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PMR06, Thank you very much. Your sketch descrcribed the procedure of how to calculate rt very clear.

ash060, firstly AISC-13th Table1-19 to Table1-20 only listed part of the W and S Beam Shapes with Cap Channels. For example, in these two tables, no S12x35 beam with Cap channel was listed. secondly, in these two Tables, it only listed rx and ry, no rt value was listed.

jberg, Thank you for your response. I know this description under Eq.(F4-11), but it does not make me clear, does this description mean that we only need consider the I beam flange and do not need take the web of the channel into consideration (which is attached to the I beam flange)? say if...

For an I beam with a channel cap attached to compression flange, are we supposedly to use the same formular (F4-10) in page 16.1-51 of AISC-13th to calculate its radius of gyration? If it is the same formular of (F4-10) as for an I beam without channel cap, then for item bfc in the formular...

Quote: "Any building that is still standing is clearly safe and reliable." Could I interpret this statement as: "Any collapsed poor design building is safe and reliable before the moment it collapsed"?

From design point of view, I will not argue with not to use 45 degree soil. Most of the time I will probably Take the same design strategy as JAE's, just for play it safe. However, if strictly consider from academic point of view, if the soil internal angle is 30degree, then the soil cone which...

PostFrameSE, 45degree is not my invention its printed black and white in a book. I will try to find that book and show you later. Of course this soil weight need multiply 0.6 because it is part of dead load.

Soil weight can be included in resisting uplift, I remember one of the text book? or code book recommand to use 45degree line to calculate soil volume which can be used for dead load weight.

JoshPlum, As a structural engineer, I 100% agree with your view point. But in today's real world, "client is the god". give answer like yours to a client will make yourself kicked out of the game. Now suppose a client reaches you request you to design a building in his hometown, the only...

Thanks very much for all of your responses. Special thanks to asixth, the document "Nuclear Reactor and Earthquake" in your linked thread does contains a lot of very useful informations. It actually gives a roughly relationship between earthquake magnitude and epicenter ground acceleration with...

Hello, everyone, Our client in Europe brought a very tough question for us to answer, we designed a structure for them based on UBC seismic zone 3. They want to know, what magnitude of Richter scale earthquake it can resist, Richter 6, 6.5, 6.8 or what so ever. In other words, they want to...

If your frame on which your 40mm dia, 850mm long beam was welded to is huge enough to compare with your beam, and your end weld is solid and strong enough, then you can take it as fixed end bending beam. In that case, theoretically, the bending moment is only PL/8, then you will get maximum...

Hi, BA, I need some help from you. My boss just give me a new structure design project in Three Rivers, Quebec. The seismic data given to me is: Za=3, Zv=2, Rv=0.1. But I am not familiar with Canadian Code. I only familiar with UBC, IBC, and ASCE Code. Could you please tell me above 3...

Thanks Josh and BA. I studied more about Alignment Chart of Fig. C-C2.3 in AISC 13th page 16.1-241, and I think BA's answer looks more convincing, But the premise is that the bracing member (or the girder) has enough tension capacity to prevent the middle point of the column from translational...

I guess I had better to start a new thread not to mix with the previous thread to ask this question. Please see attached sketch. Suppose we know that the bracing girder is very weak (negligeable), by inspection, we can take the column as if there were no bracing girder, therefore, the...

Hi, ladies and gentlemen. Please see attached file, 24 pieces of 20' W10x45 Wide Flange column are formed into a circle ring, every column is subject to a pure vertical load and both its ends are pinned. At its middle location, two 2x2x1/4" angle is welded to its flange to form a bracing...

I read more about the ASCE7-05 Figure 7-1, seems like the mapped ground snow is the maximum snow fall during 50 years period. In this sense, for a 40 psf ground snow, it means at this area, one maximum snow fall during 50 years is 40psf. Am I right? Thanks.

Does anyone know the exact definition of ground snow load rating? Say, for a 40psf ground snow load area, is it means that a whole year's snow fall accumulation is 40psf, or is means that just one snow fall will reach 40 psf (that will means over 24" snow depth at one snow fall)? Many thanks...

Is that ground snow value means a statistics for a whole year's snow accumulation, not just one snow fall? Thanks.

Need help here Please. I have got a question on Snow load which puzzled me a long time. In ASCE7-05, equation (7-3) gives the density of the snow: Garma=0.13pg+14 but not more than 30pcf according to this equation, one can calculate the equivalent depth of the snow covered on ground by...