Wind tunnel test and numerical simulation of wind pressure on a high-rise building

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1 Journal of Chongqing University (English Edition) [ISSN ] Vol. 9 No. 1 March 2010 Article ID: (2010) To cite this article: AL ZOUBI Feras, LI Zheng-liang, WEI Qi-ke, SUN Yi. Wind tunnel testing and numerical simulation of wind pressure on a high-rise building [J]. J Chongqing Univ: Eng Ed [ISSN ], 2010, 9(1): Wind tunnel test and numerical simulation of wind pressure on a high-rise building AL ZOUBI Feras, LI Zheng-liang, WEI Qi-ke, SUN Yi Department of Civil Engineering, Chongqing University, Chongqing , P. R. China Received 27 September 2009; received in revised form 3 March 2010 Abstract: We carried out a wind tunnel test to measure cladding loads for a high-rise building of 295 m in height, which would be located in the business center of Chongqing Municipality, P. R. China. The rigid model was used to determine fluctuating local pressures on the exterior surfaces of the building. The wind tunnel test results show the critical zone of wind pressures on building surfaces in both standalone and interference conditions. The computational fluid dynamics (CFD) was conducted by using the FLUENT Code to compare with the wind tunnel test results, and the steady three-dimensional turbulent flow with Realizable k-ε as a turbulence model was used. The CFD results are agree with the wind tunnel test results in regards to distributions of wind pressures over a high-rise building s surfaces. Keywords: computational fluid dynamics; wind pressure; high-rise building; wind tunnel test CLC number: TU Document code: A 1 Introduction The design of a tall building and its curtain wall system should consider a function to control the extreme wind induced pressures which would occur within its lifetime. The pressures have a significant impact on the cost of the structure. For a rational design of the cladding, it is important to have a good knowledge of wind induced local pressures that would act on the building [1-2]. Wind tunnel testing is now common practice for design of most tall buildings [3-4]. In many cases, owners of proposed moderately tall buildings are also encouraged to allow for wind tunnel testing, as the costs associated with such testing can be offset by the substantial savings in the building costs, due to the reduced design wind loading [3]. In recent years, computational methods have become more popular because they are less expensive and much Al ZOUBI Feras: feraschina@yahoo.com. Funded by the National Natural Science Foundation of China (No ) faster compared to the field and wind tunnel experiments in most cases and they predict the parameters of interest with reasonable accuracy [5-8]. We carried out two methods of estimating pressures on a high-rise building practically by the wind tunnel test and numerically by the computational fluid dynamics (CFD), and compared their results. 2 Wind tunnel test The proposed Chongqing International Development Financial Building is an office building with shopping center, which is 295 m high of 64 stories and would be located in the commercial area of Chongqing Municipality, P. R. China. It is a high-rise building, which is close to surrounding buildings from all directions. The wind tunnel test was carried out to measure the cladding loads, the overall structural loads, and the wind environment. Fig. 1 shows the view of the building. Static models with a geometric scale of 1 : 300 of the building and surrounding areas were fabricated in the China Aerodynamics Research and Development 47

2 Center, Mianyang, Sichuan Province, P. R. China. The wind tunnel is closed-circuit with a cross section of 3 m high and 4 m wide and a working length of 8 m. Its capacity wind speed is 100 m/s. Fig. 2 shows a photograph of the interference case study in the wind tunnel test. The building model was made of clear perspex. Models of the surrounding buildings (the neighboring buildings and local land topography were in a circular area of radius 500 m from the high-rise building model) were constructed by foam and wooden blocks. The building model was fitted with pressure taps (500 to 590) on the external faces. To obtain a good distribution of pressures, more taps are required in regions of high-pressure gradients, such as corners and the slit opening. These taps will give points of pressure which can then be used to determine the design loads on the cladding. The wind structure modeled in the wind tunnel was based on definitions of a wind structure of category D (center of large city with closely spaced tall buildings) terrain, of the Chinese National Standard Code [1]. The power law exponents of the mean wind speed profile and the turbulence intensity profile are 0.30 and 0.25, respectively. Fig. 3 shows the mean wind speed and longitudinal turbulence of wind model. We tested the model in 16 wind directions at 22.5 increments for a return period of 100 years wind speed (Fig. 4). Fig. 2 Models of the wind tunnel test α : Power-law exponent; I U : Turbulence intensity; Z ref : height at the reference level; Z: height at which wind speed is calculated; U and U ref : mean wind speed at heights of Z and Z ref, respectively Fig. 3 Mean wind speed and turbulence intensity profiles Wind pressure at any point of pressure on the building faces is expressed in the form of a non dimensional pressure coefficient. Mean and root mean square of pressure coefficient at point i ( C pi, mean i, C pi, sd i ) are Fig. 1 View of a high-rise building in the commercial area of Chongqing Municipality, P. R. China C pi, meani and N ( ( Pi P )/ N i= 1 = P P 0, (1) 48 J. Chongqing Univ. Eng. Ed. [ISSN ], 2010, 9(1): 47-53

