Showing papers on "Shear wall published in 1979"
TL;DR: In this article, the major sources of nonlinearities in reinforced concrete structures are discussed and a large number of proposed mathematical models for the material behaviour of concrete and reinforcement and for the interactive behaviour between the two materials.
164 citations
TL;DR: In this paper, the stiffness matrices were derived by a computer subroutine for a series of higher order plane stress rectangular elements with any number of nodes and applied in the idealization of different types of shear walls in which the spandrel beams and openings are treated as a continuum.
38 citations
TL;DR: In this paper, the first three natural frequencies and corresponding mode shapes for fixed-base coupled shear walls are presented, where the wall is modeled as a continuum of uniform properties and the resulting sixth-order homogeneous differential equation in terms of lateral displacement is solved exactly using appropriate numerical methods.
Abstract: The first three natural frequencies and the corresponding mode shapes for fixed-base coupled shear walls are presented. The wall is modeled as a continuum of uniform properties and the resulting sixth-order homogeneous differential equation in terms of lateral displacement is solved exactly using appropriate numerical methods. The results are presented for various combinations of the two nondimensional parameters which between them incorporate all the geometric and material properties of the wall system. The mode shapes are presented in terms of the first three normal modes of a uniform slender cantilever. The nondimensional base shears appropriate for the response spectrum analysis of the walls under seismic loading are also given for the three modes and for the various combinations of the wall parameters referred to earlier. The results show that the coupled wall mode shapes cannot be adequately approximated by the corresponding shapes for a slender cantilever.
24 citations
01 Dec 1979
14 citations
Book•
01 Jan 1979
TL;DR: In this article, the authors present a detailed discussion of the structural properties of wood and its application in building construction, including the following: 1.1 Sources of Wood. 2.2 Methods of investigation and design. 3.3 Density of Wood, 3.4 Defects in Lumber. 4.5 Deformation of Wood Structural Structure.
Abstract: Preface to the Sixth Edition. Preface to the First Edition. Introduction. 1. Structural Uses of Wood. 1.1 Sources of Wood. 1.2 Tree Growth. 1.3 Density of Wood. 1.4 Defects in Lumber. 1.5 Seasoning of Wood. 1.6 Nominal and Dressed Sizes. 1.7 Use Classification of Structural Lumber. 1.8 Grading of Structural Lumber. 1.9 Fabricated Wood Products. 2. Design Issues and Methods. 2.1 Design Goals. 2.2 Methods of Investigation and Design. 2.3 Choice of Design Method. 3. Structural Investigation. 3.1 General Concerns. 3.2 Forces and Loads. 3.3 Direct Stress. 3.4 Kinds of Stress. 3.5 Deformation. 3.6 Elastic Response and Limit. 3.7 Inelastic Behavior and Ultimate Strength. 3.8 Modulus of Elasticity. 3.9 Permissible Values for Design. 4. Design Data and Criteria. 4.1 General Concerns. 4.2 Reference Design Values for Allowable Stress Design (ASD). 4.3 Adjustment of Design Values. 4.3 Modification for Loading with Relation to Grain Direction. 4.4 Design Controls for LRFD. 5. Beam Functions. 5.1 General Considerations. 5.2 Moments. 5.3 Beams Loads and Reaction Forces. 5.4 Beam Shear. 5.5 Bending Moment. 5.6 Tabulated Values for Beam Behavior. 5.7 Multiple Span Beams. 6. Behavior of Beams. 6.1 Shear in Beams. 6.2 Bending in Beams. 6.3 Deflection. 6.4 Bearing. 6.5 Buckling of Beams. 6.6 Unsymmetrical Bending. 6.7 Behavior Considerations for LRFD. 7. Design of Beams. 7.1 Design Procedure. 7.2 Beam Design Examples. 7.3 Joists and Rafters. 7.4 Alternative Spanning Elements. 8. Wood Decks. 8.1 Board Decks. 8.2 Plank Decks. 8.3 Wood Fiber Decks. 8.4 Plywood Decks. 8.5 Spanning Capability of Decks. 9. Wood Columns. 9.1 Slenderness Ratio for Columns. 9.2 Compression Capacity of Simple Solid Columns. 9.3 Column Load Capacity, LRFD. 9.4 Round Columns. 9.5 Stud Wall Construction. 9.6 Spaced Columns. 9.7 Built-up Columns. 