Dynamic Response of Tall Mass-Timber Buildings to Wind Excitation
Publication: Journal of Structural Engineering
Volume 146, Issue 10
Abstract
The use of timber panels to construct the lateral and gravity load resisting systems of tall mass-timber buildings makes them lightweight and less stiff than buildings made from conventional construction materials. As a result, frequent exposure to wind-induced oscillations could cause discomfort to the occupants. This study examines the dynamic response and serviceability-performance of five case study tall mass-timber buildings varying in height (10-, 15-, 20-, 30-, and 40-story). In the assessment, the case study buildings are structurally designed according to the 2015 National Building Code of Canada and CSA O86-14 standard. High-frequency pressure integration wind tunnel tests are conducted to obtain floor-by-floor aerodynamic wind load time histories. Dynamic structural analyses in the frequency domain are performed to calculate the peak floor accelerations for various levels of critical damping ratios, wind directions, and exposure conditions. For validation and to include the possible motion-dependent effects, such as aerodynamic damping, aeroelastic wind tunnel tests are also carried out on the model of the 40-story tall mass-timber building. A base-pivoted two-degrees-of-freedom stick type aeroelastic model is designed and built to simulate the dynamic response of the prototype building in its two fundamental sway modes of vibration. Overall, it is shown that the dynamic response of tall mass-timber buildings under wind excitation is strongly dependent on the height, structural damping, local turbulence intensity, and wind direction. Based on the case studies, recommendations regarding the habitability of mass-timber buildings, critical height limit, and mitigation strategies for wind-induced excessive motions are forwarded.
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Acknowledgments
Funding for this research was provided through the Mitacs Accelerated Ph.D. Fellowship program in collaboration with FPInnovations, the NSERC-Engage award, NSERC-Discovery, and Canada Research Chair grants. We gratefully acknowledge the support provided by Anthony Burggraaf, Steven Farquhar, and Peter Case of the Boundary Layer Wind Tunnel Laboratory (BLWTL). The help of Mr. Anant Gairola during the HFPI wind tunnel tests is acknowledged with thanks. The authors would also like to thank Mr. Christopher Jeffry Howlett for rendering the 3D views of the study buildings. Thanks are extended to Workamaw Wardiso and Benton Johnson of CPP Wind Engineering Consultants and SOM LLP for useful discussion.
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Information & Authors
Information
Published In
Journal of Structural Engineering
Volume 146 • Issue 10 • October 2020
Copyright
© 2020 American Society of Civil Engineers.
History
Received: Sep 11, 2019
Accepted: Mar 16, 2020
Published online: Jul 20, 2020
Published in print: Oct 1, 2020
Discussion open until: Dec 20, 2020
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