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Bond Beam Block System vs. Formed & Poured Tie Beam System[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: "'seaint(--nospam--at)seaint.org'" <seaint(--nospam--at)seaint.org>
- Subject: Bond Beam Block System vs. Formed & Poured Tie Beam System
- From: William Keil <WJK(--nospam--at)brph.com>
- Date: Thu, 9 Sep 1999 11:38:47 -0400
I am looking for all opinions on this issue. My assumption was that a tie beam system would be required to provide stiffness due to the lack of diaphragms at the intermediate floors (for this reason, the bond beam system was not considered during design, but is now an issue for construction). Any comments on relative stiffness, diaphragm requirements, design procedures and assumptions would be appreciated. Some project criteria: Wind load = 50 psf Three-story high self-supporting stair and elevator tower Elevator shaft: 13'x13' Stair shaft: 13'x23' 8" CMU on mat foundation Thanks in advance. William J. Keil, P.E.
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