As some of you may know, there is an immense difference between the costs of rebound/Schmidt hammers claiming to be 'original' or 'official' (such as those branded as Proseq) and those sold under more generic brand names.
Does our collective group have any experience using either/both types...
So I'm tasked with assessing if a crew of workers can enter a building safely. It's an old industrial PEMB type building (moment frames in one direction, bracing in the other, wind resisting gable ends) and in pretty bad shape, but has stood in place in its current state for probably 25 years...
Hi all,
I have a client that is specifying for a design that we use a value of '24 hr mean annual rainfall.'
This is a value being used in conjunction with a catastrophic event, and is intended to be less intensive than a typical 'extreme' type of rainfall.
However, any dataset (IDF curves...
Does anyone have a reference (preferably Canadian, but I'm not picky) as to a typical reduction in seismic return period for amusement type structures (think water slides, roller coasters, go-kart tracks, etc).
Canadian Code requirement of 1/2475 yrs, as required for [i]buildings[i] seems pretty...
A client is asking me if they can safely insulate an unlined steel stack and associated helical wind strakes.
A look at STS-1 indicates fairly strict sizing requirements for strake length, and if they add the insulation, this will decrease the projection of the strakes form the side of the...
I'm trying to find a reference (Canadian) to reduce stair (and landing) width for industrial access structures to less than the 900mm commonly found in the building code.
Can anybody point me to something that I can hang my hat on?
Hi all,
I'm tasked with designing a CFS stud structure with minor lateral loads without utilizing combustible materials.
Usually I'd screw a plywood floor and wall sheathing onto the framing and be done with it. However, the requirement for non-combustible materials is bringing up the topic of...
I have a condition where a set of trellis joists is being supported from the underside of a beam via heavy duty 1/4" wood screws. Therefore, the joists are being supported exclusively by tension/withdrawal/head pull-through of the screws.
The contractor forgot to install the necessary plate...
Hi all,
I've got a project where a client wants to install a very old transformer (that they got a GREAT deal on I'm sure) and I am in charge of the foundation/oil containment/oil water separation design.
Typically I would design a gravity OWS past the outflow to handle the design flowrate and...
In Staad (and I may be mistaken about this) a full length beam, say L=3m should be identical to a beam with a node placed, say at the midpoint (such that L=1.5+1.5m), provided that at that node there are no releases in shear, moment or torsion.
However, I've noticed that mode shapes seem to...
The rating agency appears to be Interior Lumber Manufacturer's Association (British Columbia).
I'm more curious what the '24 S' means.
Thanks very much in advance.
https://files.engineering.com/getfile.aspx?folder=06f4524d-47f3-4e55-8791-677007dbc11b&file=top_chord_stamp.jpg
My first instinct is that the tubing should be placed below the WWM to reduce potential for cracking on top of the exposed slab on grade.
I've heard some say that this is crazy and that it always goes on top of the WWM.
Am I wrong? And if so, what can be done to mitigate cracking?
Hi all,
As the title says, I'm analyzing a steel box section for flexural capacity. For sake of argument lets say the section is 20" deep with continuous plates top and bottom, and vertical 'webs' every 24". (It is actually a little more complicated than that, but this is really just for...
I'm analyzing an existing wood truss that I'm certain is meant to span from the back to the front of the house continuously. My issue is that no matter how tight I get on my loading, the top chords fail by about 20% in compression + bending.
I can just BARELY make it work if I consider the...
I'm trying to decide the appropriate live load component of seismic mass for an aggregate storage bin.
The design is in Canada and the 25% allowance for LL provided in NBC seems like it could be too light. Can anyone point me towards a standard that might address this or a similar design case...
I'm debating if it's even possible to seismically restrain something to a building roof without anchoring it to the roof structure (and penetrating the waterproofing, thereby angering some of my team members).
It's tail chasing to add weight and rely on friction, as my lateral % of mass is...
Hi Folks,
I'm looking for something like the Simpson CPTZ concealed post base, but that has a bit more shear capacity, short of designing a custom plate.
Does anybody know of any manufacturers in North America that supply these sorts of products?
Hi all,
I'm designing a blocked shear wall with studs (well, posts) at 4' o.c. I see that section 8 of the wood design manual indicates that the maximum stud spacing for unblocked shearwalls is 600mm. Does anyone know where I can find a maximum stud (in my case, post) spacing for blocked...
