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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 elocone nuts: https://www.canam.com/en/product/elocone-nuts/ They aren't cheap, but a great solution for short projection on anchor rods.

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...

kilogram x feet is going to keep me awake tonight. Thanks, human909.

The stiffness of the beam is another consideration. The support reactions will depend on both the spring stiffness and the bending stiffness of the beam. As the beam gets stiffer, the spring stiffness would need to increase to remain as effective.

I knew the kgf force comment was coming. That is reserved for the truly insane. But even then at least the two units aren't easily mistaken for each other.

lbf and lbm? I'm standing on my metric pedestal right now and casting judgement.

I'm a semi-regular user of Idea Statica. My first suggestion is to review some of their verification documentation. They have a lot of worked examples comparing their results to traditional hand calcs. Major thing to look for is how they have defined the eccentricities of the various members...

This is bang on (coming from the perspective of a bridge fabricator). Using a truss for a typical pedestrian bridge is an aesthetic choice, not structural. Consider the labor in cutting/fitting all the HSS vs using a rolled girder section or even building up a girder out of plate. You're paying...

Your logic is correct. To calculate this, the trick is to think about how these two channels will deflect. The fasteners are going to force equal deflection. You can setup your deflection equations for each channel based on the proportion of the load they are taking (call that P1 and P2, with P1...

I don't disagree with human909 or Eng16080. But to answer your question specifically, the shear flow is zero. Your y value is zero. You're looking at this wrong, the Q value isn't based on the portion of the smaller channel above the fastener, you look at how the entire section is combined with...

Brad805 gave the answer you need. I practice in Canada, so this work would be governed by W59-18. A properly executed weld requires visual inspection by the welder. How'd they do that without cleaning the weld? You can't judge the quality of the weld with the slag there. I don't know where you...