Generally it is not the architects responsibility to

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installation of the connection. Generally, it is not the architect's responsibility to design the connection, but the architect should recognize flexibility for field tolerances. Connections. There are numerous ways to connect precast concrete exterior wall panels to the supporting steel frame. The precast panel manufacturer will generally determine the final details of the connection. It is, howev- er, the architect's responsibility to make adequate provisions for proper support and construction tolerance of the panels. Some precast manufacturers prefer to bear the panels on recessed pockets within the panels that are sup- ported directly on seated connections or haunches from beams or columns. The seated connections or haunch- es minimize the eccentricity of the panel self-weight on the support connection. Other support options include such assemblies as structural angles or channels attached to the columns or beams which would support embed- ded angles located on the back of the precast panels. Inside Corners. One of the most overlooked conditions when detailing precast panel systems is the inside corner condition. This is a particularly important condition when using panels that span horizontally. The reason that inside corners must be carefully considered is because, unless carefully detailed, the panel may not have ade- quate support. Due to the column location at the corner configuration, the panels cannot be supported directly from the column. Instead, the panels are supported directly on the spandrel members or on the concrete slab above the spandrel members. There are typically three methods to support precast panel ends at inside corners. The first method is to have each spandrel member act as the sole support for the panels near the column. This method can be successful if the spandrel is properly designed. Since the panels will have a tendency to roll or rotate, the spandrels must be designed for the torsional forces induced by the eccentricity of the precast panel. This method usually results in heavier spandrel members, but it does eliminate the need for stiffeners and braces. The second method is simi-
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DETAILS PAGE 10 lar to the first method except that the spandrel members alone do not resist the torsional forces in the spandrel. A steel member is placed perpendicular to the spandrel at the point where the panel is supported. This solution will decrease the size of the spandrel members, but the additional perpendicular steel may be undesirable, or conflict with other building systems. The third method is to provide stiffener plates and kickers to resist the tor- sional effects on the spandrel beams. This has been a successful solution, but the stiffeners will increase the steel fabrication costs. Supporting the horizontal spanning panels directly from the columns at an inside corner is not a suggested detail.
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  • Fall '19
  • Structural steel

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