Discussion of Design Wind Loads on a Vaulted Free Roof

Ding, Wei; Uematsu, Yasushi

doi:10.3390/wind2030026

Cited by 6 publications

(2 citation statements)

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“…The wind force coefficients for designing the main wind force resisting system and the cladding/components of this free roof were proposed. Ding and Uematsu [18] discussed the design wind force coefficients for the main wind force resisting system of a vaulted-free roof with f /B = 0.1 and L/B = 1 based on the LRC (Load Response Correlation) method proposed by Kasperski [19] in which the focus was on the axial force and bending moment induced in the columns as the load effects with an assumption that the roof was supported by two rigid frames, each of which was constructed of two columns and an arch beam and carried the wind loads acting on the tributary area (half area) of the roof. The experimental results for the maximum and minimum peak wind force coefficients were also provided, which may guide the wind-resistant design of cladding/components of the roof.…”

Section: Introductionmentioning

confidence: 99%

Fundamental Characteristics of Wind Loading on Vaulted-Free Roofs

Ding,

Uematsu,

Wen

2023

Wind

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The present paper investigates the fundamental characteristics of wind loading on vaulted (cylindrical) free roofs based on a wind tunnel experiment and a computational fluid dynamics (CFD) analysis using Large Eddy Simulation (LES). In the wind tunnel experiment, wind pressures at many points, both on the top and bottom surfaces of rigid roof models, were measured in a turbulent boundary layer. The wind tunnel models, including the tubing system installed in the roof and columns, were made using a 3D printer, which made the roof thickness as small as 2 mm, whereas the span B was 150 mm and the length L ranged from 150 to 450 mm. The rise-to-span ratio f/B ranged from 0.1 to 0.4. Pressure taps were installed along the center arc and an arc near the roof edge (verge) of an instrumented model with a length-to-span ratio of L/B = 1. The value of L/B of the tested models was changed from 1 to 3 using one or two dummy models, which had the same configuration as that of the instrumented model but no pressure taps. The wind direction θ was changed from 0° (perpendicular to the eaves) to ±90° (parallel to the eaves). The CFD simulation was carried out only for limited cases, that is, f/B = 0.1 and 0.4 and θ = 0° and 45°, considering the computational time. The effects of f/B, L/B, and θ on the mean (time-averaged) and fluctuating wind pressures acting on the roofs were investigated. In particular, the flow mechanism generating large wind forces on the roof was discussed. An empirical formula was provided for the distribution of mean wind force coefficients along the center arc (Line C) at θ = 0° and 30° and along the edge arc (Line E) at θ = 40° for each f/B ratio. Note that these wind directions provided the maximum and minimum mean wind force coefficients within all wind directions for Lines C and E. Furthermore, the maximum and minimum peak wind force coefficients on the two arcs were presented. The effect of turbulence intensity of approach flow on the maximum and minimum peak wind force coefficients was investigated. The experimental results were compared with those estimated using a peak factor approach, which showed a relatively good agreement between them. The data presented here can be used to guide the design of the main wind force-resisting systems and the cladding/components of vaulted-free roofs.

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Section: Introductionmentioning

confidence: 99%

Fundamental Characteristics of Wind Loading on Vaulted-Free Roofs

Ding,

Uematsu,

Wen

2023

Wind

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“…Uematsu and others [9,10] researched the wind loads on different form canopies. Their most recent research [11] discusses vaulted canopy and presents the wind pressure coefficients for angles of 0º, 45º, 60º and 90º. This research shows the most critical maximum and minimum peak wind force coefficients among all wind directions important for the cladding design of the vaulted canopies, which are not defined in the design codes.…”

Section: Introductionmentioning

confidence: 99%

The Effect of Cylindrical Canopy on Atrium Buildings: Experimental Study

2023

Teh. vjesn.

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The research presented in this paper shows the changes in wind pressures after constructing a cylindrical canopy over an atrium of a historical building. Architectural interventions on existing buildings must be carefully built, considering various aspects, such as wind pressure and airiness. The wind pressure analysis presented in this paper aims to show the changes in the atrium walls, the surrounding roof, and the cylindrical roof over the atrium to expand the knowledge about existing regulations. The research uses the following methods: wind tunnel experiment, numerical analysis, and comparison to existing regulations, following the Eurocode design guide for wind action. The hypothesis is that this research will emphasise the importance of wind tunnel experiments for specific locations, especially for architectural interventions on heritage buildings since it will draw attention to limitations of existing technical regulations regarding atrium buildings. This paper discusses the effect of the cylindrical canopy design on atrium buildings, and the conclusions set the basis for expanding the existing design guide for wind action.

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