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Block fences (Was: Seismic Design of)[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: seaint(--nospam--at)seaint.org
- Subject: Block fences (Was: Seismic Design of)
- From: Roger Turk <73527.1356(--nospam--at)compuserve.com>
- Date: Fri, 20 Aug 1999 11:56:18 -0400
While seismic design of block fences is a necessary consideration, I also think that *wind* design of block fences has also been ignored and could be potentially more deadly than seismic. I say this because people will take shelter on the lee side of a block fence in a strong wind (and they *know* a wind is blowing), something that would not generally be done just before an earthquake. Locally (Arizona), 4" block fences are touted. Pilasters are about 10 feet apart and contain one #5 bar. Footing size is such that a proper hook cannot be embedded. Head joints are "interlocking" without mortar. Drawings proffered indicate that the wall is capable of approx. 6 psf wind force, which, following the letter of the UBC, can be used instead of the generally accepted minimum of 10 psf. However, the only way that I can see that these block fences can be considered adequate is to consider that horizontal joint reinforcing is capable of taking compression as well as tension despite the fact that manufacturers of joint reinforcing state that their product is a crack control product only. A. Roger Turk, P.E.(Structural) Tucson, Arizona Harold Sprague wrote: >>Bruce, Yes. I would default to the minimum in UBC 32-3. Block fences have not been studied to the extent that they need for proper inclusion in the Code. With "sound walls" along miles and miles of roads currently being constructed, it is an issue that needs some attention. This item is part of my responsibility as Chair of the BSSC TS 13, and I will be adding it to the items that need proper study for inclusion in the NEHRP Provisions and ultimately the IBC. I appreciate your pointing out the issue. Regards, Harold Sprague The Neenan Company<<
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