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RE: Sharing Holdowns @ Corners

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I should have stated this is wind only loading.  I know seismic requires the 30/100 design.  I don’t believe there is an identical requirement for wind.





From: Bill Allen [mailto:T.W.Allen(--nospam--at)]
Sent: Thursday, March 02, 2006 2:24 PM
To: seaint(--nospam--at)
Subject: RE: Sharing Holdowns @ Corners


The correct method is to use 100% of the uplift in one direction plus 30% of the uplift in the perpendicular direction and compare it to the 30%/100% case.


T. William (Bill) Allen, S.E.


Consulting Structural Engineers
V (949) 248-8588 F(949) 209-2509

-----Original Message-----
From: Eli Grassley [mailto:elig(--nospam--at)]
Sent: Thursday, March 02, 2006 12:13 PM
To: seaint(--nospam--at)
Subject: RE: Sharing Holdowns @ Corners


I don’t think you need to design for both overturning forces acting simultaneously.  That is not physically possible. 

I have always just sized one holdown for the largest of the two forces, and made sure the corner studs were nailed together adequately.


~~ Eli ~~


-----Original Message-----
From: Brian K. Smith [mailto:smithegr(--nospam--at)]
Sent: Thursday, March 02, 2006 11:56 AM
To: seaint(--nospam--at)
Subject: Re: Sharing Holdowns @ Corners


Yes it can be done.  Just make sure the hold down has enough capacity to support the uplift from both directions if applicable.



----- Original Message -----

From: Rich Lewis

Sent: Thursday, March 02, 2006 1:45 PM

Subject: Sharing Holdowns @ Corners


Is it permissible to share a single holdown at a corner where 2 shear walls intersect?  I was thinking of configuring the corner studs to be nailed together as a built up post and using one holdown.  Is this commonly done?  Any specific recommendations of how to share a holdown?  I don’t find any details about this in anchor catalog.






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