Subject: RE: Snow load in combination with seismic.
From: Steve Bigham <SBIGHAM(--nospam--at)braden.com>
Date: Thu, 7 Jun 2001 08:34:38 -0500
about the legal aspects? The code more or less only allows the local
building official to permit reductions. If you reduce the load without
his/her blessing, what kind of liabilities do you incur?
Perhaps you shouldn't think of it as a "penalty", but as adding
conservatism to your design.
Steve W Bigham,
PE Design/Project Engineer Braden Manufacturing Ext. 2256
-----Original Message----- From: William Nelson
[mailto:BNelsonSE(--nospam--at)email.msn.com] Sent: Thursday, June 07, 2001 2:30
AM To: seaint(--nospam--at)seaint.org Subject: Re: Snow load in
combination with seismic.
have a multi-story building with high snow loads located in a very low
seismic region (zone 1). The building official is unable to provide
information regarding the percentage of snow load in excess of 30psf that
should be used in combination with the seismic load. My preliminary
calculations consisted of using 100% of the snow in the seismic dead load,
and I feel this is a significant penalty. I have previously been able
to use only 25% of the snow load in seismic zone 3 in Jackson,
Wyoming. On the other hand, Steamboat Springs, Colorado (zone 1) has
required 100% of the snow load to be used in combination with the seismic
load. The 1997 UBC states that snow loads beyond 30psf must be
considered in seismic design, but may be reduced up to 75% when approved by
the local building official. What should I do, or does anyone have any
recommendation on what percentage of snow to use when the building
official cannot provide guidance on this issue? I think the use
of 100% snow load in combination with seismic is really to harsh.
Comments would be great. Thank you.