A nonlinear three-dimensional finite-element model of a light-frame wood structure Public Deposited

http://ir.library.oregonstate.edu/concern/graduate_thesis_or_dissertations/c821gm75g

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  • The light-frame wood structure is an assemblage of several components such as walls, floors and roof connected by intercomponent connections such as nails or metal plates. The behavior of the full-structure is determined by the behavior of the individual components and connections. Whereas individual substructures were investigated both experimentally and analytically, there is a lack of research aimed to incorporate individual components of the light-frame wood building into the full-structure model. This research provides an analytical tool to investigate the behavior of light-frame wood structures loaded by static loads. Special attention is given to load sharing among wall components. A one story, 16- by 32-ft (4.88- by 9.75-m) wood-frame building was tested under cyclic quasi-static loads. Results of the experiment were used to verify a nonlinear finite-element model of the full building. Concepts of superelements and substructuring are applied to the finite-element problem. A special quasi-superelement energetically equivalent to a three-dimensional finite-element model of the full substructure was developed to represent the walls. Intercomponent connections were transformed into one-dimensional nonlinear elements, which had properties obtained from experiments and detailed finite-element analyses. The full structure was an assemblage of the superelements representing floor and roof, and quasi-superelements, which represented walls and intercomponent connections. Boundary conditions and loads used in the experiment were applied to the model, and deformations and reaction forces were compared. A sensitivity study of the model was performed, and the influences of the properties of substructures and intercomponent connections on the load sharing capability of the model were investigated. The response of the three-dimensional model of the full-structure to the static wind loads was studied and compared with currently used analytical models. Linear and nonlinear analytical models for computing reaction forces in the shear walls were proposed and their sensitivity studied. Stress analysis of the three-dimensional substructure was performed when the full model was loaded by a combination of dead, snow and wind load. Use of tensorial strength criteria as a part of the postprocessing procedure was demonstrated on evaluation of stresses in plywood sheathing.
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