Greetings fellow weary travelers!
ACI 3-18 Table 25.3.1 shows the standard hook geometry for development. The next page has Table 25.3.1 shows the standard hook geometry for stirrups, ties, and hoops.
So the question is, what about dowels that are transmitting shear and do not require...
Greetings!
Question on low roof snow.
Background: We apply flat and drift snow loads on a low roof such as a canopy or awning. As the slope of the low roof (such as for an awning) increases, the flat roof snow load becomes a sloped roof snow load which starts to decrease after about 15 degrees...
I know...it's the second time ever I have elevated something up. I told the plan checker that I would be happy to engage in a code/research/engineer-based debate and come to a mutual understanding and agreement of what should happen, but that nothing he was presented was founded on anything...
Motorcity - concur. I made that argument to him so many times, which he basically ignored and came up with another bonkers rationale.
Deker - yes, true - a lot of my clients normally just pay the additional fee for an additional inspection or for larger bolt sizes or what-have-you, but here, he...
Agree. There is nothing "unusual" about this sign. My client knows it would be extra.
I have requested so many times something actually from the code, and it's always something new. He's gone back and forth between ASCE's descriptions of RC, to IBC, to it being heavy, yadda yadda, which no...
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I have a lovely plan checker (licensed civil) in San Francisco who we have dealt with from time to time who is particularly risk-averse and very zealous in his application of special inspections and other requirements.
We have a 7'-0" tall architectural sign with a small concrete...
Thanks for the answers, everyone!
And yes, we are designing to ASCE 7 for an architectural pole sign (for a bank) that is technically not subject to AASHTO standards, but in reality, I should have thought about that since we do design structures to AASHTO using the LRFDLTS-1 from time to time...
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Have a ~200 FT pole Sign with a huge cabinet on top. As such, we have a lumped mass at the top, and we have what I would assume to be a non-negligible mass of the pipe along its length, which decreases along the length from top to bottom. Obviously, 'I' decreases, too.
There is a...
I figured someone was going to tell me what I already felt I knew...but thought...mayyybeee there is some sort of "thing" out there somewhere...thanks!
I have a similar post just before this, but it's fundamentally a different question.
Per Chapter 29 of ASCE, we have Case B for freestanding signs that calls for a 0.2B offset, which generally makes sense since it will add some torsion to a pole sign with one pole, for example, or at least...
General question followed by a specific example:
When and how can we use the ASCE 7 Commentary to our advantage when it might conflict with or provide "further clarification" as to the actual standard language?
For example, in Chapter 29, when we look at freestanding signs, we need to...
As a follow-on, my assumption is that the use of the diagonal of the square pier will in some way conservatively allow us to account for frictional resistance contribution from the sides of the pier not otherwise engaged in direct lateral bearing without having to use a different, and more...
I have been searching for an answer for this for some time, but haven't came across one. Perhaps buried deep in the ENG-TIPS annals...
Anyway, Section 1807 provides the two algorithms for embedded posts and poles depending on a constrained on non-constrained condition.
The variables list 'b'...
I have a situation where I need to sharpen my pencil and try to make use of the increase in capacity for loads in the transverse direction to a fillet weld, but with multi-axial loads. Normally, we would stick to the "traditional" shear capacity of the weld for these more complicated situations...
Right now I am adding 6 psf for the boost, so I am comfortable with that for the 30% boost in this specific situation, but I was hoping to find some more general information on the matter.
Ah well...looks like we'll chalk this one up to "engineering judgement" for now...
StrucDesignEIT,
Funny you mention eagleroofing, because that's basically the one page on the ENTIRE internet where I found even a scrap of information and I have reached out to them haha.
Mabe there is more somewhere...dark web? Do we engineers know how to get there?
haha yes, I concur with the aesthetic preference of 0% and do not like any boost myself, but apparently, it's "authentic". Why was it ever done in the first place? Don't know...as previously stated, there's just about zero literature on it.
Thanks for everyone's responses. So NOW, dhengr, I...
I thought boost was something more universal, but I can understand how folks in most of the country NOT building these types of roofs might have no idea what I am talking about. Boost is where certain additional tiles (often literally called "booster tiles") are overlayed on the standard...
Hello all,
After scouring the internet for weeks, I figure I'd turn here for what will probably be an easy answer.
I'm working with a two-piece mission tile that weighs 10.7 psf, but the designer is calling out a 30% boost.
I know what "boost" is, but can't seem to find any resources that...
