Frame-shear Wall Research Articles

Dynamic Evaluation of Overturning Moment Reduction Factor Used in Static Seismic Loading

The static seismic loading provisions of the 1975 National Building Code of Canada include, as do a number of other seismic codes, an overturning moment reduction factor in order to recognize that the overturning moment computed from the static load distribution is likely to be larger than the actual maximum dynamic moment. The reduction factors specified in the various codes have been based on empirical data and on relatively simplistic evaluations of the contributing effects. The purpose of this paper is to make a dynamic evaluation of the dynamic shear moment relationship and the reduction factor for a class of uniform shear wall–frame buildings subjected to earthquake motions as specified by several design spectra. The results are presented to show the effect of damping, natural period, and the particular response spectrum for different shear wall–frame stiffness proportions.

Coupled Shear Wall Analysis by Lagrange Multipliers

A special finite element technique is described which permits interconnection of line elements in flexure and first-order plane stress elements. Continuity of displacements and rotations at the junction of the two types of elements is satisfied by imposing certain constraint conditions through use of Lagrange multipliers. The method can be employed to analyze coupled shear walls as well as frame-shear wall systems. Accuracy is checked by analyzing a coupled shear wall system with three degrees of mesh refinement. Results are further compared with those from a conventional finite element scheme, which idealizes the coupling beams by plane stress elements. The proposed method is shown to be more accurate and more efficient than the conventional method.

耐震壁の節点外力と節点変位の関係 (第 1 報) : 節点外力と節点基本外力代表成分の関係

The relations between the nodal external forces and the nodal displacements on the boundary frames of rectangular elastic framed shear walls are revealed in matrix forms. The general stiffness matrix and general flexibility matrix are expressed in terms of the fundamental flexibility matrix given analytically or experimentally. The fundamental flexibility matrix for symmetric rectangular framed shear walls assumed to be isotropic elastic bodies can be given by using the strict elastic analyses reported by M. Tomii and his partners, and the elements of the general stiffness matrix and general flexibility matrix for the framed shear walls are expressed in terms of the elements of the fundamental flexibility matrix. The load terms and rigid-body motion terms in the relations are also mentioned. The relations revealed in this paper can contribute to matrix structural analyses for earthquake resisting framed structures in which the framed shear walls are arranged apart.

耐震壁の節点外力と節点変位の関係 (第 2 報) : 節点変位と節点基本変位代表成分の関係

耐震壁の節点外力と節点変位の関係 (第 2 報) : 節点変位と節点基本変位代表成分の関係

Stability and dynamics of shear-wall frame structures

Applying the shear-cantilever concept to describe the deflection-load relationship of the frames, buckling and free vibrations of shear-wall-frame structures are investigated. Both the plane and the torsional problem are dealt with. Simple formulae are derived for the buckling loads and free-vibrations periods. Numerical values of stability and dynamic coefficients are listed in a table. They enable rapid stability and dynamic analyses of shear-wall-frame structures to be made in engineering offices. The knowledge of the buckling loads allows the consideration of the P-Δ effect, i.e. second order analyses to be made.

Finite elements for the vibration of framed shear walls

A line finite-element model and a rectangular plane finite-element model are developed for the dynamic analysis of frames and shear walls, respectively. Each model is shown to be highly accurate and efficient in the frequency analyses through numerical examples. The nodal degrees of freedom of the two models are so assumed that they can be combined to form a composite structure of both frames and shear walls. An exact analytical solution for frequency analysis is obtained for a long rectangular panel stiffened with edge members. This solution is used to evaluate the finite-element solution and favorable agreement between the two methods is obtained. The versatility of the finite-elements is further shown by performing a frequency analysis of a typical framed shear wall.

A Numerical Procedure for the Determination of the Behavior of a Shear Wall Frame System

A Numerical Procedure for the Determination of the Behavior of a Shear Wall Frame System

Deflection and natural frequency analysis of a quarter scale model building

Based on coupled wall theory and wall-frame planar model technique a simple, yet accurate approximate method is presented for calculating the deflections of shear wall with arbitrary row of uniform openings and wall-frame structures subjected to non-standard lateral loading which simulate design wind loads. The dynamic model for free vibration analysis of the coupled shear wall system and wall-frame structure is established by applying static lateral deflection expression with a lateral unit point force acted on the arbitrary position of the uniform shear flexure cantilever. As an application demonstration of the proposed method, the analysis is carried out to the BRE quarter scale model building that is of shear wall feature in one direction and the wall-frame in the other. The example shows that the proposal method provides results that compare closely with those obtained from the measurement and 3-D finite element analysis.

Interaction of Shear Wall-Frame Systems in Multistory Buildings

Interaction of Shear Wall-Frame Systems in Multistory Buildings

Pumping station walls damp-proofed by use of pressure creosoted lumber : ( Wood Preserving News, Vol. XIV, No. 4)

This research is focused on the behavior of a novel cold-formed steel (CFS) shear wall system- steel sheathed cold-formed steel trussed shear wall (SSCFSTSW), which is different in skeleton configuration compared to conventional steel sheathed CFS framed shear wall. A test program was conducted on shear walls of various configurations. The walls differed in sheathing, chord studs and skeleton configurations. The results indicated that SSCFSTSW gave a significantly higher ultimate strength than that obtained from conventional shear walls. Based on the results, detailed discussion of the influence of different configurations on the performance of shear walls is given.