A wind-tunnel investigation into the pressure distribution around sheet-clad scaffolds

Irtaza, Hassan; Beale, R.G.; Godley, M.H.R.

doi:10.1016/j.jweia.2012.03.004

Cited by 18 publications

(9 citation statements)

References 11 publications

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“…The models were tested in the wind tunnel at every 15 degrees of angle to determine the mean, maximum +ve, maximum -ve and rms pressure coefficients on its façade (Irtaza et al, 2010). The pressure contours on the roof of the building are shown in Figures 13 to 17 for 0 o to 45 o angle of incidence and that on the façade of the building (for windward, side and leeward face of the building) for 0 o angle of incidence are shown in Figures 18 to 21, for all other angles kindly refer to Report No.397, School of the Built-Environment, Oxford Brookes University, Oxford, U.K. ISBN: 978-0-9556254-3-5 (Irtaza et al, 2010).…”

Section: Discussionmentioning

confidence: 99%

“…The mesh near and aligned with the wall surfaces must be refined and stretched with the viscous boundary layer grid. The Fluent 6.30 code which was adopted in this study is based on the finite volume method (FVM), with the capacity of dealing both structured and unstructured grids in its solver (Irtaza et al, 2010). There are varieties of different methods of mesh generation in preprocessing software Gambit 2.6.…”

Section: Computational Solution Strategiesmentioning

confidence: 99%

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Comparison of wind pressure measurements on Silsoe experimental building from full-scale observation, wind-tunnel experiments and various CFD techniques

Irtaza¹,

Beale²,

Godley³

et al. 2018

Int. J. Eng. Sci. Tech

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The paper is the result of extensive research concentrated on analyzing the accuracy and numerical stability to assess the various turbulence models available widely and the state of the art techniques for the numerical simulation of turbulent fluid flow with a view of finding the most appropriate models for computational wind engineering. These investigations suggest that a turbulence model, suitable for wind engineering applications, should be able to model the anisotropy of turbulent flow while maintaining the ease of use and computational stability. Keeping this in mind five turbulence models such as Standard k ε − , RNG k ε − , Realizable k ε − , Reynolds Stress Method and Large Eddy Simulation have been tested in an attempt to account for anisotropic turbulence and curvature related strain effects and the same have been compared with the full-scale and wind-tunnel data for the present study. Better turbulence models that will be more accurately predict bluff body flow fields and that are numerically stable for complex geometries are of paramount importance if the uses of CFD techniques are to gain wide acceptance by the wind engineering community. .

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Section: Discussionmentioning

confidence: 99%

Section: Computational Solution Strategiesmentioning

confidence: 99%

Comparison of wind pressure measurements on Silsoe experimental building from full-scale observation, wind-tunnel experiments and various CFD techniques

Irtaza¹,

Beale²,

Godley³

et al. 2018

Int. J. Eng. Sci. Tech

Self Cite

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“…effect caused by the neighbouring building, and its influence on the behaviour of scaffoldings placed at 1, 2 or 3 walls was presented in [14]. Irtaza used a wind tunnel experiment and CFD techniques to examine sheet and net clad scaffoldings erected at the full façades of the Silsoe Cube [15]. The authors formulated some recommendations to the code provisions.…”

Section: Introductionmentioning

confidence: 99%

Façade scaffolding behaviour under wind action

Lipecki

Jamińska-Gadomska

Bęc

et al. 2020

Archiv.Civ.Mech.Eng

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The main objective of the study was to estimate the mean horizontal wind action on a façade scaffolding on the basis of full-scale data. Measurements of climatic parameters were carried out for a number of façade scaffoldings (120 structures) located in Poland over a 30-month period. The measurement points were located on 2-3 deck levels of each structure and at 2-4 points placed in each level. The measurements were carried out 3-4 times during each day for 5 consecutive days. At each point, two components of wind speed were measured: first with the vane probe directed perpendicular to the façade and then parallel to the façade. Each measurement lasted 60 s, and the data were recorded every 1 s. On the basis of wind speeds, a procedure was suggested that enabled estimation of the static wind action on façade scaffoldings. The responses of structures to this action were computed via FEM simulations. The results were compared with those based on the approaches recommended by the wind and scaffolding codes. Initial analyses, illustrated by three scaffoldings without a protective cover, indicated large discrepancies between the approaches and the possibility of wind action, which is not considered in the codes.

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“…Analyses regarding the impact of the anchoring distribution and the nature of conducted work can be found in [4]. Forces in anchors are strictly dependent on the geometry [5] and height of the scaffolding, objects occurring in its immediate vicinity [6], as well as on safety nets and claddings [7] attached to the scaffolding, because the main impact on the forces in anchors is caused by the wind [8]. Another aspect affecting the anchoring stress in inaccuracies in the structure's geometry (imperfections) [9].…”

Section: Introductionmentioning

confidence: 99%

Influence of Foundation Quality on the Stress in the Elements of Steel Façade Scaffolding

2020

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The purpose of this paper is to show the influence of incorrect scaffolding foundations on the stress in their elements. Static stress analysis was performed for exemplary steel façade scaffolding. The scaffolding was formed using the Plettac 70 system and was composed of 16 modules and 13 working levels. The total dimensions of the scaffolding were 45.0 × 26.36 × 0.74 m. The scaffolding was set up partly on concrete and partly on a created ground classified as coarse sand with discontinuous graining. The boundary conditions modelling the foundation considered the heterogeneity of the ground both along the scaffolding and in the direction perpendicular to the façade. The effect of uneven subsidence on the scaffolding frames was checked, adopting a constant stiffness of 3500 kN/m in half of the supports, while in the rest of them the stiffness varied from 35 to 3500 kN/m. Due to additional bending moments, normal stresses in stands and transoms of the frames increased. Incorrect scaffolding foundation has the greatest negative effect on normal forces in anchors and bracings. Because these elements are responsible for the stability of the scaffolding, their damage may result in scaffolding failure and would certainly lead to a reduction of the values of free vibration frequencies, thus resulting in the discomfort of the workers on the scaffolding and a lack of safety.

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A wind-tunnel investigation into the pressure distribution around sheet-clad scaffolds

Cited by 18 publications

References 11 publications

Comparison of wind pressure measurements on Silsoe experimental building from full-scale observation, wind-tunnel experiments and various CFD techniques

Comparison of wind pressure measurements on Silsoe experimental building from full-scale observation, wind-tunnel experiments and various CFD techniques

Façade scaffolding behaviour under wind action

Influence of Foundation Quality on the Stress in the Elements of Steel Façade Scaffolding

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