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RE: Handrail[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: seaint(--nospam--at)seaint.org
- Subject: RE: Handrail
- From: Charles Espenlaub <Cespenlaub(--nospam--at)martinaia.com>
- Date: Tue, 12 Dec 2000 14:40:01 -0500
I may have missed the original posting, but what about 50 plf along the top rail. Even with continuity, might this load case give a higher stress than a 200# point load. It would depend on the spacing of the verticals. Charles F. Espenlaub, III, P.E. Martin-Espenlaub Engineering -----Original Message----- From: Jim Kestner [mailto:jkestner(--nospam--at)somervilleinc.com] Sent: Tuesday, December 12, 2000 2:21 PM To: seaint(--nospam--at)seaint.org Subject: Re: Handrail There is no question that a 1 1/2 standard pipe A53 will be conservative and will resist the 200# lateral load. A more refined 3 dimensional analysis can prove that an 1 1/4 X-strong pipe A53 can resist the 200# within the allowable stress of .66*35 ksi. The reason the smaller pipe can work is because of the lateral distribution that the horizontal rails provide to transfer some of the 200# to the adjacent posts. Of the course, the most critical post is the end post since the lateral distribution can only happen in one direction. The lighter handrail posts do deflect more although I do not know what deflection criteria should be used if any. You might also refer to the load distribution chart provided in Sweets Catalog 2000, 05720/BLL(Julius Blum). They use .85 for a end post on a 2 span and .82 for a 3 span condition. For intermediate posts, they use .65 for 2 span and .60 for 3 span. Jim Kestner, P.E. Green Bay, Wi.
- Re: Handrail
- From: Jim Kestner
- Re: Handrail
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