I'm working on a 3 story steel framed project and received a geotech report indicating site class E which is now bringing the seismic design category up to C. Most of the projects I've worked on are typically low seismic and I haven't had to design a building past SDC B. I've read through ASCE...
I have a condition where a gauge metal studs were fabricated with noncircular knockouts that have 9" of material at the end of the studs. In AISI S100-16 1.1.1 it indicates provisions for the modification of effective width of studs with knockouts but is only applicable when the end distance is...
I have an unusual issue on a project where there is a concrete slab that is deflecting 2.5" in the worst location only under construction loading. The two-way slab was designed using RAM concept and from the results, there should only be 0.6" of deflection occurring under construction. The area...
I was looking at the CRSI pile cap design guide and in the design examples it looks like it isn't accounting for the unbalanced moment for corner piles in it's punching shear check. Does anyone know why this is?
Thanks
I've been working on several wood podium buildings that ends up needing steel columns due to the loads. If it's a 1 story column, I can meet the OSHA requirements allowing me to use (2) bolts and easily hide the base plate within the stud wall. Now I need a (2) story column and it's exceeds the...
The majority of the projects I have been working on are low rise wood buildings which usually fall within the criteria for the Envelope Procedure, Part 2: Enclosed Simple Diaphragm Low-Rise Buildings (ASCE 7-16 28.4). The problem I've been seeing is there is no provisions regarding the wind...
