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RE: Wood hip roof diaphragm

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I don't think that the shear capacity of the hipped roof will vary much from
the capacity of the flat plywood diaphragm until you get to slopes steeper
than 6:12.  I believe there was a discussion on this subject several on this
server months ago.

Make sure that you provide appropriate shear transfer at hips and ridge
location (nailing to continuous blocking, girder truss etc.).  Also at  hips
and ridges you have an area of discontinuity so wind pressures can be more
than double as for the rest of the building. Depending where the building
is, it's height and so on, it may have a serious effect on the design of
framing and connections.

As to ridge vents, you can block and nail all around.


Sasha Itsekson, PE

-----Original Message-----
From:	Bill Sherman [mailto:SHERMANWC(--nospam--at)]
Sent:	Wednesday, August 19, 1998 7:47 AM
To:	seaint(--nospam--at)
Subject:	Wood hip roof diaphragm

A co-worker of mine is designing a building with a hip roof, using wood
trusses and a plywood diaphragm, and with vents at the ridge line.  We don't
do a lot of wood design here and would like some information on limitations
such a design.  How do you determine the diaphragm capacity of such a hip
roof?  Are there limits on roof slope vs diaphragm capacity?  How do you
handle ridge vents relative to diaphragm shear connections?

Thanks in advance for any assistance.