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Thank you all for your responses they are very helpful, we are currently communicating with the Geotechnical Engineer to find a solution.

Hello, I am designing the footings for a 6-story building. The issue I am facing is that the soil strength is very low, and the spring constant is 250 kN/m per square meter. The footings for the stair and elevator shafts (which are taking the lateral shear as well) are mat footings but I am...

Thanks WARose, this gives me some perspective. I will look more into it.

Hello, My questions are related to buildings near railway lines in Canada. Are there any specific requirements for building foundations that are in close proximity to railway lines? The building is commercial. From what I have researched, the main issue would be vibrations due to railway...

Thank you KootK, your answer has been really helpful.

Thanks for the answer, that is my opinion as well.

Hello, I have a concern regarding diaphragm design for seismic loads in Canada, I am new to this so please pardon the simplicity of my question: In a multi story building, when I get the seismic story forces, do I use those (Fx) or do I compute the Fpx values for diaphragm design? Also, do I...

@JoshPlum Yes, that is correct. I modeled the building in RisaFloor with a semi-rigid diaphragm and transferred it to Risa 3D for lateral loads. Risa 3D treats semi rigid diaphragm as plates and the internal forces can be acquired from the sigma tool that shows up on the left after the model...

I am trying to find the diaphragm forces (in plf) for a semi rigid diaphragm in Risa 3D, what would be the best way to get those?

Hello, My question is regarding the connection between precast planks and cold formed steel (CFS) load bearing walls. If we have an 8" precast plank sitting on a CFS wall (studs at 16" c/c), also bearing a similar CFS wall on top, on the third floor of a 6-story building, what would be the...

I have seen HSS sections being used as load distribution members for open web steel joists and trusses. In this case, the CFS tracks are bolted together using bolts going through the plank. But there isn't a bearing pad or a load distribution member between the tracks and the plank.

Truth is, I am unable to definitively answer both of these questions, but I would assume (from the limited information that I have) that there is no concrete topping and that the plank is bearing directly on the top track of the wall.

Thanks for the link, it is very helpful.

@MIStructE_IRE: I do not think that would be possible, the client is suggesting to put straps on the outside and screw them to the wall both above and below the slab. @Agent666: Moving or changing the wall would be an issue since this situation is already existing. The wall is 8" wide and about...

Hello, Please refer to the attached sketch, the hollowcore slab is falling slightly short of the actual bearing length and I am looking to fill in the void properly and provide proper bearing and connection for jack and king studs that are taking larger loads. What would be the best way to do...

Thank you all for your valuable input on this issue, it has been resolved.

This might just do the trick since the foundation has already been poured and nelson studs are of no use anymore. Thank you! By the way, you were correct about the size of the structure. It is a 6-story residential building.

Yes, this column will be taking uplift and shear.

I hope this is an acceptable representation of what I am trying to convey.

Hello I am working on a base plate for HSS steel column and facing an issue with the placement of anchor bolts. Apparently the column will be placed on the edge of the foundation wall due to which the base plate can not be extended on that edge and the column cannot be moved. The foundation...