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RE: Shear Wall Design / Bill@AllenDesigns[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: "'seaint(--nospam--at)seaint.org'" <seaint(--nospam--at)seaint.org>
- Subject: RE: Shear Wall Design / Bill@AllenDesigns
- From: Rudolph Ruana <RRuana(--nospam--at)HNTB.com>
- Date: Wed, 17 Nov 1999 17:01:48 -0600
Hey Bill... What's the deal w/ the last comment? What does "daddy" and a raise have to do w/ the question he asked? He seemed earnest enough when he asked the question...is it a problem to ask for insight or help on a problem? Especially if you aren't as experienced as yourself? Seems like perhaps you haven't had all of your fun yet...Why don't you check w/ your accountant (if its not you) and ask for a raise yourself...then EVERYBODY will have some fun... -----Original Message---- From: Bill Allen [mailto:Bill(--nospam--at)AllenDesigns.com] Sent: Wednesday, November 17, 1999 2:53 PM To: seaint(--nospam--at)seaint.org Subject: RE: Shear Wall Design / Bill@AllenDesigns O.K., now that I have had my fun, I'll try to answer your question. I don't know about "insight", but I can tell you how I design shear walls, and you may not like the answer because it is not "cookbook". First of all, I check my budget. If the budget is tight, I don't worry about using the DL to resist the hold down forces. I just calculate f-sub-v * h and go from there. If I have the budget, yes, I will use either .85 (now 0.90 or 2/3 for WL cases) * DL to resist overturning forces and not bump up the shear wall stresses. Why? Well, number one, that's the way I was taught. Two, I have not seen widespread documentation where shear walls have failed because the design engineer neglected this facet in his/her free body diagram. From what I understand, much to the disappointment of those "clinical" structural engineers (i.e., academians), plywood shear wall assemblies do not behave according to strict structural mechanics. You would get a glimpse of this by reading APA Report 157. From my point of view, I try (again, when I have the budge to work with) to be economical with regards to hold downs but ensure I have a LOAD PATH FROM ROOF TO FOUNDATION. More structures fail because an element was left out than if that element was undersized. Now, go ask daddy for a raise. Regards, Bill Allen, S.E. ALLEN DESIGNS Laguna Niguel, CA ||-----Original Message----- ||From: BDWOLF123(--nospam--at)aol.com [mailto:BDWOLF123(--nospam--at)aol.com] ||Sent: Wednesday, November 17, 1999 10:01 AM ||To: seaint(--nospam--at)seaint.org ||Subject: Re: Shear Wall Design / Bill@AllenDesigns || || ||Hey Bill, || ||Think for a minute how that could happen. I am no principal, ||however my ||father is the owner and one of the principal engineers at the ||firm. Now, do ||you have any insight on the question or not? || *** ||* Read list FAQ at: http://www.seaint.org/list_FAQ.asp ||* This email was sent to you via Structural Engineers ||* Association of Southern California (SEAOSC) server. To ||* subscribe (no fee) to the list, send email to ||* admin(--nospam--at)seaint.org and in the body of the message type ||* "join seaint" (no quotes). To Unsubscribe, send email ||* to admin(--nospam--at)seaint.org and in the body of the message ||* type "leave seaint" (no quotes). For questions, send ||* email to seaint-ad(--nospam--at)seaint.org. Remember, any email you ||* send to the list is public domain and may be re-posted ||* without your permission. Make sure you visit our web ||* site at: http://www.seaint.org ******** ||
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