9.8 Columns with Bending. 10. Connections for Wood Structures. 10.1 Bolted Joints. 10.2 Nailed Joints. 10.3 Screws. 10.4 Mechanically-Driven Fasteners. 10.5 Shear Developers. 10.6 Split-Ring Connectors. 10.7 Formed Steel Framing Elements. 10.8 Concrete and Masonry Anchors. 10.9 Plywood Gussets. 11. Trusses. 11.1 General Considerations. 11.2 Types of Trusses. 11.3 Bracing for Trusses. 11.4 Loads on Trusses. 11.5 Investigation for Internal Forces in Planar Trusses. 11.6 Design Forces for Truss Members. 11.7 Combined Actions in Truss Members. 11.8 Truss Members and Joints. 11.9 Timber Trusses. 11.10 Manufactured Trusses. 12. Miscellaneous Wood Products and Elements. 12.1 Engineered Wood Products. 12.2 Glued Laminated Structural Members. 12.3 Structural Composite Lumber. 12.4 Wood Structural Panels. 12.5 Plywood. 12.6 Prefabricated Wood I-Joists. 12.7 Built-Up Panel and Lumber Beams. 12.8 Flitched Beams. 12.9 Pole Structures. 13. Wood Structures for Lateral Bracing. 13.1 Application of Wind and Earthquake Effects. 13.2 Horizontal Diaphragms. 13.3 Vertical Diaphragms (Shear Walls). 13.4 Investigation and Design of Wood-Framed Shear Walls. 13.5 Trussed Bracing for Wood Frames. 13.6 Special Lateral Bracing. 14. General Considerations for Building Structures. 14.1 Choice of Building Construction. 14.2 Structural Design Standards. 14.3 Loads for Structural Design. 14.4 Dead Loads. 14.5 Building Code Requirements. 14.6 Live Loads. 14.7 Lateral Loads (Wind and Earthquake). 14.8 Load Combinations and Factors. 14.9 Determination of Design Loads. 14.10 Structural Planning. 14.11 Building System Integration. 14.12 Economics. 15. Building Design Examples. 15.1 Building One: Single Story Light Wood Frame. 15.2 Building Two: Multistory Light Wood Frame. 15.3 Building Three: Masonry and Timber Structure. 15.4 Building Four: Steel and Wood Structure. Appendix A: Properties of Sections. Appendix B: Study Aids. Appendix C: Answers to Problems. Glossary. References. Index.
12 citations
Journal Article•
TL;DR: In this paper, a steel plate shear wall was used to reduce the amount of steel needed by up to one-half in new buildings, rather than reinforced concrete shear walls or steel or concrete rigid frames.
Abstract: Two new buildings have a seldom-used stiffening system — steel plate shear walls. Reasons for using them, rather than reinforced concrete shear walls or steel or concrete rigid frames, include cutting down on wall thickness, preventing concrete construction from pacing steel erection and reducing the amount of steel needed by up to one-half. On one building, steel plate walls saved about $2.85 million — on the other, $3.5 million — over the cost of a steel moment-resistant frame. Except where walls were used with trusses, had many large openings or needed dyamic analysis, shear wall designs were made using hand calculations. Computer check verified stresses and deflections, which meant that simple steel plate shear walls could be designed without finite element analysis.
11 citations
TL;DR: In this paper, a two-layer model is presented to describe the velocity profiles in the far-wake region of plane turbulent wall wakes, and the wall shear stress was found to be approximately constant in a large part of the far wake region.
Abstract: This paper presents a two-layer model to describe the velocity profiles in the far-wake region of plane turbulent wall wakes. In the outer region, the velocity profiles are described by the (simple) wake equation whereas in the inner (wall) region, the law of the wall applies. Using the similarity property of the velocity profiles, the integral momentum equation, and the experimental results generated from a wind-tunnel study, equations have been developed to predict the velocity and length scales. The wall shear stress was found to be approximately constant in a large part of the far-wake region.
11 citations
Patent•
19 Nov 1979
TL;DR: In this paper, a multi-storey building construction utilizing prefabricated metal panels of tubular construction which can be erected at the job site by unskilled labor and adapted to support vertically spaced-apart floors, whereby the plurality of floors are separated by parallel rows of walls.
