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[SEAOC] Expansion Joints and Shear Walls Additional Information[Subject Prev][Subject Next][Thread Prev][Thread Next]
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- Subject: [SEAOC] Expansion Joints and Shear Walls Additional Information
- From: scott.horn(--nospam--at)srs.gov
- Date: Tue, 02 Jul 1996 16:02 -0400 (EDT)
Sorry, I haven't told enough of the story. The building is a steel braced frame in the long direction (4,000+ feet) and the walls I described (fire wall / shear wall) in the short direction (80+ feet). I think that this type of structure is preferred because the stiffness of the shear walls will be less prone to transfer deflections along the length of the building from transverse seismic loads. I believe that because of the rigidity of the shear walls possible whipping action at the ends of the structure will be prevented. The detail I discussed in the previous memo would be installed to allow expansion in the longitudinal direction. I also believe that by using this detail I can prevent accumulation of loads at the end of the structure. A close analysis of later load on the walls will yield the required deflection to be designed into the connection of the roof diaphragm to the shear wall. I agree with you, Martin, that the best earthquake design is a well connected building with robust connections to hold everything together. But, what do you do about the thermal deflections in a building this long? I believe that the interaction of this structure poses an interesting scenario. It resembles a tunnel, but does not have the characteristic rigidity of a tunnel nor the natural dampening provided by the soil. And to make things worse, the temperature gradient is much higher than if it was insulated by soil. So, what do you think of the value of the so called "breakaway beam" detail now? Could it contribute in a positive way to the seismic performance of the building as well as the thermal expansion and contraction? Scott Horn BSRI scott.horn(--nospam--at)srs.gov ...
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