Mathematical Determination of Tall Square Building Height under Peak Wind Loads

Authors: Debojyoti Mitra

Abstract:

The present study concentrates on solving the along wind oscillation problem of a tall square building from first principles and across wind oscillation problem of the same from empirical relations obtained by experiments. The criterion for human comfort at the worst condition at the top floor of the building is being considered and a limiting value of height of a building for a given cross section is predicted. Numerical integrations are carried out as and when required. The results show severeness of across wind oscillations in comparison to along wind oscillation. The comfort criterion is combined with across wind oscillation results to determine the maximum allowable height of a building for a given square cross-section.

Keywords: Tall Building, Along-wind Response, Across-wind Response, Human Comfort.

Digital Object Identifier (DOI): doi.org/10.5281/zenodo.1333270

References:

[1] Bietry J, Simiu E and Sacre C.1978. Mean wind profiles and changes of terrain roughness. J. Struct. Div., ASCE, vol.104, pp 1585-1593.
[2] Chang F K. 1973. Human response to motions in tall buildings. J. Struct. Div., ASCE, vol. 98 No ST6, pp 1259-1272.
[3] Davenport A G. 1961. The application of statistical concepts to the wind loading of structures. Proc. Inst. Civ. Eng., vol. 19, pp 449-472.
[4] IS: 875 (Part 3) - 1987,.Code of practice for design loads for buildings and structures (Wind loads), (Reaffirmed 1997).
[5] Kareem A and Kijewski K. 2002. Time-frequency analysis of wind effects on structures. J. Wind Engg. Ind. Aerodyn. Vol. 90, pp. 1435.
[6] Liepmann H W. 1952. On the application of statistical concepts to the buffeting problem. J. Struct. Div., ASCE, vol. 19, pp 793-800,822.
[7] Piccardo G and Solari G. 2000. 3D wind excited response of slender structures: closed form solution, J. Struct. Engg., ASCE, vol. 126, pp 936-943.
[8] Piccardo G and Solari G. 2002. 3D gust effect factor for slender vertical structures. Prob. Eng. Mech., vol. 17, pp 143-155.
[9] Reinhold T A. 1979. Mean and fluctuating forces and torques on a tall building model of square cross section as a single model, in the wake of a similar model, and in the wake of a rectangular model, Report VP1-E- 79-11, Dept. of Engg. Sc. & Mechanics, Virginia Polytechnic Institute, Blacksburg, VA.
[10] Repetto M P and Solari G. 2002. General tendencies and classification of vertical structures under wind loads, J. Wind Engg. Ind. Aerodyn. Vol. 90, pp 1535-1545.
[11] Robson J D. 1964. An Introduction to Random Vibration. Elsevier, New York.
[12] Rosati P A. 1968. An experimental study of the response of a square prism to wind load, BLWT II-68, Faculty of Graduate Studies, university of Western Ontario, London, Ontario, Canada.
[13] Simiu E. 1980. Revised procedure for estimating along wind response, J. Struct. Div., ASCE, vol. 106, pp 1-10.
[14] Simiu, E., Scanlan, R.H. (1986) Wind Effects on Structures, John-Wiley & Sons, New York.
[15] Solari G. 1982. Along wind response estimation: closed form solution, J. Struct. Div., ASCE, vol. 108, pp 225-244.
[16] Solari G. 1993. Gust buffeting I: peak wind velocity and equivalent pressure, II: dynamic along wind response, J. Struct. Engg.., ASCE, vol. 119, pp 365-382.
[17] Solari G and Repetto M P. 2002. General tendencies and classification of vertical structures under gust buffeting. J. Wind Engg. Ind. Aerodyn,. vol. 90, pp. 1299-1319.
[18] Tamura Y, Kawai H, Uematsu Y, marukawa H, Fujii K and Taniike Y. 1996. Wind loads and wind induced response estimations in the recommendations for loads on buildings AU 1993. Engg. Struct., vol. 18, No. 6, pp 399-411.
[19] Vellozzi J and Cohen E. 1968. Gust response factors. J. Struct. Div., ASCE, vol. 94, pp 1295-1313.
[20] Vickery B J. 1970. On the reliability of gust loading factors. Proc. Technical Meeting Concerning Wind Loads on Buildings and Structures. Building Science Series, National Bureau of Standards, Washington DC.