Good morning everyone,
Currently working on a concrete structure. Mostly CIP beams and columns, with shear walls as my lateral system. I am currently calling for 6000 psi concrete for the shear walls. Due to building and architectural constraints, I am limited in the width of my concrete beams...
Good afternoon anyone,
I am working on a design build project where the contractor is pushing to use precast wall panels. There is an area of the building where the panels would extend beyond the enclosed area of the structure, and I have no where to brace the top of the walls. This portion of...
Good morning community,
I was hoping to throw this out there and see if I could get any insight from some of the more experienced precast engineers. I currently was dragged into a renovation project where the original EOR left, forcing me to take over. The existing building was built in the...
Good morning everyone,
I am currently working on an ETABs model, and when transferring over to SAFE, the reactions for each load case have minor inconsistencies. Most roughly in the 4 to 6 kip range. This occurs for every load case (DEAD LOAD, SUPER IMPOSED DL, LL, WIND, ETC.). Does any one...
I've been tasked with trying to come up with an optimal span cost analysis for an owner. Typically, the architects have governed the locations of columns and beam spans, but I actually have freedom in choosing this go round. Of course, cost is the main concern. I know the larger my spans, the...
Good morning everyone,
Hoping to get some insight on an issue that I am having on a project. I have a scenario where I have two wide flange beams framing to the same 4000 PSI 8" concrete beam, back to back (see attached detail). The loads carried by the beams and embeds is controlled by my wind...
I am involved in a project that is currently in the construction phase. While out in the field and inspecting some of the moment connection welds, we noticed several instances where several of the shear tabs were welded off to the beams. These beams are cantilevered and moment connected. When...
I was asked to come up with a utility platform (similiar to the one I just uploaded) for a building with a gable roof. The pitch is 4"/12". I've been told that for all roofs with this type of pitch some sort of platform is required for safety. I suppose that way if anyone has to perform any work...
Good morning all,
I am working on a connection design for a tube beam framing to the web of a wide flange column. The connection is to be designed to take shear, moment, axial, AND torsion. AISC does an excellent job detailing moment connections for wide flange beams framing to tube columns...
