Hmm thanks for the insight so far. Yes, this system would have a purlin and standing seam roof system. I could see how the addition of blocking between purlin connections at the beams would help justify load transfer.
I have a project where every structural bay will be a lateral frame going in both orthogonal directions due to member size constraints. It's an array of columns and beams in a typical frame pattern, 1 story. I am trying to justify not having a diaphragm element e.g. metal deck as well as no rod...
I have a project where a room needs to be electrically isolated / grounded from the surrounding building. Physical separation is a must, but not enough per the client. I've done research and came across equipotential concrete floor slab as an option. It utilizes layers of insulation and steel...
@Nitesh, I belive BA is saying turn the plate 90 degree to what you have sketched, then you'll create a knife plate conneciton condition for each round HSS tube and it becomes a simpler connection, but not as pretty
...and this thread is exactly why thoughtful hiring considerations are required. I'd never want to work under OP or those with that thought process. It's limiting and destructive. In fact, I go out of my way to look into potential employers diversity. Given my my alma maters most recent...
1) Similar to the emerging trend of BIM-only deliverables (ie no 2D drawings), do you think we'll reach the stage where all of our calcs will be sat within an analysis model file rather than printing out 100s of pages of output? In my opinion it's much easier to whiz around an analysis model to...
Does ASCE table 12.12-1 allowable story drift apply to the gravity columns as well as lateral frame columns in a building? A always took that table to only apply to lateral frame columns and gravity columns could drift more based on actual diaphragm deflection (e.g. flexible diaphragm).
Edited...
Are these anchors seeing tension load or only in place to set gravity columns. If no tension, I always spec bend back. If tension, cut/weld or coupler is my go to
I was having a discussion with a coworker about the load requirement for seismic ties and we came to a disagreement. Wanted to see if anyone here could shine some light on their interpretation.
IBC section 1809.13 states effectively:
Where a structure is assigned to Seismic Design Category D...
Why not look at the loading of the item you are proposing to place on the slab? If the total load plus the dead load of the skid is less than vehicle traffic load i.e. AASHTO you'll probably be fine. Pavement design is a bit different than slab design as pavement are typically design as floating...
Typically for flat slabs, I'll dictate temp steel #4 at 16" c/c or similar and add in steel where needed at intervals that are evenly spaced within the inital temp steel spacing.
Ex:
temp/shrinkage steel - #4 @ 16" c/c
supplementary steel - #5 @ 16" c/c (centered within the temp steel)
I...
Thanks everyone for the feedback. Makes sense not to intrude on their means and methods. One less item on my plate.
@kootk on other similar jobs I've used channel reinforcement and other methods to strengthen the column. On this particular job, the weight of the sub level is substantial and...
I have 1-story structure where I am adding a sub-level below the roof. In order to support the increased load at this level, I am cutting existing columns mid span and adding beefier columns below to support the sub-level and new foundations. The existing columns will rest on transfer base...
Thanks for the feedback from all. I've called the attorney general's office but haven't been able to get through to department for this answer. I'm thinking it's a scam as well that either employee had the email hacked or the employee themselves is doing something illegal. Twentytwo, I plan to...
