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Re: Fall Protection System - Loading[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: seaint(--nospam--at)seaint.org
- Subject: Re: Fall Protection System - Loading
- From: "David Evangelista, PE" <meryl(--nospam--at)evancorp.com>
- Date: Fri, 26 Nov 1999 09:47:54 -0500
My apologies for not responding more timely. You need to be very careful here. If you are referring to the end support for a horizontal lifeline, OSHA does not stipultae the anhorage strength requirements. Instead, they state, in 1926 sub Part M, that horizontal lifelines are to be "designed, installed and used under the supervision of a qualified person" (Read professional engineer experienced in the design of fall protection systems) This is because the end anchorage forces are dependent upon a number of things including: Is the cable single span or multiple span Total length of cable Length of single maximum span Cable diameter Cable composition Number of users Method of attachment and arresting forces Properties of in-line load arresting devices Plus many other factors including friction, sag, fall distance, clearance distances, system elongation etc. The load you referenced may overstate, OR UNDERSTATE, the actual dynamic reaction. Tne solution to this problem is not as straight forward as many would think and I have seen many engineers get involved in this process only to realize that fact at the very end. We provide these services professionally. Visit our web site at www.evancorp.com or contact me directly if you would like more info at dpe(--nospam--at)evancorp.com At 10:36 AM 11/16/1999 EST, you wrote: >Recently, I was involved with the design of a fall protection system, for >personnel engaged in activities on top of trucks in petroleum product loading >rack. I was asked to follow OSHA guidelines. According to OSHA, "Lifelines >shall be secured above the point of operation to an anchorage or structural >member capable of supporting a minimum dead weight of 5,400 pounds". Design >based on this requirement resulted in lot of structural steel, which seems to >me to be an overkill. The project was on a fast track, so I could not do >enough research before sketching the details. > >Now that the project is behind me (except for comments from all those >self-styled structural engineers, like "which idiot designed this ?") I can >get to the bottom of the design philosophy. I am curious to know the basis >on which OSHA came up with their recommendation. Yes, it is a dynamic >problem, but what assumptions or tests led to the 5,400 load? Am I justified >in stressing the steel members to their yield limit, considering the loading >to be extraordinary? Is it possible to get theoretical basis for the >recommendation etc. I am looking forward to some lively discussions on the >topic. Thanks, in advance. > >Raj. > > David P. Evangelista, PE Evan Corp.
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