Hi All,
I'm looking for some guidance. I've been asked by the building department locally to do an analysis of an existing building for energy efficiency.
Essentially, the walls are missing an effective R value of R3 and we are proposing to add insulation to the roof to maintain the overall...
Hi,
I have a project where I had a small spread footing for a mezzanine. During scanning/reviewing the existing conditions, we found a PVC storm pipe 3' below (its around 12" in diameter). I was just wondering the best practices on handling this from a design standpoint that isn't going to...
Hi All,
I am doing a repair for a roof and the span is quite long for a stick framed roof (42' w/ rafters at 16"o/c). I used the method of joints to determine I need ceiling joists to resist 14.42KN ~3.3kips.
Is there a better way of connecting them then using 30 some nails such as an off the...
Please remember that we are in northern canada, our snow loads are 40 psf. This is for an existing structure. 30 nails doesn't sound right, which is the reason for the comparison to the code.
We are having some debates at the office regarding the roof rafter and ceiling joist nailing and would like some outside advise.
Essentially, we have a 35' wide house framed to a 1:3 pitch. When calculating the tension reactions through the ceiling joists/ties to prevent wall thrust, we are...
See attached from another post I seen on neg-tips. However, even on that thread they didn't solve this definitely. https://files.engineering.com/getfile.aspx?folder=086ef9bb-a98b-4aae-9acb-ecfe2c65919c&file=image003.png
This is a 5"SOG, the failure is based on e<l/6 and exceeding allowable stress at peak demand. I've also seen L-shaped footings where eccentricity was ignore pending that the stirrup legs into the slab could resist the moment.
We've been having discussions at the office and we're looking to solve this once and for all. We have a residential footing here in Canada for a house that will see roughly a line load of 30KN/m2 the soil is around 100KPa. Based on this design, one engineers believes that we still need to...
I have a project where the contractor chipped out the concrete around the rebar of a lintel (door way for a bathroom). They realized it wasn't in the right spot and repoured the lintel on top of the existing rebar. The architect wants an engineer to review what happened and provide assistance on...
I got a geotech. report with a factored ULS of 2ksf and a geotech. resistance factor of 0.5 .
For my model, I would be using the ultimate allowable as 4ksf with a factor of safety of 2 based on ASD correct?
Yes, you will need to consider the additional eccentricity and weld capacity reduction. I'm not sure where you are in terms of relevant codes. It would be easier to provide guidance if you had a sketch.
