I have worked on quite a few projects in the Miami-Dade area. The architect is pretty much spot on. Every project I've ever done in Miami-Dade has required the component and cladding wind pressures presented in a table with the associated wall and roof diagrams. You don't need to get as fancy as...
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...
I definitely agree that there is no way that a conventional cast in place tee could span that far with just one #5 bar. Thank you TME, any further insight for single tee systems would be awesome. Everything I have ever dealt with has been double tee's.
I think you may be correct HotRod10, I am...
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...
For the time being, I was going to focus on just the beam and column costs to te and get a very rough estimate. I'll check out the mss catalogs in the mean time.
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...
I agreed with reorienting the beams to avoid such a conflict. However, I am kind of forced to leave them where they are at because they are my ridge line beams for a gabled roof. I agree with that there is a lot going on in this little area, which is exactly why I am concerned with there not...
Attached is the stirrup detail I hope will help. http://files.engineering.com/getfile.aspx?folder=eeafa2c3-14a0-4129-8cbc-102c11782703&file=stirrups.bmp
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...
hokie66, we spot checked a few of the bolts and they checked out fine.
You guys should come on down to Florida! Nice weather and no worries about seismic design here! Just wind and the occasional sinkhole!
Sorry to get back so late everyone. We decided to grind off the welds which were added to the shear tabs. Just as a2mfk mentioned, we wanted to limit the eccentricity in the connections. To clarify some of the questions that came out throughout the thread, the beam in question is supposed to be...
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...
Thanks for the quick responses. Unfortunately, I am not able to rotate the columns to allow the tube beam to frame to the column flanges. This is a detailing job, and the structural EOR for the job has specified the beams to frame to column webs. I am trying to help our detailer out with these...
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...
