Abstract
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.
Highlights
Large-span structures are widely used in large public buildings such as airports and stadiums due to their light weight, flexible shape changes, and the ability to provide as much space as possible without inner columns
Based on large eddy simulation (LES), numerical simulation of the Harbin Wanda Cultural Industry Complex is performed to analyze the wind pressure distribution characteristics of landslide-type roofs. e data of mean wind pressure distribution were compared with the results of existing wind tunnel tests
Conclusions are summarized as follows: (i) e mean wind pressure coefficient predicted by LES and wind tunnel test results show a high similarity. e overall roof shows a high negative pressure, and there is a slight positive pressure at a location remote from the windward edge
Summary
Large-span structures are widely used in large public buildings such as airports and stadiums due to their light weight, flexible shape changes, and the ability to provide as much space as possible without inner columns. As a result of the greater flexibility of membrane structure roofs, data based on rigid wind tunnel tests often have large errors. Man et al [8] combined wind tunnel test and numerical simulation to study the effect of wind on the net pressure coefficient and flow field of longspan retractable roof structures under different roof conditions. Sun et al [9] conducted wind tunnel tests on ridge-valley tensile membrane structures and explored the effects of wind direction, vector span ratio, eave height, and terrain roughness on wind pressure distribution. Regarding the large-span canopy roof, Rizzo et al [12] discussed its pressure coefficients, peak factor distributions, and non-Gaussian characteristics of the pressure time histories and evaluated the combination factors. Based on the total mean wind pressure coefficient standard, a simple and rough method for evaluating favorable and unfavorable wind direction angles is proposed only by the shape and wind direction of the structure
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