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RE: Simplified Seismic Design Trends[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: <seaint(--nospam--at)seaint.org>
- Subject: RE: Simplified Seismic Design Trends
- From: "Bruce Holcomb" <bholcomb(--nospam--at)brpae.com>
- Date: Tue, 13 May 2003 13:56:19 -0500
We have some clients who only want to beat us down on the price of each item related to building design and construction... lowest geotech fee, lowest SE fee, lowest bid contractor... they won't listen when we explain how spending $10,000 more during the design phase will save $100,000 (just a hypothetical) in construction. All they care about is how much it costs right now.
We sometimes have small projects or very short design schedules where the actual load applied is less important than just getting it done to meet schedule. Whether the wind pressure is 22.4 psf or 25 psf is insignificant and whether the seismic force is 78.2 kips or 100 kips is also not so important. I'm not talking about every project, just some. When designing such projects of steel, I use the "structural steel systems not specifically designed for seismic resistance".
There are of course times when is it best or necessary to do more detailed design, but not always. I'd like to see more simplified design info in the codes and standards. Sometimes it is more beneficial to the client to spend the time thinking how to improve the structures constructability instead of calculating loads and designing members.
I remember being so proud of my new 1996 AISI design manual (if you haven't see it, it is 8 1/2"x11" and about 2" thick). I designed a light-gauge steel member and showed the calcs to my boss for review... he checked with his 1968 edition (it was about 6"x9" and 1/8" thick)... got the exact same size member. The equations he used were much simpler and easier and quicker to use.
Bruce D. Holcomb,
PE - in favor of the KISS
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