I'm not having luck attaching a pdf sketch. The rack structure is a series of "U' shaped frames with the horizontal part of the "U" sitting on the floor and the vertical elements of the "U" spaced at about 5 feet apart. The verticals are 15 feet tall. Thus, the pipes being stored are stacked...
I've got an analysis task to evaluate a pipe storage system at a tube mill. The basic rack geometry is two vertical posts extending up from a horizontal wideflange beam at the base. Think of "U" shaped frames spaced regularly with steel pipes stacked directly on top of one another within these...
Thanks for the reply DBDavis...the design is out and construction should begin in a month or so. FYI, I ended up requiring paint removal and included shear studs even though AISC says beam alone will act composite as long as enough cover...also have longitudinal reinforcing as well as stirrups...
I am about to begin a project on which the owner wants to encase existing steel W shape roof beams in concrete. Does anybody know a good reference for this type of member. I have a copy of AISC design guide 6 but is seems to be discuss only composite column design. I have not done any...
thanks for all your input...one last thought. i have been asking about uplift and overturning for cases where the 0.6D+W controls. What about a case such as a pre-engineered metal building where worst case overturning moment on a footing could be from horizontal thrust due to gravity loads on...
Thanks seattlemike,
I'm assuming then that the same idea for resistance to uplift would apply.....whatever my uplift reaction from load case 0.6D+W must be less than 60% of foundation and overburden weight. Would you agree?
So....if i'm checking a spread footing under a column for overturning for the load case 0.6D+W (IBC 2000), do i take 60% of my foundation and overburden weight in figuring the resisting moment?
So.....when I'm designing a spread footing under a column and checking for overturning, do I need to assume that only 60% of the weight of footing concrete and overburden soil is available to resist the overturning moment? The load case I'm checking is 0.6D+W per IBC 2000.
I've got a project that is an addition to a recreation center. Part of the project is the addition of an elevated track for walking and jogging. I've got questions about the appropriate live load to use. My instinct says to use 100psf. ASCE 7-98 lists 60psf for walkways (other than exitways...
I am investigating the possibilities of designing / detailing a new opening in an existing 12" CMU wall. The wall is load bearing and the dimensions of the new opening would be approx. 8ft. square. My question is does anybody know of good procedures and/or details for accomplishing this work...
