Is it a right assumption to model the k-bracing in a frame as tension only members? I've entered a frame into RISA and specified the k-braces to be tension only members. In the results it shows the members taking compression. Should I model the bracing as compression members?
Unfortunately I have a situation that I need to support brick that needs to be supported by something skewed and sloped (the mason will love my I'm sure). Thus the brick will want to slide off the support in multiple directions. The shall be provided to prevent this sliding? Welded studs or...
Lets think about this a second. Obviously someone has given the city the ok to put people in the superdome. I would find it very odd that they would pile thousands of people into an unsafe structure.
Lets also not forget about all of the redundancy of a building of this caliber. Obviously...
Typically I use F1554 anchor bolts. I have a case where I need to develop the capacity of A325 bolts in a cage of steel. Is it possible to get headed anchor bolts 30" long with a capacity equal to A325's. Thanks for your help.
Lutfi,
I just recently ran into this problem. I got a call during bidding from a fabricator that was not AISC certified. I basically had him send over a resume showing their past work experience. I talked to the engineers that worked on those jobs. It seemed that there was no past problems...
I have a book for metal curtain wall fasteners that I got from the American Architectural Manufacturers Association(AAMA). Check their web site out. I'm sure you could give them a call.
I have some 16'-0" masonry openings. I'm providing wide flange lintels to support the masonry. These lintels also see a wind load. Should these lintels be designed for an unbraced length of 16'-0" for the gravity load?
In my old ACI 318-89 section 10.8.4 it states that a compression member with a larger cross section than required, a reduced effective Ag may be reduced to 1/2 to determine minimum reinforcing. Won't this be the case in every axially loaded column? I guess I don't know if I totally have...
Zo40, All my other framing is steel. Plus I have some wind frames and sort. Not all my columns need to be encase. I thought I would just keep it simple.
Zo40, Well I think the architect wants something a little more durable than a wire mesh with a stucco coating. I guess thats why I pursued encasing them with concrete. I was just wondering how durable the concrete would really be? I was thinking it fairly durable with ties at 12"o.c.
The 10x10's will only see vertical loads. I'm only going to encase the 10x10's. I also have a few wide flanges that I'm going to encase that do see bending.
I have a situation where I have 10x10 tube columns. The architect wants to encase them in a 16x16 concrete to protect them and give them the "parking garage look". I'm not relying on the concrete to provide any structural value. I'm still plan on puting a #4 in each corner and having #3 ties...
I'm designing a 3 story retail building with the first level being parking space. This space is unheated and exposed to the weather. Frost protection is a must. Obviously my spread footings and wall footings will be deep to provide frost protection. What sort of things can be done to protect...
SacreBleu, I don't know if designing that way is a good way to approach this since a vertical control joint is going to be needed somewhere in this wall.
In the past I've always used Dur-o-wall for horizontal reinforcing. Maybe in this situation this isn't enough shear reinforcing. I was thinking that providing bond beams and horizontal reinforcing approx. every other course would be more work than just providing vertical bars.
I did go back...
I have a situation where I have a 42' high 12" masonry wall which is exposed an exterior wind load (stair tower). So I'm treating it as a simple span. I can reinforce it enough to take care of the stress. Will deflection be an issue? How is deflection calculated? Thanks for your help.
