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-preformed load bearing pads
-structural slide bearings
-structural thermal break material
-vibration isolation material
Looking for a yearly periodical that is utilized by estimators for gathering this information.
Why have I always used 1 ½” instead of the AISC recommended 1 ¼” ?
Embarrassingly enough I will have to say “because this is what I was always taught to use.” But that don’t make it right. "I hear a song in here somewhere…"
I have a client who, I know, will scrutinize my upcoming design to the Nth degree. If they see 1 ½” edge distances I will be asked why. What rational, engineering reason would I have to use 1 ½” edge distances instead of 1 ¼”? Other than it’s easier to read on a tape measure. These are distances I will be showing on cap plate details, connection plate details, clip angle details, etc. Btw, all of this steel will be galvanized. This structure is comprised of a few monorails that will be extensions of existing monorails and will be connected (hung) from some existing roof framing steel, (roof steel is circa 1967 ). Thank you for all your help on this.]]>
I work in gas turbine dept.
we all know Gas turbine is basically anchored to the foundation and in my case, at the ground floor.
Now, to design the GT so that it does not dislocate bcoz of earthquake, if i am not wrong, I should actually design the supports.
I would like to know in which category the below case falls.
case: GT bolted to foundation at ground floor - need to be seismically designed for dislocation only… i am not worried abt the structural integrity of GT.
As per code books:
Non Building structures similar to buildings
Non Building structures not similar to buildings
Non Structural components.
Again, I am stressing at the point that i would like design the mentioned case only for disclocation, not for structural..
I will be grateful if detail explanation with reasoning given
Can anyone provide me with some guidance as it relates to the design of a bolted flange plate column splice. Its for a SMF system and my thinking is that since AISC 341 9.9 requests the splice to have a required flexural strength = RyFyZx then this calculated moment should be transformed into a tensile/compressove force = RyFyZx/D where D is the depth of the column.This force can then be checked against the tensile yield and tensile rupture strengths of the plate (apart from all the other checks to be made.
The splice is for a W14×233 column and belive that this is the reason that I am getting some rather large plate and bolt sizes.So far its 10 inch and a half A490 bolts per column end and 2 inch plates, both sides of flange.Im also guessing that CJP welds may probably be more economical here. Any guidance appreciated]]>