95% of the towns in NJ still require raised seal so we rarely have to worry about this issue. Feels like it's the only state in the union that doesn't have a wet seal option.
When we do sign things digitally, we just add the sig/ seal in CAD and print to PDF or we add it on the PDF and flatten...
Very common in this area to delegate connections. Showing some generic details is what we see most often. On bigger projects I've seen (& done myself) the shear and moment values right on the plans, but that is not that common on small to midsize jobs. Often we'll just show the required moment...
I see where BA is coming from thanks to that visual. He is looking at it based on just half the beam. So the top weld is based on the top half of the beam and the bottom weld is based on the bottom half of the beam.
But here the plates are one piece with equal amounts above and below the...
Thanks for sharing that thread. Appreciate @CANPRO going all in for that discussion.
Who knew shear flow was such a hotly contested subject here on eng-tips.
Which is why I mentioned above that you just have to get the shear out of the ends back into the main member for support. So because it's a partial reinforcement you have to get the shear into these plates then back out.
I've said it before, but my mindset is if people are going to pile on for fireworks. I've seen and experienced some crazy balcony and deck loading scenarios when people are packed outside watching fireworks so that's how I justify going 60 psf LL min. Especially here for houses along the shore...
I'd say upwards of 50% are unpermitted. The next 30% no one cares about the headers and they omit it from the plans entirely. The next 15% don't actually check it they just write "exist header to remain" on the plans. The remaining 5% are people like us who actually check things. But the reality...
Gotcha. Makes sense.
I would do the 6 helical tie backs. If it was my deck I would want one on each. Because you know if you only do 4, the two that you don't brace back will end up having more erosion and it will cost 5x more to retrofit them.
I never mess around with decks because they are...
With that layout I'd be inclinded to just do all 6 spots.
Is there a reason why you are running beams front to back and joists side to side? Typically we try to do it the other way around.
There are some good threads on here for deck lateral loading. 4-10 psf is the most common range I've seen used. But for me it's not so much just purely the deck lateral loading, but also just how confident you are with small shaft helical sticking up out of the ground. Especially as the ground...
Generally with 1.5" or similar small steel shafts the lateral resistance is tiny and that's when they are installed in the ground. I see the guys bend the shit out of them by hand all the time so I would never rely on them laterally when extending above grade. You need a bigger shaft and...
Is this for repairing a corroded beam or reinforcing it for an increased shear load? If it's purely for bending, the increase in capacity here is going to be small so I can't imagine it's even worth it. When the centers line up shear flow is greatly simplified. You just have to design the...
I forget the exact details since it was a while ago, but what I remember is that it just wasn't worth it for them to add that base material for the new anchors. It's probably such a low percentage of use for their anchors compared to CMU and Concrete probably wasn't worth the effort to provide...
I found it. It was the old HY-20 catalog from when I first started working. Had specifically clay tile info. But we spoke to our Hilti rep after they switched to HY-70 and HY-270 and he said something like they stopped testing on clay/ providing values since it was so rare.
Link here for the...