Need a book? Engineering books recommendations...
Subject: Re: Seismic/Non-Seismic design[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: "'Seaoc - Send to mail list'" <seaoc(--nospam--at)seaoc.org>
- Subject: Subject: Re: Seismic/Non-Seismic design
- From: "Stewart, Warren" <wstewart(--nospam--at)frharris.com>
- Date: Mon, 8 Sep 1997 13:24:45 -0400
>From: James_F_Fulton(--nospam--at)rohmhaas.com (James F Fulton) >To: seaoc(--nospam--at)seaoc.org >Subject: Re: Seismic/Non-Seismic design > I am interested in this topic also for one and two story industrial > buildings and chemical process structures that could extend as much as > 5 or 6 stories high. We typically design these as x-braced frames > with simply suppported girder-to-column connections. Most of our > designs are in non-seismic areas (Texas), but what about this type of > structure for other seismic zones ? What are the drawbacks ? This type > of steel construction seems to be much more economical to design and > construct than moment frames or even eccentrically braced simple > frames. Refer to 1632.3 of the UBC for non-building seismic loads. Braced frames typically result in "rigid" structures as defined therein. The coefficient 0.5 in formula 32-1 is equivalent to a prescribed C/Rw in equation 28-1. If the period is greater than 0.06, equation 28-1 can be used but C/Rw can not be less than 0.4. The bottom line is that the UBC does't cut you much slack for non-building structures. Fortunately, the UBC recognizes that it really isn't an authority on non-building structures, and allows other nationally recognized standards to govern. Perhaps API has better take on the subject. So much for the legal/theoretical side. As for practicality, the value of the more ductile framing systems is that it allows the engineer to reduce the initial cost of the structure with the understanding that the non-structural elements as well as the structural elements may need extensive repairs after a major event, generally assumed as having a 10% chance in 50 years. Other non-building designers (e.g., wharves and piers) have adopted a two level seismic approach that looks at an additional smaller seismic event (50% chance in 50 years), with the intention of resisting these forces without significant damage or interuption of activites. This may be appropriate in your case. Remember that rigid structures will have a higher design force than flexible structues, but less displacement. In the design of chemical process structures, the displacement may be a more critical factor. Also important is keeping the value of the chemical process in mind. The cost for shutting the process down to make major repairs maybe significantly more than providing the extra cost in the framing system, even discounting the repairs to present value.
- Prev by Subject: RE: Subject: Re: Need properties for A316 steel
- Next by Subject: RE: Subject: Re: Seismic/Non-Seismic design
- Previous by thread: Opportunity to speak on seismic engineering in the SF Bay Area?
- Next by thread: RE: Subject: Re: Seismic/Non-Seismic design