I don't think that z-bars will work, since they're directional. I just ran some calcs and, if I used stirrups, I'd be looking at either a #2 bar or a D5 wire. Probably not a worthwhile space savings over #3 bars, to be honest...
It should be able to retain water, but it doesn't need to be...
About 18 inches. I could add a couple inches if it helped, but it doesn't. Think heavy industrial.
It's primarily a flexural element, so there's a good bit of flexural steel on both faces (loading can come from either side). I hesitate to try something like stud rails because I want to tread...
I have an unusual precast wall design that might need out-of-plane shear reinforcement. I might be able to use #3 bars, but I'm already in pencil-sharpening mode, and single-leg deformed wire stirrups look like they might be a hypothetically better option due to a need to keep congestion down...
phanENG, I appreciate the input. Do you mind me asking for reference: What industry(ies), and what was your average annual billing for the first 3 years?
Was this issue ever addressed in the thread? I'm exploring the idea of a part-time practice myself, and I also would not anticipate more than $20,000 annual billing for the first few years. Looking at prior threads, it sounds like my plans would be dead in the water if I tried to carry E&O...
Early morning failure under modest traffic indicates that thermal self-straining load was a contributing factor. It could be that bridge was probably trying to contract with frozen bearings, and the bus finished it off. Cold temperatures also may have increased fracture susceptibility in...
Steel is actually pretty terrible at thermal insulation, so I don't know how competitive it is with wood for constructing energy-efficient buildings. It is my understanding that thermal break technology for steel connections isn't really mature yet.
Also, a properly-designed wood structure can...
This topic in general might be worth submitting to the AISC'S Modern Steel Construction magazine Q&A column to see if their experts would be willing to take a crack at weighing in.
Yeah, that's actually what I was doing when I realized that more of my capacity was getting used up by the jump...
Thanks, guys.
KootK, I read Section H3.3 the same as you. I guess what I'm struggling with is that this situation implies that a guy leaning on a fully-utilized column constitutes an excessive torsional load, based on the code. There is no such thing as "negligible torsion" because even zero...
I suppose this should technically be in the Codes forum, but things look pretty dead over there, so...
As alluded to in this thread:
https://www.eng-tips.com/viewthread.cfm?qid=397925
the Section H1 strength checks for doubly-symmetric shapes in flexure (and, therefore, flexure in combination...
So, you have two things going on here:
1. A change in the nominal stress due to the change in net section.
2. Stress concentrations (maximum stress > average stress within the cross section itself) for calculating resistance to fatigue and/or fracture.
In the structural world, our codes...
Okay, thanks, guys. I will take your advice into account in the future when applying my pressures.
This is/was a very low-priority project that only gets worked on sporadically, so it may take some time for me to come back to it.
Good morning,
I have a what is essentially a small hut design that I am trying to apply ASCE wind loads to. Architecturally, the thing is just four walls with a flat roof and an overhang all around. The windows and doors are proportionally large enough that the roof is primarily supported by...
If the boat came with a trailer, that might offer some clues as to how it should be supported.
Supporting the boat without damaging the hull is probably the most important thing here, but to toss a structural concern back into the mix: what is the deck of the boathouse made of? Wood? Stone...
The building maintenance appears to be aware of at least some of the cracks because some of the repairs look recent. Part of the reason I was leaning toward going to the health/safety office was because I could find so little information about the building (i.e. who owns it and how old it is)...
This doesn't have anything to do with a project of mine. Rather, it involves a potential public safety issue that I intend to bring to the local building inspection or public health/safety office. However, it's the weekend, and I'd also like some input from people who are experienced with...
Seems like this topic is basically wrapped up, but something else to consider: Your typical LTB check assumes loading at the center of gravity. For loads that are just bearing on the top flange without providing any sort of restraint, such equations are actually unconservative.
I don't know how...
Ah, that kind of flange.
Then you might be okay if there is still contact on the opposite side of the connection. Do you think that gap is due to construction tolerances, or due to a moment?
