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Re: Horizontal Irregularities[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: seaint(--nospam--at)seaint.org
- Subject: Re: Horizontal Irregularities
- From: "Gerard Madden, SE" <gmse4603(--nospam--at)gmail.com>
- Date: Mon, 3 Nov 2008 11:42:20 -0800
It applies to the boundary nailing in wood diaphragms, deck welds and shear studs to boundaries in metal deck w/ conc. etc...
Where the diaphragm shear is not at a boundary (i.e. support in your diaphragm shear diagram) it does not apply per this wording.
Hmm, I worded that poorly. Yes, the demand should be increased 25% per this section, but does it apply to the diaphragm shear values that you would then compare to the code allowable diaphragm shear?
Doug Mayer, SE
7535 North Palm Ave., Suite 201
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It appears the demand must be increased 25%, while the "allowable" shear values remain unchanged.
On Mon, Nov 3, 2008 at 10:26 AM, Doug Mayer <doug.mayer(--nospam--at)taylorteter.com> wrote:
Section 220.127.116.11 of the ASCE 7-05 states:
"For structures assigned to Seismic Design Categories D, E, or F and having a horizontal structural irregularity…the design forces determined from Section 12.8.1 shall be increased 25 percent for connections of diaphragms to vertical elements and to collectors…"
Does this requirement apply to diaphragm shear values taken from the code tables? As I read it, it does not, but I would appreciate confirmation.
Doug Mayer, SE
David Topete, SE
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