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RE: 2006 IBC Wind Load question[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: <seaint(--nospam--at)seaint.org>
- Subject: RE: 2006 IBC Wind Load question
- From: "Barry Welliver" <barry(--nospam--at)barrywelliver.com>
- Date: Mon, 27 Aug 2007 07:45:14 -0600
I won’t attempt to answer your questions Dennis, but I will tell you that after 6 years of struggling with the IBC wind provisions, Utah amended the state code in 2007 to allow the use of the 1997 UBC wind design section for buildings meeting the Simplified Method criteria of ASCE7. Not sure if this is going forward or backward, but the bottom line for non-high wind areas seemed negligible. I suppose this is like non-seismic areas gripping about the seismic code provisions.
Barry H. Welliver
BHW Engineers L.L.C.
I’ve discussed the design of wind loads for the next generation of IBC codes that California will adopt in 2008 to replace the 97 UBC. As most of you who use the UBC or California building code are aware, the 97 UBC is a fairly straight forward method to determine wind design.
Most of the engineers I’ve spoken to who are in IBC country have mentioned that they rarely use more than the windward side of loading and have not used the more extensive load design methods that check windward, leeward, uplift on eaves and on interior roof areas (where there is a percentage of space exposed to consistent wind loads). I do check uplift on the eaves but only if the uplift occurs on a very light roof such as asphalt shingle or metal. When clay tile is use and the exterior dead load exceeds a lightweight tile then I find that the roof weight rarely shows that uplift occurs. Of course I do not live in a high wind area that exceeds 90-psf wind gust.
My concern is that I have to add the wind design into the next version of MultiLat and as many of you know I have been suffering with the learning process based on the latest ASCE wind load design methods.
My question is whether or not you think that the values we need to design to will be provided by the local municipality in which you will design your structure or if you will be required to work everything out by maps and government references. Currently the building department sets the limits we design to and I’ve never had to rely on reference maps from government references.
Have any of you worked up a worksheet design method of the simplified wind load conditions to be used with the 2006 IBC and are willing to share it with me to help me understand the steps. I’ve been told that the design wind loads can be designed more like the 97 UBC if the design values are supplied by the building official. I wish to add this to MultiLat, but would prefer to use a method based on inputting local conditions provided by the building department your structure is designed for.
I would like some advices as to how many of you plan to design wind loads in the 2006 IBC and what you have done in the past AND what you expect to do in the next code cycle. If you are willing to share your ideas with me, I would be greatly appreciative. However, remember that I am in the mindset that whatever I create is submitted for public domain so that others can save a bit of time.
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- 2006 IBC Wind Load question
- From: Dennis Wish
- 2006 IBC Wind Load question
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