3 C pi, sdi = N ( Pi P ) ( Cpi, mean ) i P P N 1 i= 1 0 2, (2) where P i is the wind pressure at point i, P 0 is the static reference pressure, P is the hydrostatic test reference point, and N is the total number of samples. Fig. 4 Wind directions and coordinate system The maximum and minimum value of pressure coefficient at point i are C = C + gc, (3a) pi, max i pi, mean i pi, sdi and C = C gc, (3b) pi, min i pi, mean i pi, sdi where the gust factor (g) is 3 [9]. Fig. 5 shows the tunnel test results of mean pressure coefficient distribution on facades of the building for the wind direction of 0.0. The wind tunnel test results show that 1) The positive-mean pressure wind coefficient zone is on the windward face. High values of pressures can be seen on the bottom layers and the center of the middle layers of the windward face. The low values can be noticed close to edges of middle layers and in upper layers. 2) The negative-mean pressures wind coefficients zone is on the leeward face. 3) The negative-mean pressure wind coefficients zone is on the side faces. The largest value of mean pressure coefficients can be seen on edges and corners of side faces, which is mainly adjacent to the windward face due to vortex shedding. They can reach to The low values are distributed on the middle layers. 4) The magnitude of the side wall pressures is higher than that of the leeward wall pressures. 3 Numerical simulation 3.1 Computational domain size The computational domain size depends on two aspects, which are the spatial requirement of fully developed turbulence and the working area. To reduce the requirement of computational resources, in the following study, the inlet and lateral boundaries are 2H (H is the gradient height) away from the nearest building and the outlet boundary is 10H behind the last building. The top boundary is 2H away from the building. H=310 m and one million gird cell were used in the computation of isolated case study. H=600 m and around two million grid cell were used in the computation of interference case study. 3.2 Boundary conditions The inlet boundary conditions are presented as follows z = 10 V( z) V α ( ) ( ), (4) I( z) = 0.15 z/ H = 0.15 z/ 450, (5) k = 3 ( ui z 2 )2, (6) and 3/2 3/4 k μ ε = C, (7) l where V( z ) is the horizontal wind speed at an elevation z; V 10 is the speed at the reference elevation; H = 450 m and the exponent of power law α = 0.3 which are parameters varied with the ground roughness [1]; I( z ) is the turbulence intensity; l is the characteristic length; C μ = 0.09 ; l = 0.07L, in which L is the characteristic size of the building; k is the turbulence kinetic energy; and ε is the turbulent dissipating rate. UDF (userdefined functions) programming was used to simulate in FLUENT 6.2 [10]. J. Chongqing Univ. Eng. Ed. [ISSN ], 2010, 9(1):

4 a Side face Windward face Side face Leeward face 50 J. Chongqing Univ. Eng. Ed. [ISSN ], 2010, 9(1): 47-53

5 b Side face Windward face Side face Leeward face Fig. 5 Values of mean pressure coefficients on facades of the building in a) interference case study, and b) isolated case study J. Chongqing Univ. Eng. Ed. [ISSN ], 2010, 9(1):

