Search results for query: *

I should have known I'd have to buy another book. I found this document online from the Iowa Department of Transportation regarding their aluminum welding qualification procedures. One of the tests involved fillet welding two plates of the same thickness, and it said that if the plate was 1/4"...

Thanks for all your posts. I still haven't really gotten an answer to my original question, though. If I was working with steel, and I had a tube with a quarter inch wall thickness, 3/16" would be my maximum fillet weld size according to AISC. What about aluminum? Could I go up to 1/4"...

desertfox, is that rule for aluminum, or just in general? for example, in the AISC manual, the maximum fillet weld size for steel is the thickness of the material only for materials up to 3/16" thick. for sections 1/4" or thicker, the maximum size is 1/16" less than the thickness. so i guess...

I am using the Aluminum Association's Aluminum Design Manual to design an aluminum frame with extruded tube shapes and welded connections, and I am a little out of my element working with aluminum instead of steel. What is the maximum allowable size of a fillet weld based on the thickness of...

Thanks CFS, I will have to take a look at the 7-05. Meca, the structure I am analyzing is a 7 story concrete office building. I have it modeled in RAM and it has a natural frequency of 0.7 Hz. I am trying to calculate the wind pressure on the penthouse and screen walls on top of the structure.

I might be crazy, but I don't have a section about Structural Damping in my ASCE 7-02. I do have the example you referred to that uses a damping ratio of 0.1. But there is no section in my text that gives any suggestion where that number might have come from.

I am referring to ASCE 7-02, Section 6.5.8.2, Gust Effect Factor for Flexible or Dynamically Sensitive Structures. The equation for the gust effect factor (G) includes the variable R, or resonant response factor. The equation for R includes the variable beta which is a damping ratio. As far...

Thanks StructuralEIT. I agree, just looking for some reassurance. A colleague told me that since the moment magnification factor couldn't be less than one, a negative factor should be taken as one. Obviously that's not right, but I just wanted some clarification. So I guess in this case...

The moment magnification factor for nonsway frames equals Cm/[1-Pu/(0.75Pc)] which is equation 10-9 in ACI 318-02. As the column gets longer, the critical load Pc gets smaller, and the factor approaches infinity as 0.75Pc approaches Pu. My question is, what happens if Pu > 0.75Pc? This...