Is anyone aware of a material over-strength factor for 70 ksi welding rods? Something similar to how ASTM A992 steel has an Ry = 1.1 and Rt = 1.1 that is published in AISC 341 but I can't find anything on welding rods.
I am needing to design a component to withstand the full strength of a...
Just curious what others practice is.. When we design structures using Risa, Enercalc, Tedds, etc., are you all printing out design reports? Up until this point that hasn't been something I have typically done but I am not quite sure what all is required from the legal standpoint. Is having...
I have a public meeting room with spans around 25' in length. This floor is framed out by steel WF beams, bearing on either CMU or Concrete walls.
This public meeting room is also serving as the roof of an ICC-500 storm shelter. There are two floors above this meeting room, which the roof of...
Hello All. I have come across some old concrete joists (1955-ish) called out under an "F&A" system. The only lead I have found for any design material is a design manual by Nitterhouse Concrete Products. Does anyone have a historical copy of this that could be shared with myself? It would be...
I have a project where we are putting a new MRI in an existing hospital on the ground floor. I have done all of the required checks for ferrous materials and our plan is to provide a 12" S.O.G. under the MRI on 4" of dga / csb.
The contractor told us that they can not machine compact any stone...
Hello all. I have ran into a project where we are determining the capacity of a 1960's pedestrian bridge. The bridge is cast-in-place concrete, approximately 58' long, and ties into concrete beams at each support end. See the attachment for the rather odd cross section.
I know that it is...
Our firm is designing an ICC 500 storm shelter (250 mph zone) in the basement of a two story building. The shelter takes up roughly 60% of the building footprint (~100'x100'). Due to the large footprint and lack of floor space from the architect, our plan currently is to anchor in purely...
Hello! I am designing a 60'x40' wooden pole barn with a 16' eave in a high seismic region (SDC D). Seismic loads are controlling my design and the loads are too much for cantilever timber columns alone. We have decided to use "timber braced frames", has anyone had this experience before? We...
