We tend to model raft footings using 2-way slab analysis software w/ an assigned modulus of subgrade reaction. Make sure your soil springs are compression only.
No worries on this front at all, I read enough of your posts in my earlier career to know where you're coming from.
I realized that I misrepresented our own detail. Those exact bars that you commented on are only indicated to be as wiggly as they are to illustrate the condition where a standard...
Okay - I can buy into that.
Totally - agreed, I wanted to answer the question about whether it's acceptable to assume flexural behavior through the joint and wanted to emphasize that technically no, this is a D-Region, however via some simplified assumptions you can just assume a similar...
Typically, the vertical leg will be sized to match the top bars (note that if this is for a beam seeing shear in-and-out of the page that you should be providing additional stirrups for this moment transfer mechanism in order to not over-utilize the stirrups designed for beam shear).
It does...
If you don't want the moment to be continuous across the beam, you can add a slab line release at the beam face (I assume you're using an FEA software similar to CSI's SAFE).
In this situation you'd typically provide nominal top bars with standard hooks to reduce cracking at the top of the beam...
Hey Callaway - definitely good to think about moments in both directions, especially at corners!
We use a software, used to be called "DECON" by Jordahl to do the heavy lifting for us. It's a software from a studrail manufacturer to help you design headed stud reinforcement around columns but...
1. Can you weld the HSS hangers to underside of existing beams?
2. This looks totally fine to me! Edit: It looks like you don't have the gusset plate connected to top of the beams - I would connect those directly so that you're not engaging the bottom of the HSS hanger in moment.
3. I would...
We do carry that detail as well. Actually, my interpretation of Cl. 7.7.3 is that these ties are basically required according to the standard for any end column condition.
Fantastic, this tracks with a discussion I was having with a clever colleague later on in the day. I agree that the axial load from above fundamentally changes the strut-and-tie model in question, and agree that we should be careful to lap a hooked bar into the beam at the top of roof columns...
I was having a fun discussion with a junior designer today and came away with a few questions about how beam/column connections are typically detailed.
If we model the standard hook connection at a beam/column as a strut-and-tie, in many cases the standard hook would not be developed within the...
