Recent content by amecENG

There are SLS load combinations in the NBCC 2015 Commentary A Clause 27 and 28. For differential settlement of foundations, for example, the load combination is given as: Dead + 0.5Live + 0.2Snow

No its not post-tensioned. That's why I do have a problem....

I am working on a project with a concrete transfer slab that is supporting the load bearing walls of a conventional wood framed five storey building. It is a residential building with gypsum walls, hardwood floors, ceramic tiles, etc. I am trying to get some advice on the deflection criteria...

Thanks asixth, I think that is a valid assumption

I am double checking what the standard practice is for determining the unsupported length of a concrete column on the first storey of a building (without getting in to anything like horizontal soil springs, etc) . I have a situation where my footing was lowered about 9' below the slab on grade...

Can you just increase the size of the lower column? Say add 6-8" all around. It may even be against code to rely on dowels to transfer shear force in a suspended slab. You have no redundancy you are just relying on what would normally be integrity reinforcement.

I guess the snow can blow into the hatched portion and then blow onto the lower extension and hence use the characteristic length of the full roof. That's possible I suppose.

My point was that I don't understand how the rest of the size of the roof contributes to the snow shedding on the lower roof when it is 9m away. The code is not very clear on a situation like this. It just says you take the characteristic length of the upper roof. What if the offset was 20m or...

Please see the attached sketch. This is in refernce to NBCC but it is probably similar to ASCE: When calculating the snow drift on a lower extension should we use the characteristic length of the hatched portion of the upper roof or the entire upper roof? Please notice that the section of the...

If I use HSS struts between the joists I guess I don't need to use the bond beam to transfer the wall load between the joists.

Thanks for your responses. In Option 1: a) Would you specify the bond beam to be allowed to cure for 7 days before constructing the rest of the wall? b) Would you provide the vertical dead load reaction on the open web steel joist shoe for the owsj designer? c) Is it a good idea to let the...

I would like to get some opinions on the preferred method of detailing a concrete block wall supported on a steel edge beam with open web steel joists framing perpendicular to the beam. In this scenario the block wall is just intended to be an infill non-load bearing wall one storey tall. I...

The 3.5 or 4 are just a rule of thumb that is derived from empirical data. In general it has been found that at this aspect ratio the edge effects are minimal. You can try it yourself with a FEM model and vary the lenght and height of the wall. Of course, as others have said it is a rule of...

If you are looking for a design force to apply to a FEM model you could use the crushing strength of ice (~3MPa to 5MPa). The expansion force of the ice cannot be greater than is compressive strength or it will just crush itself.

The Canadian Code (Clause 10.12.3) gives some interesting formulae for this condition: The resistance of the column in the joint region shall be based on an effective concrete compressive strength f'ce equal to: (a) for interior columns: f'ce = 1.05f'cs + 0.25f'cc <= f'cc (b) for edge columns...