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1
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JSA
Structural
- May 28, 2001
- 24
In concrete buildings, the stair and elevator cores are often used for shearwalls. Also, there are often duct shafts that are a part of the use of the core too. This leads to concrete shearwalls with many openings.
For the purpose of this question, consider a shearwall, one story, 12'-6" floor-to-floor and 28' long. Visualize from left to right a 3'-0" wide pier, then a "6'-5" wide by 8'-2" door opening, then an 8'-0" wide pier, then a 6'-0" wide by 4'-0" high duct opening (assume same head as door opening), then the remaining 4'-7" wide pier.
Shear forces to each of the three piers could be either distributed based on rigidity or linearly based on length, but either way, and this is the question, what design is appropriate for the design of the individual piers and what should the criteria be? This is a shearwall resisting seismic forces in an area of high seismicity.
Should the flexural strength of any individual pier be less than the shear strength? (to assure a flexural failure) If so, by how much? Should all piers of all the cores be checked for this? How have some of you been handling this issue of concrete shearwalls with openings?
JSA
For the purpose of this question, consider a shearwall, one story, 12'-6" floor-to-floor and 28' long. Visualize from left to right a 3'-0" wide pier, then a "6'-5" wide by 8'-2" door opening, then an 8'-0" wide pier, then a 6'-0" wide by 4'-0" high duct opening (assume same head as door opening), then the remaining 4'-7" wide pier.
Shear forces to each of the three piers could be either distributed based on rigidity or linearly based on length, but either way, and this is the question, what design is appropriate for the design of the individual piers and what should the criteria be? This is a shearwall resisting seismic forces in an area of high seismicity.
Should the flexural strength of any individual pier be less than the shear strength? (to assure a flexural failure) If so, by how much? Should all piers of all the cores be checked for this? How have some of you been handling this issue of concrete shearwalls with openings?
JSA
