Light gage bearing wall is usually designed as a cantilever column. Therefore, due to overturning moment from the upper floors, high axial force must be considered at the base. Hold-down components are used to connect the bearing wall to the foundation to resist these high axial forces; it is one of the most important seismic element to guaranty the structural safety. The purpose of this study is to clarify the connection strength of the hold-down component which is connected by drill screws. Finally, design formula than can evaluate the shear lap joint connected by drill screws was proposed, and the validity of the proposed formula was also demonstrated with the test results.
<p>High-panelized shear walls containing 3.53–4.53 m long steel sheets with burring holes aligned vertically are applied to large space flat buildings in seismic regions. A configuration with burrs on the inside enables the construction of thinner walls and simplified attachment of finishing. Machining of equipment piping holes can be omitted. The wall that receives the in-plane shear force allows shear stress to concentrate in the intervals between the holes. Finite element analyses and in-plane shear experiments revealed that all intervals between the holes were simultaneously deformed, and buckling areas in the intervals were restricted by the use of ring- shaped ribs of the holes. Post-buckling behavior depended on the shapes of tension field on the intervals. The allowable design strength and indices of strength after buckling were developed.</p>
Steel sheet shear walls with burring holes are employed in low-and mid-rise buildings in seismically active regions. The walls that receive in-plane shear force allow shear stress to concentrate in intervals between the holes. The effects of cross-rails which are designed to strengthen the bearing capacities of the studs, on the walls were clarified by experiments and analyses. Shear stiffness of the wall was gradually decreasing according to the deformation increasing, regardless of cross-rails. Ultimate strengths of the walls depended on tension fields restrained by cross-rails. The formulas of the allowable and ultimate strengths were developed using the mechanisms.
Shear walls in which sheets with burring-holes aligned along the vertical direction are fastened to frame members, are applied to multi-story buildings. The walls that receive in-plane shear force allow shear stress to concentrate in intervals between the holes. Shear stiffness of the wall was gradually decreasing according to the deformation increasing. All intervals were simultaneously deformed and the deformation areas were limited in the intervals by ring-shaped-burring-ribs. Shear walls behavior at large deformation depended on the tension field on the intervals. The effect of the thickness of sheets is evaluated and estimating methods for the design values are developed.
High-panelized shear walls are employed in flat-buildings in seismically active regions. The walls that receive in-plane shear force allow shear stress to concentrate in intervals between the burring holes. Experiments and analyses showed that the values of shear stiffness without bending effects of 3.53~4.53-m-height walls were almost same and gradually decreasing according to the deformation increasing. The values of ultimate strength of the walls were also almost same, using cross-rails which were installed at equal pitches. Design values were estimated by the tension fields between the holes. The formulas of the allowable and ultimate strength were developed using the mechanisms.
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