Recent content by GoCyclones

Thanks YS. I am looking at it as a beam-column, since depending on the loading, it will be in both bending and compression. I guess it makes sense that it will not fail in buckling about its strong axis because of the arch shape, but I am looking to get a better understanding of why. So...

I am doing some preliminary design work for a building with Glu-Lam arches (this is more of a general question which could apply to steel as well). The member would be continuously laterally braced by the roof for buckling about its weak axis. But what would I use for an unbraced length for...

To anyone familiar with both the NBC and IBC. I am from the U.S. and looking at bidding a project in Nova Scotia. Here is the design snow and wind load information: Ground Snow Load => Ss = 2.2 kPa, Sr = 0.6 kPa Hourly Wind Pressure => 1/10 = 0.40 kPa, 1/50 = 0.55 kPa Can anyone give me a...

Thanks civilperson. I guess the main thing I have yet to find much info on is lateral buckling strength based on unbraced length, so that I can determine how closely I need to space my lateral bracing (purlins/girts).

The first building is 12' wide by about 8.5' tall at the center. If this one works, they will of course want a larger one. If it is not clear, the sketch is only of a single frame. Each frame would be connected by lateral bracing as needed. They want the curved look and would like to make it...

I am in the early stages of trying to develop a design for a small building frame made of multiple pieces of plywood laminated together vertically (probably glued and screwed). See attached general sketch. Does anyone have any good references regarding this?

Thanks for the reply patswfc. Isn't it all about probabilities though? Just to play devil's advocate, you could see a 100 year storm in that time as well, so don't you just pick a probability that has been deemed acceptable, which is what the codes have done by selecting the 50 year storm. So...

Thanks for the reply MiketheEngineer. I have considered your argument as well, but you could make the same case for a 100 year event for a permanent structure. Here is my argument for reducing the design loads: A temporary structure designed for some lesser wind load can have the same...

Thanks for the response DWHA, but I guess I should have mentioned that my structure is a building.

I am looking for a little guidance on reducing the design wind load for a temporary structure with an approximate design life of 1 year. There is Table C6-7 of ASCE, but I am not for sure on how to use it. Do you just multiply the map wind speed from Fig 6-1 by the factor in the table...

Here is a link to one company that can provide a steel framed building with a fabric cover. Like connect2 suggests, they typically provide their own engineering for the building and you would be left to design the foundation, etc. below the frame. www.clearspan.com

Look in Chapter 35 - Referenced Standards under AISI. I only have IBC 2006, but I am assuming it would be in the same section.

Here are excerpts from RAM Advanse glossary if you choose the Wood Design report or Comprehensive AISC Member Design for the steel code check report: Wood: NPC: Not Possible to Calculate. The denominator of the second and/or third terms of Eq. 3.9-3 (NDS 1997) takes a negative or zero value -...

msquared48: I am not trying to start an argument against being conservative, but I am curious about the failure you speak of (I always want to learn). Was it determined that the roof was properly designed and constructed to the current code (worst case of the balanced + drift and balanced +...

I agree with JKW05 on the interpretation of ASCE. Also, using balanced + drift + sliding would be conservative but probably over-conservative as the likelyhood of seeing the design values for all three simultaneously is unlikely. Perhaps balanced + 0.75*drift + 0.75*sliding may be a good...