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Showing papers on "Shear wall published in 1980"


Patent
22 Sep 1980
TL;DR: In this article, the upper end of a tie rod is secured to a bracket attached to a shear wall stud, and the lower end of the rod extends through a slot in the upper flange of a channel-like lower bracket.
Abstract: A shear wall of a building is tied down to an underlying concrete slab by a single tie rod at each end of the wall. The upper end of each rod is secured to a bracket attached to a shear wall stud, and the lower end of the rod extends through a slot in the upper flange of a channel-like lower bracket. The lower flange is provided with a plurality of slots extending in a common direction and up through which bolts anchored in the concrete foundation extend. The upper slot in this lower bracket extends in a direction at a right angle to the lower slots, and at least one of the several slots extends lengthwise of the shear wall. The slots in the bottom of the lower bracket permit its adjustment on the foundation to position it for receiving the lower end of the rod in the upper slot.

51 citations


Book
01 Jan 1980
TL;DR: In this article, the authors consider wind effects on buildings Earthquake effects on Buildings Resistance of buildings to Lateral Forces Building Planning for Lateral Resistance Lateral resistive Elements and Systems Elements of Lateral Resistive Systems Special Problems for Local Resilience Systems Site and Foundation Concerns Design Examples Design Process and Methods Shear Wall Systems Truss Systems Moment-Resistive Frames Strengthening of Building Structures
Abstract: General Considerations Wind Effects on Buildings Earthquake Effects on Buildings Resistance of Buildings to Lateral Forces Building Planning for Lateral Resistance Lateral Resistive Elements and Systems Elements of Lateral Resistive Systems Special Problems for Lateral Resistive Systems Site and Foundation Concerns Design Examples Design Process and Methods Shear Wall Systems Truss Systems Moment-Resistive Frames Strengthening of Building Structures.

30 citations


Journal Article
TL;DR: In this article, the plastic distribution method was used to predict the ultimate design capacity of a steel beam-to-shear wall connection, and it was shown that if the ratio of the design moment to shear on the connection exceeds half the vertical spacing of the studs, it is recommended that the strength reduction factor for concrete be taken as 0.6 or less.
Abstract: These 22 test indicate that headed metal studs can be used to connect steel beams to concrete columns and shear walls. Such connections can transfer both shear force and moment, but their ability to resist moment is severely limited by the tensile capacity of the studs and their vertical spacing. Such connections are ductile when the shear force is high and the moment is low. High moments produce high tensile forces in some of the studs, and a relatively brittle failure may occur if the tension studs are not deeply embedded. The plastic distribution method described in this paper provides the best method for predicting the ultimate design capacity of such connections. However, if the ratio of the design moment to shear on the connection exceeds half the vertical spacing of the studs, it is recommended that the strength reduction factor for concrete be taken as 0.6 or less in pedicting the fully embedded condition. The likelihood of brittle failure is then reduced without making the design overly conservative. Severe cyclic loading reduces the ultimate strength of such connections and produces a deteriorating stiffness. It is recommended that when such connections are subjected to severe cyclic loads, they be designed conservatively until studied further. These tests also indicate that the best method for increasing connection bending moments and shear forces, is to add tensile studs. (Author)

11 citations


Journal ArticleDOI
TL;DR: In this article, a model for the lateral load analysis of frame-wall systems with rigidly jointed link beams is presented, which consists of a vertical shear element with infinite flexural rigidity and a restraint-free wall having infinite shearing rigidity.
Abstract: A new continuum model for the lateral load analysis of frame-wall systems with rigidly jointed link beams is presented. It consists of a vertical shear element with infinite flexural rigidity and a restraint-free wall having infinite shearing rigidity. The stiffness of the rotational restraints provided by the link beams to the wall is included in the rigidity of the shear beam. The validity of the proposed model is demonstrated with an example of a 15-story system. The present results are in excellent agreement with those obtained by analyzing the structure as a frame, in which the wall is treated as a wide column and the members are taken as inextensible. For the same structure the top deflection found by employing the conventional model was found to be more than three times the correct value, where the conventional model is one in which the link beams are assumed to provide rotational restraints equal to 12 times their flexural stiffness only to the adjacent column.

