外文翻譯--準靜態(tài)風荷載組合對低層建筑與中層建筑的作用（英文）

1、Journal of Wind Engineering and Industrial Aerodynamics 91 (2003) 1613–1625Quasi-static wind load combinations for low- and middle-rise buildingsY. Tamuraa,*, H. Kikuchib, K. HibibaTokyo Polytechnic University, 1583 Iiya

2、ma, Atsugi, Kanagawa 243-0297, Japan bResearch Institute of Technology, Shimizu Corporation, 3-4-17, Etchujima, Koto-ku, Tokyo 135-8530, JapanAbstractFluctuating surface pressure measurements are made for four flat roofe

3、d building models with square or rectangular plans in order to examine wind load combinations. The fluctuating pressures are integrated over all their surfaces and results are obtained of along-wind force, across-wind fo

4、rce, vertical force, along-wind overturning moment, across-wind overturning moment and torsional moment on their frames. The maximum wind force component and other simultaneously observed wind force components are examin

5、ed, and some interesting facts regarding the wind force combinations are discussed on the basis of absolute value correlations, phase-plane expressions and so on. The maximum normal stresses in the column members of simp

6、le frame models are then examined in order to directly check the wind load combination effects. r 2003 Elsevier Ltd. All rights reserved.Keywords: Low-rise building; Quasi-static wind force; Along-wind force; Across-wind

7、 force; Torsional moment; Combined load effects; Wind force correlation; Internal force; Normal stress1. IntroductionThe necessity of capturing the maximum wind forces was first introduced by Davenport [1] as a gust fact

8、or. Based on the concept of the maximum wind load effects, Davenport [2] first discussed the reliability of wind loading on low-rise buildings, and suggested some important factors for its assessment. His paper emphasize

9、d the importance of more sophisticated wind load estimation for low-riseARTICLE IN PRESS*Corresponding author. Fax: +81-46-2429547. E-mail address: yukio@arch.t-kougei.ac.jp (Y. Tamura).0167-6105/$ - see front matter r 2

10、003 Elsevier Ltd. All rights reserved. doi:10.1016/j.jweia.2003.09.020simultaneously sampled every 0.00128 s. For the low-rise building models, 154 and 110 samples of 10-min length in full-scale conversion were analyzed

11、for a ¼ 1=4 and 1=6 flow, respectively. For the middle-rise building models, 28 samples and 7 samples were analyzed. The tubing effects were numerically compensated by the gain and phase-shift characteristics of the

12、 pressure measuring system [10]. Incidentally, a huge number of samples were analyzed for the low-rise building models, because it was also intended to use them to examine the ensemble averaged instantaneous pressure pat

13、terns causing extreme wind load effects [11].3. Quasi-static wind load forcesThe fluctuating pressures were integrated to obtain quasi-static wind forces FD and FL; vertical lift FT; base overturning moments MD and ML; a

14、nd base torsional moment MT: They are expressed in non-dimensional forms based on the mean velocity pressure qH at roof height, e.g., along-wind force coefficient CD ¼ FD=qHBH; across-wind force coefficient CL ¼

15、; FL=qHBH; and torsional moment coefficient CMT ¼ MT=qHBHR for wind direction 0?, where R ¼ ðB2 þ D2Þ1=2=2: When a simple frame with a column at each corner is assumed, the above wind force coeff

16、icients CD; CL and CMT are proportional to vectorial load effects (shear forces, bending moments) in a corner column for the along-wind direction, the across-wind direction and normal to a diagonal, respectively. Thus, t

17、hese three quantities can beARTICLE IN PRESSTable 1 Wind tunnel models and flowsModel B (mm) D (mm) H (mm)Low-rise, Square plan : LS 200 200 50 Low-rise, Rectangular plan : LR 170 120 50 Middle-rise, Square plan : MS 200