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- To: wai(--nospam--at)euken.com
- Subject: Fwd: Re: Dead Load On Shear Walls
- From: rlewis(--nospam--at)techteam.org (Richard Lewis)
- Date: 06 Aug 1997 13:56:07 GMT
You're absolutely right. The approach I presented is for the overall overturning only; to check soil pressures, etc. It would not reduce the load on the hold down at all. The transfer would have to occur at the connection between the post or channel studs to the shear wall. There is a range, I believe, of how much load this connection can transfer in a practical sense. The lower bound would be the field nailing of the plywood to the post. If 8ds @ 12", that would be about 1,000 lbs. I believe the upper bound would be the capacity of the shear wall multiplied by the height of the wall. To develop that capacity, boundary nailing at the post (or channel studs) would have to be specified. Thanks for the correction. Regards, Bill ---------- From: Dennis S. Wish PE <wish(--nospam--at)cyberg8t.com> To: 'seaoc(--nospam--at)seaoc.org' Subject: RE: Dead Load On Shear Walls Date: Tuesday, April 01, 1997 8:42 PM Bill, there is one flaw that I see with your reasoning. Forgeting the concrete foundation for one moment, the governing factor will be the capacity of the holddown at the connection to the shearwall. If there is no positive connection from the perpendicular crosswall "within" the shearwall by transfer, AND if the resistance to uplift is considered from the crosswall, then the holddown connection may not be designed adequately. Without the possitive connection of the crosswall above the foundation to the shearwall, the shearwall will uplift and the connection at the holddown will probably fail in the post (ie, if the holddown required without consideration for the crosswall is an HD7 but becomes an HD2 with the wall, the HD2 may fail without positive conneciton of the crosswall above the slab). Unless I missed something from your post, I think you missed this one. Dennis -----Original Message----- From: Bill Allen, S.E. [SMTP:ballense(--nospam--at)concentric.net] Sent: Tuesday, April 01, 1997 7:30 PM To: seaoc(--nospam--at)seaoc.org Subject: Re: Dead Load On Shear Walls Aren't the walls connected at the footing? As the shear wall tries to uplift, it is resisted by some trib. length of the perpendicular wall, footing, etc. The transfer mechanism would be through shear in the perpendicular footing at the intersection of the shear wall and the perpendicular wall. Even if using a working stress shear capacity of 1.1*sqrt(f'c)*1.33=65 psi or about 9,400 lbs for a single story residential footing. Now you KNOW I'm an old geezer when I reference WSD for concrete!!! The point is, I don't believe you need any special connection at the wood framed section of the wall to consider the perpendicular wall contributory to the resistance of overturning. This should also apply at corners. Regards, Bill Allen > You would have to connect the perp. wall to the V-wall adaquately to transfer > the load. Also connection of the perp. wall to foundations is critical. > Tough to do with wood..... > > > Bill Thorpe, SE --- Internet Message Header Follows --- Received: from server1.seaoc.org (bqe.com [126.96.36.199]) by host1.texramp.net (8.8.5/8.8.5) with SMTP id IAA03019 for <rlewis(--nospam--at)techteam.org>; Wed, 2 Apr 1997 08:45:10 -0600 (CST) Received: from darius.concentric.net by server1.seaoc.org (NTList 3.02.10) id da016175; Wed, 2 Apr 1997 06:33:44 -0800 Received: from cliff.cris.com (cliff.cris.com [188.8.131.52]) by darius.concentric.net (8.8.5/(97/04/01 3.26)) id JAA27289; Wed, 2 Apr 1997 09:31:45 -0500 (EST) [1-800-745-2747 The Concentric Network] Errors-To: <ballense(--nospam--at)concentric.net> Received: from ALLENDESIGNS (61064d0008la.concentric.net [184.108.40.206]) by cliff.cris.com (8.8.5) id JAA27378; Wed, 2 Apr 1997 09:31:43 -0500 (EST) Message-Id: <199704021431.JAA27378(--nospam--at)cliff.cris.com> From: "Bill Allen, S.E." <ballense(--nospam--at)concentric.net> To: <seaoc(--nospam--at)seaoc.org> Subject: Re: Dead Load On Shear Walls Date: Wed, 2 Apr 1997 06:29:46 -0800 X-MSMail-Priority: Normal X-Priority: 3 X-Mailer: Microsoft Internet Mail 4.70.1155 MIME-Version: 1.0 Content-Type: text/plain; charset=ISO-8859-1 Content-Transfer-Encoding: 7bit Reply-To: seaoc(--nospam--at)seaoc.org Error-To: seaoc-ad(--nospam--at)seaoc.org X-Loop: seaoc(--nospam--at)seaoc.org X-Info: [SEAOC] Owner: seaoc-ad(--nospam--at)seaoc.org X-POP3-Rcpt: seaoc-ad(--nospam--at)seaoc.org X-Sender: seaoc-ad(--nospam--at)seaoc.org Precedence: list X-ListMember: rlewis(--nospam--at)techteam.org [seaoc(--nospam--at)seaoc.org] __________________________________________________ Richard Lewis, P.E. Missionary TECH Team rlewis(--nospam--at)techteam.org The service mission like-minded Christian organizations may turn to for technical assistance and know-how.
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