I suppose attacking this from another angle - if these bolts are installed snug-tight (i.e., by the usual definition, installed with a spanner with the full force of a person) instead of hand-tight, is it realistic to expect that they would allow slip in the connection and to avoid loading up...
Are there any situations in which hand-tightened bolts (less than snug tight, basically loose) can be relied on for structural capacity?
I am checking a steel-composite structure which is intended to be continuous for the future live loading. The beams are initially to be installed in a...
Not quite. I think you can assume the cog/hook provides an immediate 50% anchorage which might be enough capacity in some cases.
It depends on how the code is interpreted, whether the use of a cog/hook means the development goes from 0->100% from the end of the cog/hook to the point of 0.5Lt...
This is a problem I've come across in similar situations to your sketch.
AS3600 only requires that the tie extends beyond the node to achieve the design strength of the tie, not necessarily that it is fully developed beyond the node. It also says that you can get away with a minimum of 50%...
@Once20036, I'm confused about what you mean by the sides being non structural welds?
Agree that the unstiffened mitre joint is not ideal but it can be made to work in some situations. The usable capacity is something in order of 1/2 of the bending capacity of the hollow sections themselves...
My last post on this because I don't want to clog up the thread with my ramblings.
I've tweaked the model somewhat to reflect the more realistic geometry:
*80' span
*7' width
*5' height
*Top chord = 3" tube (generously assumed to be 0.25" thick, which seems to be the thickest available)...
Also, I initially thought the 73' span by Sym P. le seemed a bit long, but it seems to be closer to 80' even.
The height of the doorway should be 8' exactly, given there are 16 slats at 6" spacing as can be seen in other photos.
Scaling off some (kinda) known dimensions, I agree with SWComposites, these are smaller than 4" tubes, they appear to be 3" instead.
The width is also around 7', not 8'.
3DDave, I think the bridge would be flexible enough in torsion that it could just twist slightly and find support on 4 corners again. That's just my guess.
From what I have seen, it is very common for pedestrian bridges with ~20m/60' spans to have a top chord of a 150mm/6" or even 200mm/8"...
I ran a quick model to see what the difference would be for the two load patterns.
The case with full live load on the entire bridge is the worst case.
I made a guess at the dimensions based on the photos:
*Span = 60'
*Width = 8'
*Height = 5'
*20 bays
*Top chord: 4" aluminium tube
*Bottom...
Interesting thought from reading the comments...
Is there any situation in which a pony truss like this has less capacity with 50% live load distributed on one half vs 100% live load applied everywhere?
My instinct would tell me no, but I would be interested to muck around with some simple...
KootK summed up exactly what I was thinking.
Assuming it is a T-section, if the loading is on the web, then there would be a tension component transferred to the flange so that the two pieces deflect the same amount. If the shear connectors did not have any capacity to carry tension, then the...
I think it could be justified in theory, but I had a few thoughts on it.
For a retaining wall, I assume you're talking about L-shaped bars (90 degree bends). In the Australian codes (and I assumed in North America as you alluded to in your comment), a stirrup cannot be considered anchored by a...
Fatigue might be a factor for the design of the pile reinforcement, especially since the reinforcement will probably be welded all over.
I'm not sure about Canada, but in Australia the design of large sign structures defers to the AASHTO code for sign structures, which has some quite stringent...
In theory, any arbitrary plane cut through a concrete structure should satisfy a shear friction check. That's not to say we need to check every conceivable location.
Recently I had to do a deep dive into this whole thing, and found that when checking certain interfaces either through monolithic...
Are these the glass blocks that were popular in the 80s/90s?
If so, they will probably be strong enough to support the slab above if it deflects downwards.
OP here, just want to say thanks for all the responses so far. I do take the time to read all of them, but I won't get a chance to respond to them individually. But it has been a good discussion so far. Without getting into specifics, branching out on my own is really not an option for me at...
No, there is no additional pay for the weekend work. Most employment contracts here have a 'reasonable overtime' clause, meaning your employer can direct you to work additional time outside your standard hours. What constitutes 'reasonable overtime' is probably up for debate.
I agree with your...
