You should be able to convert the velocity to a pressure using Bernoulli’s equation. I have, in the past, used the density of air as 1.2929 kg/m^3
https://en.wikipedia.org/wiki/Dynamic_pressure
Hi All,
I have a bit of a conceptual question. What is the thought on combining local utilization of a member with global utilization of a member.
As an example, say we have an HSS tube that is in bending and is utilized to 55% of its capacity. And attached to that HSS we have a connection...
Bluebeam is much better suited for the A/E/C industry.
https://www.bluebeam.com/
Plenty of mark-up options, you can also download symbols and other annotations or create your own review stamps, etc.
One example would be wind loads on attached canopies. Just being introduced as part of 7-16 there is no specific direction in Canadian codes to calculate wind loads on attached canopies. That would be a simple example of where it would be useful. If for no other reason than to have a comparison...
Hi All,
This has probably been covered before but I have not been able to find a succinct answer. I am in a situation where I sometimes need to reference ASCE 7 wind loading equations to determine loading on elements in Canada. I convert a wind pressure from the Canadian National building Code...
I have taken to using the technical bulletin put out by the Industrial Fasteners Institute. They sell the tech bulletin but you can also google, "Industrial Fasteners Institute calculating thread strength" and there are versions available in PDF.
Provides a step by step method for determining...
I agree the displacement generated force will in general be quite a bit larger than the inertial forces especially if you have a more flexible building system.
I think overall this ha really helped clarify my thinking on this so thank you all for that!
No offense taken, this is exactly the discussion I was hoping to have to help clarify some thinking.
I see your point about delivering and receiving load and I think while that is a good justification, I still find myself thinking that both situations can happen at the same time.
My thinking...
I would agree that the displacement loads tend to govern in most cases (especially with pin-pin condition). I am also in the camp that the stairs in the core would need to still accommodate inter-story drifts, maybe being able to make the point that they are somewhat reduced from the max story...
My question is related to ASCE 7 CH. 13 - Seismic Design of Non-Structural Components.
Suppose we have a component such as a stair that spans between two floors. In a seismic event we will have the basic component forces in the x & y direction due to the weight of the component being...
Yes, but I would avoid just directly bolting the beam flange to the u/s of slab. Ideally you want the slab to be supported by the beam and not the beam to hang up on the slab. In the past I have used a detail like the attached with intermittent angles bolted to the u/s slab and bearing tight...
Take a look at CSA S37-13. The document is for antennas and towers but contains a full section on ice loading which could easily be applied to other type of structure as well.
I have always designed assuming the concurrent Live & Wind load. I have not heard anyone argue that the live loads are "impact" before. Usually Have designed these for 10-60 minute durations (think a group of people outside watching fireworks and all leaning on the glass. With that said, what...
I agree with the gut feeling dislike of the detail. I also agree that it is completely unnecessary to splice it on a 45. I was very surprised when I saw this was the case as we didn't ask for that at all just a full capacity splice. With that said, the work has been done for most of the plates...
Hi All,
Question about splice welding a tension plate. We have multiple strap plates that are acting in tension only and due to the material procurement had to be spliced together to get the full length. Somewhere along the line it was relayed to the fabricator by the GC that these plates were...
rb,
No corrosion or fatigue issues in my particular case but for sure agree those are considerations to be aware of.
jj,
My thoughts also. It was quite a concern to the client and the contractor that there would be open holes. Both surprised when I told them not to worry about it.
Hi All,
Hopefully an easy question, when you have a bolted connection in a steel WF that gets abandoned for whatever reason, I have heard before and read (on AISC site here 2.5.3 - https://www.aisc.org/steel-solutions-center/engineering-faqs/2.5.-correction-of-fabrication-errors/#9503) that as...
