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[SEAOC] UBC 94 Concrete Shear Wall Design[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: "'[SEAOC]'" <seaoc(--nospam--at)power.net>
- Subject: [SEAOC] UBC 94 Concrete Shear Wall Design
- From: Eric Brown <73537.2542(--nospam--at)CompuServe.COM>
- Date: 03 Sep 96 14:55:28 EDT
---------- From: INTERNET:TAS052262(--nospam--at)aol.com Sent: Sunday, August 25, 1996 5:51 PM To: INTERNET:SEAOC(--nospam--at)SEAOC.ORG Subject: [SEAOC] UBC 94 Concrete Shear Wall Design >I've a few questions on UBC sec. 1921.6.5, Design of shear walls for flexural >and axial loads: > >1. In sec. 19220.127.116.11, is Pu the axial load for the entire wall, or is it the >boundary element axial load? Is Po the axial load capacity for the entire >wall, or is it just for the boundary element. It seems to me that Pu & Po all >should be considered as boundary element forces, but Code is not clear on >that. > >2. In sec. 1918.104.22.168, is Ag the gross section area for the entire wall, or >is it just for the boundary element which sometimes is portion of the wall, >and sometimes is not even part of the wall. The axial load and the moment on the shear wall is to act on the entire wall. You should be designing the whole wall for combined axial and bending with the appropriate load factors. The detailing requirements for boundary elements should be handled after checking the wall for the combined loading. We have been using PCA column for our design program. With the irregular column add on package, you can design columns (walls) of any shape and steel layout. The old 0.2*f'c requirements were very approximate and sometimes required such large boundary reinforcing that the wall's bending capacity caused the shear demand exceeded the shear capacity resulting in a wall which was not ductile. The point of the new requirements is to require the special detailing where the strain exceeds 0.003. I use a Mathcad worksheet for the calculations but use the PCA program for any irregular shapes. Eric Brown, SE ...
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