Modelling the structural behaviour of the fold-away shelter

Rondero, TRE

Modelling the structural behaviour of the fold-away shelter

Rondero, TRE

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Publication Type:: Thesis
Issue Date:: 2006

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Field	Value	Language
dc.contributor.author	Rondero, TRE
dc.date.accessioned	2010-05-25T03:51:28Z
dc.date.accessioned	2012-12-15T03:52:56Z
dc.date.available	2010-05-25T03:51:28Z
dc.date.available	2012-12-15T03:52:56Z
dc.date.issued	2006
dc.identifier.uri	http://hdl.handle.net/10453/20237
dc.description	University of Technology, Sydney. Faculty of Engineering.
dc.description.abstract	The F-shelter underwent non-destructive monotonic load tests and destructive shake table test. The timber-framed shear walls with different sheatings; namely wood wool cement boards (wwcb) and F11 structural plywood were tested under uniaxial loading. Furthermore, finite element models (FEM) supplemented the experimental work. An FEM of the corner metal bracket and a 2-dimensional FEM for the timber-framed shear wall were generated and verified from the experimental work. Behavioural responses from unidirectional lateral loading of the wall were obtained. For the dynamic test, the Kobe earthquake and Zone IV earthquake were simulated to determine the dynamic response of the F-shelter. Excitation was limited to 70% full scale displacement record of Kobe and 80% of Zone IV, due to the 100mm limitation in the allowable displacement on both sides of the shaker table. The shake table test showed that the F-shelter can withstand the simulated earthquakes. FEMs were developed using ANSYS 7.2, a general finite element software. A requisite input data for the timber-framed shear wall FEM in lieu of a hinge connection corner joint for the timber-framed shear wall were generated through experimental work on the corner metal brackets and verified with the generated FEM. The results of the FEM of the Dipterocarpus grandiflorus Blanco (Apitong) timber-framed sheathed with wwcb were 5% to 9% higher than the average values for maximum deflections and maximum load capacity. The FEM results of the Radiata pine sheathed with F11 plywood, however, were 25% to 14% lower than the average values for maximum deflections and maximum load capacity. This thesis has demonstrated the process of generating FEMs that can be used as a tool to improve and modify the F-shelter. The structural reliability of design and construction of the first F-shelter prototype was verified from the whole house test and structural modeling of the wall using FEM.	en
dc.format	Thesis (ME)	en
dc.language.iso	en	en
dc.relation	https://opus.lib.uts.edu.au/bitstream/10453/20237/12/02Whole.pdf
dc.relation.replaces	http://hdl.handle.net/2100/1077
dc.rights	info:eu-repo/semantics/openAccess
dc.rights	The author owns the copyright in this thesis including all reproduction and reuse rights for the work. The work may not be altered without the permission of the copyright owner. Attribution is essential when quoting or paraphrasing from this thesis.
dc.rights	au.edu.uts.lib/ppc
dc.title	Modelling the structural behaviour of the fold-away shelter	en
dc.type	Thesis
utslib.copyright.status	open_access

Abstract:

The F-shelter underwent non-destructive monotonic load tests and destructive shake table test. The timber-framed shear walls with different sheatings; namely wood wool cement boards (wwcb) and F11 structural plywood were tested under uniaxial loading. Furthermore, finite element models (FEM) supplemented the experimental work. An FEM of the corner metal bracket and a 2-dimensional FEM for the timber-framed shear wall were generated and verified from the experimental work. Behavioural responses from unidirectional lateral loading of the wall were obtained. For the dynamic test, the Kobe earthquake and Zone IV earthquake were simulated to determine the dynamic response of the F-shelter. Excitation was limited to 70% full scale displacement record of Kobe and 80% of Zone IV, due to the 100mm limitation in the allowable displacement on both sides of the shaker table. The shake table test showed that the F-shelter can withstand the simulated earthquakes. FEMs were developed using ANSYS 7.2, a general finite element software. A requisite input data for the timber-framed shear wall FEM in lieu of a hinge connection corner joint for the timber-framed shear wall were generated through experimental work on the corner metal brackets and verified with the generated FEM. The results of the FEM of the Dipterocarpus grandiflorus Blanco (Apitong) timber-framed sheathed with wwcb were 5% to 9% higher than the average values for maximum deflections and maximum load capacity. The FEM results of the Radiata pine sheathed with F11 plywood, however, were 25% to 14% lower than the average values for maximum deflections and maximum load capacity. This thesis has demonstrated the process of generating FEMs that can be used as a tool to improve and modify the F-shelter. The structural reliability of design and construction of the first F-shelter prototype was verified from the whole house test and structural modeling of the wall using FEM.

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