Damage Assessment of a Full-Scale Six-Story Wood-Frame Building Following Triaxial Shake Table Tests
Publication: Journal of Performance of Constructed Facilities
Volume 26, Issue 1
Abstract
In the summer of 2009, a full-scale midrise wood-frame building was tested under a series of simulated earthquakes on the world’s largest shake table in Miki City, Japan. The objective of this series of tests was to validate a performance-based seismic design approach by qualitatively and quantitatively examining the building’s seismic performance in terms of response kinematics and observed damage. This paper presents the results of detailed damage inspections following each test in a series of five shake table tests, and explains their qualitative synthesis to provide design method validation. The seismic test program had two phases. Phase I was the testing of a seven-story mixed-use building with the first story consisting of a steel special moment frame (SMF) and stories 2–7 made of light-frame wood. In Phase II, the SMF was heavily braced such that it effectively became an extension of the shake table and testing was conducted on only stories 2–7, making the building a six-story light-frame multifamily residential building instead of a mixed-use building. All earthquake motions were scalings of the 1994 Northridge earthquake at the Canoga Park recording station with seismic intensities ranging from peak ground accelerations of 0.22 to 0.88 g. The building performed quite well during all earthquakes with damage only to the gypsum wall board (drywall), no sill plate splitting, no nails withdrawing or pulling through the sheathing, no edge tearing of the sheathing, no visible stud splitting around tie-down rods, and reasonable floor accelerations. On the basis of damage inspection, it was concluded that it is possible to design this type of building and keep the damage to a manageable level during major earthquakes by utilizing the new design approach.
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Acknowledgments
The material presented in this paper is based upon work supported by the National Science Foundation (NSF) under Grant No. NSFCMMI-0529903 (NEES Research) and NSFCMMI-0402490 (NEES Operations). Any opinions, findings, and conclusions or recommendations expressed in this material are those of the author(s) and do not necessarily reflect the views of the NSF. The authors are grateful to the overall NEESWood project team made up of David V. Rosowsky, Andre Filiatrault, Rachel A. Davidson, and Michael D. Symans. Thank you also to Weichang Pang of Clemson University for his participation in the design portion of the Capstone test specimen. Thank you to NSF EU’s Doug Allen and Kathryn Pfretzschner; researchers Izumi Nakamura, Chikahiro Minowa, and Professor Mikio Koshihara. Graduate student Tomoya Okazaki contributed to the construction and instrumentation. Thank you also to Steve Pryor and Tim Ellis of Simpson Strong-Tie and David Clyne of Maui Homes USA. Technical collaborators beyond the authors’ affiliations included FPInnovations Forintek Division and Maui Homes. Financial and in-kind product and personal donations were provided by Simpson Strong-Tie; Maui Homes; British Columbia Ministry of Housing and Social Development; Stanley Bostitch; Strocal, Inc.; Structural Solutions, Inc.; Louisiana-Pacific Corp.; Natural Resources Canada; Forestry Innovation Investment; APA—The Engineered Wood Association; the American Forest and Paper Association; Howdy; Ainsworth; Calvert Glulam; and the Association of Japan.
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© 2012 American Society of Civil Engineers.
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Received: Aug 10, 2010
Accepted: Dec 27, 2010
Published online: Dec 30, 2010
Published in print: Feb 1, 2012
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