Abstract: A multi-storey building construction utilizing prefabricated metal panels of tubular construction which can be erected at the job site by unskilled labor and adapted to support vertically spaced-apart floors, whereby the plurality of floors are separated by parallel rows of walls, each wall comprising the tubular metal panels. Each row of walls is in vertical alignment but not in direct contact with corresponding rows of walls situated on vertically adjacent floors, and each vertically adjacent row is interconnected by high-tensile strength threaded fasteners rigidly interconnecting the upper and lower chord of each panel to an adjacent chord of a vertically adjacent panel. The rows of vertically interconnected prefabricated metal panels provide effective continuous lightweight shear walls extending from the foundation of the building to the roof. The shear walls support loads imposed on the building and provide stiffness to the building to resist natural forces which otherwise tend to overturn the building.
10 citations
TL;DR: In this article, the effect of an elastic foundation on the natural frequencies of coupled frame shear wall structures was studied. But the authors focused on the finite strip method and did not consider the elasticity of the foundation.
Abstract: The finite strip method is used to study the effect of an elastic foundation on the natural frequencies of coupled frame shear wall structures. The solid wall in the structure is divided into several strip elements, the column is treated as a line element and the effect of the connecting beams is dealt with through the compatibility matrices which transfer their structural properties to the adjacent strip or line elements. The comparison functions which satisfy the boundary conditions of being free at the top and being spring supported at the bottom are used for the displacement field in the longitudinal direction. A series of numerical examples is presented to show the accuracy and applicability of the proposed method.
8 citations
TL;DR: In this article, the energy principle is applied to a four-plate shear wall model representing the member to obtain the stiffness under pure torsion, and the range of validity and the modification needed for the expression for stiffness thus obtained when the member is subjected to bending moment and shear force are investigated with reference to the results of tests on reinforced concrete space frames.
Abstract: Synopsis The paper deals with the determination of the torsional stiffness of rectangular reinforced concrete members under pure torsion and torsion combined with bending and shear. The energy principle is applied to a four-plate shear wall model representing the member to obtain the stiffness under pure torsion. The range of validity and the modification needed for the expression for stiffness thus obtained when the member is subjected to bending moment and shear force are investigated with reference to the results of tests on reinforced concrete space frames.
TL;DR: In the finite element analysis of structures consisting of assemblages of beam and plate elements such as coupled shear walls, difficulties are encountered at the point of intersection of the different elements as mentioned in this paper.
Abstract: In the finite element analysis of structures consisting of assemblages of beam and plate elements such as coupled shear walls, difficulties are encountered at the point of intersection of the different elements. The conventional displacement rectangular plane stress element has only translational displacement components at its nodes, whereas the beam element has two translations, and a rotation. If the rotation is suppressed at the intersection points, the structure is only poorly modeled.
TL;DR: The behavior of a half-scale panelized building model subjected to, lateral and vertical loads has been analyzed both experimentally and theoretically as mentioned in this paper, and the results show the reliable structural performance of this type of structural system.
Abstract: The behavior of a half-scale panelized building model subjected to, lateral and vertical loads has been analyzed both experimentally and theoretically. The model wa made up of 2-in.-thick sandwich panels with styrofoam core and .025-in.-thick aluminum facings stapled together with aluminum extrusions. Comparisons of the results with the design wind and seismic loads of the Uniform Building Code shows the reliable structural performance of this type of structural system.
TL;DR: In this paper, cyclical tests on members and connections for steel moment-resisting frames indicate that large amounts of energy can be absorbed and large ductilities can be achieved by using eccentric connections with steel-braced frames.
Abstract: Structural design to resist earthquakes is different from structural design for the more usual forces in that the loacls (ire ~rtlcerrnitl but much larger than the elastic resistance of the structure; consequently, the engineer must be concerned with cyclic postelastic performance of materials and systems, ductility, and the stability of structures near ultimate loads. Cyclical tests on members and connections for steel moment-resisting frames indicate ~ty stable hysteresis in the plastic range, a very desirable characteristic. Moment-frame structures, however, are subject to large deflections with consequent damage to the point where secot~daty effects such as P-delta may become critical. Some observations have indicated that better performance can be obtained by combining the ductile steel frame with concrete shear walls or with steel-braced frames. Tests, both in Japan and California, suggest that large amounts of energy can be absorbed and large ductilities can be achieved by using eccentric connections with steel-braced frames.
01 Jan 1979
TL;DR: In this paper, the authors propose a Frame-Shear WALL Interaction (FSHW) approach to the problem of cross-layer interaction. But it is not suitable for children.
Abstract: INTRODUCTION FRAME-SHEAR WALL INTERACTION 1
01 Jan 1979
TL;DR: In this paper, the authors propose a method to solve the problem of "uniformity" and "uncertainty" in the context of health care, and propose a solution.
Abstract: 1