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Tension rod bracing displacment

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I haven't looked up the AISC code but I would also check displacement under load by simply calculating PL/AE for the tie rod and decide how much displacement you'll get in the building for the rod.  Displacement - not stress - will probably determine the size of tie rod or the number of tie rods working together.  You would want lots of redundancy of tie rods if this is your primary system.  You should be able to reinspect them later for tightness after any differential settlement or any normal initial gravity settlement.  They need to be torque-wrench tightened to equalize all of the tie rods in a series.
Dave Gaines
----- Original Message -----
Sent: Tuesday, June 13, 2006 10:18 AM
Subject: Tension rod bracing

Under the 2002 AISC Seismic Provisions is tension rod bracing
prohibited?  We have a case where the building will be designed as a
special concentric braced frame, but the architect is objecting to those
braces that will be in front of large windows.  Can tension rod bracing
be used for these locations?  The building is a 2 story structure and
the braces will be on both levels.

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