In an earlier thread (http://www.eng-tips.com/viewthread.cfm?qid=423280) I described a situation where the contractor did not construct a foundation for a metal building in accordance with the drawings that I had provided to him and the owner. The contractor left out a key element that impacts...
I'm looking for some ideas on how to "repair" a new foundation for a metal building. The building is wide with a low eave height so the kickout forces exceed what can be resisted by hairpins so I designed tie-rods that run from footing to footing. The footings are spread footings with about a...
I'm looking at Section 5.3(a) in the SJI Standard Specifications and trying to wrap my head around the bearing requirements of steel joists on masonry walls. It says (in my words) that the joist shall extend not less than 4" over the masonry support and that the steel bearing plate can extend...
I'm reviewing a three plate steel beam that was fabricated with one of the flanges not square to the web. It is a 12" wide flange and when I put a framing square against the web the tip of the flange is off by about 3/8" (3/8" across a 6" distance). If I remember correctly, the AISC tolerance...
An owner has requested the use of TC bolts on a project, but if I use the most economical connections the erector will not be able to get the special wrench (not even the S-80EZA short barrel wrench) to fit on one of the rows of bolts in a connection that has several rows of bolts.
1) Is it ok...
I want to check the top flange of a floor beam for local bending due to the point load from a floor joist. The beam is in the center of a bay so that there are joists attaching to the beam on both sides of the web. The joists are in line with each other so they do not extend across the web but...
I have a project where some of the bolts and nuts in beam-to-column shear connections and moment connections have a lot of rust on them. The steel has primer on it and it looks ok. This project has been under construction for about a year. Is there any information available regarding the...
I am working on an 80' wide by +/- 200' long metal building with a concrete slab. The owner is adding on to the 80' end of the building with an 80' x 150' addition. The existing wall will be removed so that the completed building will be 80' x +/-350' with an open floor plan and no surrounding...
I have always heard that masons or steel erectors should not start on a building for 7 days after the slab is poured. Does anyone know if this is just a rule-of-thumb, or is it in a document somewhere?
I do not typically get involved in sizing metal building footings, but I have a couple of questions after looking through several sets of foundation plans for metal buildings. When sizing a spread footing to resist an uplift load on a column, do you use the 0.6D + W load combination to...
I am reviewing some calcs for a one story building that was designed to either the '88 or '94 UBC. IBC says that for a building with more than one structural system, the value of the Response Modification Coefficient (R) can't be greater than the least value for any system in the same...
I am designing a moment resisting, single story frame that is Seismic Use Group II. In IBC 2000 the ASD basic load combination for seismic is 0.6D + 0.7E (Formula 16-12). If I limit the drift of the frame to 0.015h (H/67) should I use the full effect of E or 0.7E? It doesn't seem to make...
