Mike, wish I could run from this project, but it is too late for that now.
ztengguy, This was originally a design/build project, so when the contractor got fired, so did his "design" team. Both may be wearing matching pin-stripe suits in the near future.....
crackerjack47, I agree that we...
Let's just say the building inspector could have done a better job.....
hokie66, I have never designed an unreinforced footing for something of this scale, although, per code, I guess it is acceptable. I checked the requirement for top steel based on the plain concrete section, and it works...
The lack of quality in the as-built foundation is like nothing I have seen before. Even if we were to dismantle one footing, I don't think I would be able to assume that all the other footings are the same. Horizontal thrust is going to require the installation of tie rods and there is enough...
Thank you all. The problem I have is verification. The quality of the remainder of the foundation is questionable as well. Destructive testing would only verify one location or perhaps a couple, I am not sure I would feel comfortable assuming the remainder of the footings are acceptable based...
Good day all,
I am working on a project involving a pre-engineered steel building and an existing foundation. The concrete footings/foundation is in place and the steel frames are erected. I was called in by the owner to review the design and construction after some issues were noted during...
For the application I am using, the slate shingles are just like roof shingles, except vertically applied. For the application you describe I think the L/600 would be more appropriate.
My analogy was that slate shingles are like snake skin. Although each piece is rigid, each shingle is allowed to move independently of the other. This would not be the case for masonry.
Thank you all. At first I also thought that the L/600 criteria was appropriate, however the more I thought about this I came up with the same reasoning as ishvaag and hokie.
I am working on the design of cold formed metal framing (light gauge) exterior wall studs supporting a slate shingle finsish. I have spoken with people at the slate company as well as the National Slate Association requesting guidance on the allowable deflection criteria. Neither had any...
Apparently the original post was not quite clear enough. It is an elevated concerete slab supported on CMU/CIP concrete walls. Reinforcing is top and bottom in each direction.
As Dik mentions I was hoping to use a lot of extra reinforcing to minimize/eliminate control joints, but figured...
I am working on an elevated concrete tunnel, for which the floor must meet "superflat" requirements. The tunnel width is 20' and is 250' long. The floor is a cast in place concrete, one-way slab with reinforcing in two mats (each direction) top and bottom. Is it at all realistic to try to cast...
A colleague of mine and I have different views on support of steel beams on timber, and I was hoping for some additional insight. I was always taught that steel beams should never be supported on timber. My colleague disagrees and says he does this all the time in residential projects. I...
I recently investigaged a fire damaged condominium unit. The exterior of the building is a clay brick veneer, and a steel angle lintel over a window opening was slightly bowed inward towards the location of the fire (1/2" +/-). Does this lintel need to be replaced?
The lift is a "lull" type lift (four tires, driveable), so the loads we are dealing with are concentrated, not distributed. The floor is designed for 100 psf for assembly areas. Joists are 20K3 (good for about 330 plf total load). The only loads at this point would be a construction live...
Would you consider this example problem appropriate for form deck (example is based on composite deck)? Values used in this example are not provided for form deck.
I was considering using steel plate over the slab to span between the joists. However this is still a significant load potentially applied between joist panel points. My other concerns are crushing of the deck at the bearings, and cracking of the slab. I have not been able to find web...
I have a mezzanine floor framed with open web steel bar joists 2'-0" o.c., 9/16" 26 gage steel form deck, 4" total depth slab with 6x6-W2.1xW2.1 WWF. The contractor would like to put a 14,000 pneumatic tire lift on the slab. Actually, they put the lift on the slab without asking and then were...
Ideally, I would like to add plywood to every floor, but of course cost is an issue. Just trying to determine the most cost effective, code compliant and safe design.
If the only sheathing were horizontal planks, the answer would be easy (NDS allowable shear = 100 plf) due to the very...
Thanks. Unfortunately 2306.3.4 only references diagonally sheathed diaphragms.
Don, under the alternative methods section, 104.11, it would appear that the "alternative method" is based on the building officials opinion. So I guess, depending on the building official this may or may not be...
My intent was to avoid the costly slip connectors and eliminate the expansion joints at each floor as you mentioned. The further I have looked into this, the more it seems to be a fruitless effort.
