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Re: Seismic Joints[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: seaint(--nospam--at)seaint.org
- Subject: Re: Seismic Joints
- From: "Gerard Madden, SE" <gmse4603(--nospam--at)gmail.com>
- Date: Thu, 10 Sep 2009 11:05:57 -0700
Thank you, this should help a lot.
Don’t know if this helps any, but the SRSS method was reintroduced into the 2009 IBC. New section 1613.6.7. I believe the SRSS method will also be in ASCE 7-10.
Gary J. Ehrlich, PE
Program Manager, Structural Codes & Standards
National Association of Home Builders (NAHB)
1201 15th Street, NW, Washington, DC 20005
ph: 202-266-8545 or 800-368-5242 x8545
Attend the 2010 International Builders' Show
January 19-22, 2010, Las Vegas, NV
The ASCE 7 makes a very vague statement about building separations in section 12.12.3
In the good old UBC, we were using SRSS to determine the gap to avoid pounding.
The IBC 2006 Design guide volume I indicates that this gap should be the SUM of the inelastic deflections.
So, say for a building with a drift limit of 1% (an essential facility) with 50 feet to the roof, the gap would need to be 8.5" under the SRSS method. Under the IBC example it would need to be 12"
If I had a regular occupancy building and could use 2.5% drift, then I would need a 30" joint
50 feet is about a 4 story building....are we really going into 24 " seismic gaps for 8-9 story buildings now?
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