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Re: Prescriptive BWPs[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: <seaint(--nospam--at)seaint.org>
- Subject: Re: Prescriptive BWPs
- From: "Ed Workman" <eworkman(--nospam--at)fix.net>
- Date: Tue, 20 Jul 1999 14:15:11 -0700
-----Original Message----- From: Paul_Reilly(--nospam--at)dot.ca.gov <Paul_Reilly(--nospam--at)dot.ca.gov> To: seaint(--nospam--at)seaint.org <seaint(--nospam--at)seaint.org> Date: Tuesday, July 20, 1999 7:30 AM Subject: Prescriptive BWPs > > >Zone 3, Wind Exposure B: A current project for a tract builder has provided an >opportunity to assess the specification of BWPs >My premise for this unfavorable consideration is that multiple piers on a single >wall line will perform in concert only if the relative rigidities are the same >and specified to service the total demand . Prescriptive means follow (ALL) the rules and don't look back. I assume that implicit in the prescription is the recognition that simple wood structures have historically behaved adequately. And that this recognition is from observation rather than investigation/analysis. Thus, in "conventional" construction there are many elements which participate to resist loads in addition to the BWP's. If all are tied together, and the structure is simple and regular it will end well. to look at it another way, iff the walls more or less line up (so that all share similar deformations) all the gyp participates, etc. To reiterate a thought from previous threads, this isn't a place to mix and match resisting elements ( or design and prescription) but to organize and lay out elements in a simple regular way so that concentration of forces is avoided such that nominal connections, etc are adequate. It's not for nothing that steel stud homes must be engineered, as they frequently include many other non-traditional elements such as finish materials which provide far fewer elements capable of resisting lateral loads. Also , in looking back to the recent discussions of rigid/flexible it seems to me that it would help to have a better picture of the load/displacement behavior of a wood shearwall. If strength is determined by nailing and if "nail failure" is by bending, isn't there "enough yielding" in a wall to permit sufficient deformation as to allow the design strength of other walls to be mobilized? Isn't this the basis for the prescription?
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