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RE: Elevator Loads
- To: <seaint(--nospam--at)seaint.org>
- Subject: RE: Elevator Loads
- From: "John J. Treff" <jjtreff(--nospam--at)hotmail.com>
- Date: Fri, 27 Jun 2008 18:44:20 +0000
This is great info Rick! THX!
Date: Fri, 27 Jun 2008 10:42:43 -0700
Subject: Re: Elevator Loads
|California BC 1614A.1.15modifies ASCE13.6.10 to read...|
Design of guiderail support .... shall use the weight of the cab plus not more that 40% of it rated load, seismic forces shall be assumed to be distributed 1/3 to the top and 2/3 to the bottom guiding members, unless other data provided.
Seismic forces per ASCE 18.104.22.168, which takes you to 13.3.1, and specifies a minimum value of .5g.
Obviously for you primary frames and systems, elevator DL is absorbed in the building deadload and building base shear coefficient.
--- On Fri, 6/27/08, John J. Treff <jjtreff(--nospam--at)hotmail.com> wrote:
From: John J. Treff <jjtreff(--nospam--at)hotmail.com>
Subject: Elevator Loads
To: "SEAInt" <seaint(--nospam--at)seaint.org>
Date: Friday, June 27, 2008, 10:27 AM
Would any of you be willing to share with me calculations of how to apply elevator loads to a building? Do the loads have to be provided by the elevator manufacturer? How does this work to incorporate them into my gravity loads and seismic loads? Any information or hints you can give me about this subject would be greatly appreciated.
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