SHEAR WALL

SHEAR WALL In reinforced concrete framed structures the effects of wind forces increase in significance as the structure increases in height. Codes of practice impose limits on horizontal movement or sway. Limits must be imposed on lateral deflection to prevent: Limitations on the use of building, Adverse effects on the behavior of non-load bearing elements, Degradation in the appearance of the building, Discomfort for the occupants. Generally, the relative lateral deflection in any one storey should not exceed the storey height divided by 500. The figure below shows the deflected profiles for a shear wall and a rigid frame. One way to limit the sway of buildings and provide stability is to increase the section sizes of the members to create a rigid, moment-resisting frame. However, this method increases storey heights, thus increasing the building cost. It is rarely used for more than 7 or 8 storeys. Another way is to provide stiff, shear resisting walls liked to a flexible frame. These can be external walls or internal walls around lift shafts and stair wells (a core) or sometimes both are provided. STRUCTURAL FORMS OF SHEAR WALLS: Monolithic shear walls are classified as short, squat or cantilever according to their height to depth ratio . Generally shear walls are either plane or flanged in section, while core walls consists of channel sections. In many cases, the wall is pierced by openings. These are called coupled shear walls because they behave as individual continuous wall sections coupled by the connecting beams or slabs. Normally the walls are connected directly to the foundations. However, in a few cases where the lateral loads are relatively small and there no appreciable dynamic effects, then they can be supported on columns connected by a transfer beam to provide clear space. POSITIONING OF SHEAR WALLS: The shape and plan position of the shear wall influences the behavior of the structure considerably. Structurally, the best position for the shear walls is in the centre of each half of the building. This is rarely practical, however, since it dictates the utilization of the space, so they are positioned at the ends. This shape and position of the walls give good flexural stiffness in the short direction, but relies on the stiffness of the frame in the other direction. This arrangement provides good flexural stiffness in both directions, but may cause problems from restraint or shrinkage. As does this arrangement with a single core, but which does not have the problem from restraint of shrinkage. However, this arrangement lacks the good torsional stiffness of the previous arrangements due to the eccentricity of the core. If the core remains in this position then it must be designed explicitly for the torsion. It is far preferable to adopt a symmetrical arrangement to avoid this.