Hi dik, there is no maximum bolt spacing in S16. Just minimum spacing and min/max edge distance. See section 22.3.
If you're looking for a Canadian reference that does specify a maximum bolt spacing, take a look at S6-19 10.18.4.5 through 10.18.4.7. This covers maximum bolt spacing to prevent...
I'm a semi-regular user of IDEA Statica. I don't think this would be overly difficult to model. I don't think an FEA model would tell you anything you don't already know about this connection.
This connection detail sucks. Pure speculation here, but it seems to me this is a "pre-designed"...
Potential design issues aside, were the bolts properly pre-tensioned as they should be for this type of joint? It doesn't look like they were. I can see a gap between the plates at the bolt line. For that gap to develop at a pre-tensioned bolt there should have to be severe strain on the bolt...
Can you put the column on the ledge and infill below with some concrete? Easy formwork and not a lot of concrete; size the dowels to get the 3.8k back into the wall. You get easy column install, EOR gets nice continuous load path. Everyone is happy.
good info and discussion by jjl317 and others.
I wouldn't flip the beam. There is a nailing strip on the top of these beams for fastening down the plywood. If you flip the beam you won't have anything to secure the plywood to.
that is a pony truss (might go by other names in other places). The top chord is braced laterally by the web members. It requires a stiff connection between the web and bottom chord/floor beam. The effectiveness of the bracing is impacted by the stiffness of the webs, floor beams, and the...
One instance I can think of is for seismic bracing per the requirements of CSA S16-19 clause 27.1.6. Haven't read that in depth in a while, and reading it again now the requirements aren't completely clear. Pre-tensioned high strength bolts are required, but the connection doesn't have to be...
The difference is in the surface prep. You can have fully tensioned bolts and still not have a true slip critical connection if you don't have proper surface finish. For bridge construction (in my area anyway) we'd use a class B primer, but if for a building, a beam as described by OP would only...
Another contractor perspective (steel fabricator):
The quality of design drawings are declining in my area, leaving many areas of uncertainty. Schedules are getting more compressed, leaving less time for RFI's. We often rely on shop drawing review to clarify design questions that weren't...
XR250, some possible issues I see:
getting the post in the sleeve is a pain. the inside dims on an HSS never work out nicely for sleeving. You have a slight gap with your 8x8 (assuming 7.25" square) on the inside clearance, except at the corners where the timber fouls the steel. You'll need to...
this is great for some light reading on a Friday night: https://www.aisc.org/globalassets/nsba/technical-documents/a-fatigure-primer-for-structural-engineers.pdf
looks like poor planning and poor execution to me. Looks how far off the beams web stiffeners are from the column flanges. Something was either measured wrong, fabricated wrong, or erected incorrectly.
If understand correctly, I like JedClampett's idea of adding new web material. Jed, is this...
Once the beams start to deflect together they will share the load in proportion to their bending stiffness. You need to have a reasonable estimate on the bending stiffness of the existing beam to do this properly. Might be further complicated by the fact that the steel beam is simply supported...
Thoughts/questions from the perspective of a fabricator:
As noted above, 65' isn't that long. If breaking it into two pieces still isn't sufficiently short then surely there are more delivery problems with this project. Is this a length issue or a weight issue? Must be a weight issue.
How heavy...
