In CA ASCE 7-16 is still the reference standard until 2026. Do any of you look up the 7-22 seismic numbers and compare to the 7-16 to see the difference? I have a site where the 7-22 Sds is 25% higher than the 7-16 Sds. We're not obligated to use the higher number but I'm thinking I should let...
Hilti has (or had) a great design tool for designing anchorage.
They now have an online cloud-based tool, but they want to charge a fee.... $360/yr for a small office. I'm not sure if they're going to keep updating their free desktop version or not...
I have a wood framed elevator tower that is 3 stories tall and is only connected to a floor diaphragm on 1 of the 4 sides.
The tower walls are taking load from the floor it is connected to.
I have provided beams at each level in the 3 walls not connected to the floor so that the studs aren't...
I have been tasked with providing a finite element analysis of a bolted connection in a moment frame for a building.
The connection is comprised of a steel beam welded to the face of an 8"sq x 24" long steel tube. A 6"sq steel column is then fed through the 8" tube and there are (2) bolts...
We provided the structural engineering on a new winery and the construction has just been completed.
Turns out the owner is now looking to go after the people they bought the land from because the site is in a high seismic region which resulted in higher construction cost. The Sds for the...
I have a building that will be in the floodplain.... FF will be 8' below flood elevation!!
While we are dealing with 8' of water pressure on the walls we are also dealing with a large bouyancy pressure... or are we?
The geotechnical engineer came up with a theory that if we compact the soil...
We have a project where we are dealing with an older, 1980's or so, manufactured metal building.
The developer wants to add a cupola down the ridge and we also need to qualify it for current Code loading and flood loading.
Does anyone have a reference manual as to how to analyze and modify...
I have a 180x80 building with a 40x40 section at one end. I therefore have a reentrant corner irregularity. The diaphragm is idealized as rigid, concrete over metal deck.
Per ASCE 12.3.3.4 I have to increase my diaphragm loads by 25%. My question is whether I have to increase the loads to...
I had to go all the way through a footing with a retrofit holdown AB. I couldn't get an epoxy solution to work. Thankfully is it right near the edge and it has easy access.
I need to coat the AB and washer under the footing for corrosion protection. I asked that they coat exposed parts with...
Is there such a bolt as a stainless steel (SS) slip critical (SC) bolt?
I have a large piece of equipment going into a pharamceutical facility. The SS equipment is fastened to an SS angle that is bolted to the floor. The angle has slotted holes on the vertical leg for the equipment to bolt...
