage Tanks ◽  
Industrial Installation ◽  
Cryogenic Storage ◽  
Design Considerations ◽  
Limited Experience ◽  
Military Applications ◽  
Tank Design

This is a discussion of the facets of cryogenic storage tank design directed toward those who have only limited experience in the field. Design considerations as to cost, suitability of materials for the temperatures and pressures involved, configuration of inner vessels and jackets, support systems, and types of insulation, evacuated and nonevacuated, for both shop-built and fielderected vessels are discussed in brief. The potential requirements for cryogenic storage for industrial applications are listed. Military applications for both ground and air-borne use are excluded as these involve unusual design conditions foreign to the usual industrial installation.

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