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...
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...
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...
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...
I am looking for some guidance on the minimum snow loads required on fabric structures. My question really relates to the Cs (roof slope factor) and I am more concerned about the National Building Code of Canada although I welcome any commentary from other code users.
I know both NBCC and ASCE...
In the Canadian steel code S16-09 Clause 4.2.2 (c) states that the design criteria for snow, wind, seismic and special loads shall be given in the design documents.
Is it sufficient to just include a note on the drawing stating that the design was carried out in accordance with the National...
I have come across two different methods that give very different results when calculating anchor rod bending from shear forces at the base of a column:
Some texts suggest to use a lever arm equal to the thickness of the grout when computing the bending moment in the rod.
However, recently I...
When welding a WT stiffener to the bottom of a W beam you get two different elastic section modulus: one for the top flange and one for the very bottom flange.
I am trying to stiffen a simply supported W beam with a yield strength of 240MPa with a WT with a yield strength of 350MPa.
Is it too...
I have a multi-storey concrete building with an essentially square column grid that has band slabs along the column lines in one direction only (i.e. spanning North-South).
I am wondering how stiff do the band slabs have to be in order to consider this slab as a "one-way" slab?
I know one of...
When analyzing typical OWSJ, is it wrong to assume pinned-pinned end condition as opposed to pin-roller end condition?
OWSJ are designed based on pin-roller end conditions whereby the compression in the top chord equals the tension in the bottom chord. However, in reality when the joist shoes...
I was wondering how other engineers handle selecting beam sizes for residential contractors.
I recently sized a beam for a residential renovation and ever since I have been critical about how other engineers tackle this problem. In my case I picked a beam and became suspicious about how the...