6 The boundary conditions of the computational domain volume in the simulation were as follows. The edges and the upper surface of the volume: symmetries; the flow surface of the volume: pressure-outlet; the surfaces of the building models: wall (no-slip) and the smooth surface; the ground surface of the volume: wall (no-slip) and the rough surface; and for simulation the flow near the walls, the non-equilibrium wall function models were adopted. 3.3 Turbulence model of wind flow Wind flow can be regarded as incompressible turbulent flow because the density stratification around the buildings is very weak. The numerical solution of the governing equations, the mass conservation (continuity) equations and the momentum conservation equations (Navier-Stokes), is using a finite volume method, and the discretized equations are solved by means of segregated method. Pressure-velocity coupling uses the SIMPLY algorithm. The solution is based on the second order upwind scheme difference. As the wind flow in the urban area is totally threedimension and complicated, the Realizable k-ε turbulence model is used. Near-wall treatment and nonequilibrium wall function are applied [11]. All the calculations were performed using the commercial CFD code FLUENT 6.2 [12] by high performance computing at the College of Civil Engineering, Chongqing University. Computations were carried out for wind directions at 0.0, 90.0, and for both isolated and interference conditions. Fig. 6 shows the CFD results of wind pressure distribution on facades of the building when the wind direction is 0.0. It can be seen from Fig. 6 that negative pressure zones are on the leeward face, positive pressure zones are on the windward face, and the side faces of the building mostly have negative pressure zones. The CFD results completely agree with the test results in respect to the pressure distribution on the building surfaces, and disagree with the test results in respect to estimating exact values of the pressure. The distribution of maximum positive or negative pressures over the building s surfaces are not agree with the experimental study, which means that CFD in this study is still unable to predict accurate assessment of local pressures on building surfaces. Fig. 7 shows a general view of buildings in the interference CFD study. 4 Conclusions A comparative investigation was carried out on a high-rise building in the commercial area of Chongqing Municipality, P. R. China. The wind tunnel test and numerical simulation with CFD code were carried out. The results show that 1) The wind tunnel test can provide a more accurate assessment of the wind flow around a high-rise building and the resulting pressures, but it is costly and timeconsuming. Fig. 6 Wind pressure/p distributions on facades of the building as the wind direction is 0.0 in a) isolated case study, and b) interference case study 2) The CFD is a powerful tool to provide useful information with details for cladding design against wind pressures. It can be used as an assistant tool for the wind tunnel test study. 3) Using the steady three-dimensional turbulent flow with Realizable k-ε as a turbulence model reasonably agree with the experimental results in respect to distributions of negative and positive pressure on a building s faces. Therefore, it is recommended to use the model to study wind pressure distribution of a highrise building surfaces in the preliminary design. 52 J. Chongqing Univ. Eng. Ed. [ISSN ], 2010, 9(1): 47-53

7 Fig. 7 Wind pressure/p distributions contour as the wind direction is 0.0 in interference case study Acknowledgments We acknowledge the financial support of the National Natural Science Foundation of China (No ). References [1] Simiu E, Scanlan RH. Wind effects on structures: fundamentals and applications to design [M]. 3rd ed. New York: Wiley-Interscience, [2] Holmes JD. Wind loading of structures [M]. 2nd ed. New York and London: Taylor and Francis Group, [3] Mendis P, Ngo T, Haritos N, et al. Wind loading on tall buildings [J]. EJSE: Loading on Structures, 2007 (S1): [4] American Society of Civil Engineers (ASCE). ASCE No. 67 Wind tunnel studies of buildings and structures [S]. Reston, VA: ASCE, [5] Architectural Institute of Japan. AIJ guide for numerical prediction of wind loads on buildings [M]. Tokyo: Architectural Institute of Japan, (In Japanese). [6] Huang SH, Li QS, Xu SL. Numerical evaluation of wind effects on a tall steel building by CFD [J]. Journal of Constructional Steel Research, 2007, 63(5): [7] Tamura T, Nozawa K, Kondo K. AIJ guide for numerical prediction of wind loads on buildings [J]. Journal of Wind Engineering and Industrial Aerodynamics [ISSN ], 2008, 96(10-11): [8] Tominaga Y, Mochida A, Yoshie R, et al. AIJ Guidelines for practical applications of CFD to pedestrian wind environment around buildings [J]. Journal of Wind engineering and Industrial Aerodynamics [ISSN ], 2008, 96(10-11): [9] Davenport AG. Gust loading factors [J]. Journal of the Structural Division, ASCE, 1967, 93(3): [10] China Construction Engineering Press. GB Load code for the design of building structures [S]. China Construction Engineering Press, [11] Li JQ, Ward IC. Developing computational fluid dynamics conditions for urban natural ventilaiton study [C]. In: International Building Performancs Simulation Association Conference and Exhibition, Beijing, September 3-6, Beijing: [s.n.], 2007: [12] Fluent Inc.. FLUENT 6.2 user s guide [EB/OL]. [S.l.]: Fluent Inc [cited ]. ents/manuals/fluent_help/html/ug/main_pre.htm Edited by XUE Jing-yuan J. Chongqing Univ. Eng. Ed. [ISSN ], 2010, 9(1):

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