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've been looking into studying for the test as well and had a similar question. I took the PE a few years ago and still have access to the review course videos. Do the SE specific courses add a lot of additional info or would I be better off saving my money, rewatching the PE course, and then...
What is the size and material of the plate? Is it safe to assume that this plate and fan system are occurring in the interior of a building or is the plate located at the exterior face of the building?
I would analyze the rafters as a continuous member with a middle support at the brace location. Then just design the fasteners as a simple shear connection for the reaction.
The studs are load bearing wall studs at the lowest floor of a 5 story building. They are 600S250-97 studs in the interior of the building and the demand for the majority of the interior walls is at 85% stress but there are 2 walls that are at 101%
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...
To answer the question I can right now:
1) This is the 1st time I've considered temperature during construction as an effect on the deflection of a slab so there is a good chance the load steps I used were inaccurate to account for the difference between 2.6" and 0.8". I agree that there...
I apologize for not responding, been on vacation for the past week and return tomorrow. I'll try and find some time to go through the comments and address them
The columns were detailed to not hook into the slab but similar to what rapt said, after modifying the fixity the deflections only slightly changed. In the transverse spans are 23',7',23' all supported on columns. GC Hopi is correct, it was 125DL/20LL.
In regards to the thermal loading I've...
Thank you all for the suggests. I'll be running through the recommended back checks and calculations throughout the day and will let you know the results. For now just wanted to provide some of the additional info that wasn't included in the original post.
The construction loading is 125/20
The...
I think just raising the 2x6 header to be top flush with the 2x10 beam and using a top flange hanger would be the easier than trying to notch the 2x10 beam or adding additional members. Increasing the 2x6 header size to 2x10 or 2x12 as dold mentioned would also be an option if you wanted to use...
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...
Wouldn't there be still be moment in the slab at the column location that would increase the punching shear stress regardless of the fixity of the column?
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
That could be an option but on several past projects the G.C. and concrete sub aren't coordinated and forget to install the steel plates prior to pouring which just brings the problem back around in an RFI
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...