8 citations


Journal ArticleDOI
TL;DR: In this paper, the damping of a steel braced frame with a vertical layer of visco-elastic material is quantified by computing steady-state responses to harmonic lateral loadings.
Abstract: The damping of a steel braced frame with a vertical layer of visco-elastic material is quantified by computing steady-state responses to harmonic lateral loadings. Viscoelastic constitutive equations are used to model all materials. It is found that the constrained viscoelastic layer significantly increases the damping of the frame while causing a tolerable loss in lateral stiffness. The static behavior of the frame is found to be analogous to that of coupled shear walls. It is observed that weighing each material's damping contribution by its strain energy and summing contributions to obtain the total damping, significantly overestimates the true damping of the composite frame. In general, it is determined that such a method is inappropriate for series systems in which some materials are highly damped while others are only slightly damped. Issues other than damping which relate to the feasibility of the concept are briefly considered.

3 citations



Book ChapterDOI
01 Jan 1980
TL;DR: In this article, the authors derived the governing equations of lateral load partitioning between end and intermediate shear walls considering a flexible slab and showed that for small values of z, the partitioning of the lateral load is strongly affected by the ratio of flexural rigidities of end and middle shear wall.
Abstract: The assumption that floor slabs are infinitely rigid is very common in the analysis of multi-storey structures. A designer therefore requires design guides and conditions to enable him to design a floor slab which can safely be assumed to be infinitely stiff. The governing equations of lateral load partitioning between end and intermediate shear walls are derived considering a flexible slab. In the derived equations, the height of the structure, slab properties, relative rigidities of shear walls and spacing of shear walls are found to be the main parameters. A relationship is obtained which gives the necessary slab rigidity to make valid the assumption of infinitely stiff floors. A crude conclusion is made on the limiting number of stories after which the importance of floor flexibility is minimized. It has been observed that when ‘height-slab property’ parameter, z, is greater than 2.5, the floor can be assumed as infinitely stiff. For small values of z, the partitioning of the lateral load is strongly affected by the ratio of flexural rigidities of end and middle shear walls. The spacing of the intermediate shear walls, for a fixed ratio of flexural rigidities, plays a minor role in lateral load partitioning. The results are applied to a practical design example.

1 citations


Book ChapterDOI
01 Jan 1980
TL;DR: In this paper, the effective stiffness of a floor slab connecting shear walls in laterally loaded tall buildings is determined by the finite element method, and a series of design curves is presented to enable the slab stiffness to be assessed rapidly for different wall configurations.
Abstract: The effective stiffness of a floor slab connecting shear walls in laterally loaded tall buildings is determined by the finite element method. The influence of the shape, dimensions and spacing of the walls on the effective width is examined, and a series of design curves is presented to enable the slab stiffness to be assessed rapidly for different wall configurations.

1 citations



Journal ArticleDOI
TL;DR: A comprehensive review of the state of the art in the design of earthquake resisting ductile structural walls is presented in this article, with a detailed description of capacity design procedures for both cantilever and coupled shear wall structures.
Abstract: A comprehensive review of the state of the art in the design of earthquake resisting ductile structural walls is presented. The material has been compiled from the technical literature, the deliberations within the New Zealand National Society for Earthquake Engineering and research efforts at the University of Canterbury. The paper attempts a classification of structural types and elaborates on the hierarchy in energy dissipation. After a review of available analysis procedures, including modelling assumptions, a detailed description of capacity design procedures for both cantilever and coupled shear wall structures is given. The primary purpose of capacity design is to evaluate the critical design actions which can be used in the proportioning and reinforcing of wall actions which can be used in the proportioning and reinforcing of wall sections. An approach to the estimation of structural deformation is suggested. To satisfy the ductility demands imposed by the largest expected earthquake, detailed design and detailing recommendations are given and the application of some of these is presented in an appendix.

1 citations