Thanks 217808, I had not seen this article before and have not dug into the canadian standard, but assuming x bar prime is the same as x bar this formula gives U = 0.43, plenty for our scenario.
Packer's paper appears to be behind a paywall, but I did reach out to him directly. I agree if...
217808,
#1 The specification does not state the length of the weld must be greater than the width of the HSS. In my opinion the l >= H notation notes the limit of applicability of the simple formula.
#2 How do you know AISC would say no? Do you know of anything they've said on this topic?
#3a...
Human, I agree and you are correct. Compressive buckling controls member design, LRFD capacity is only around 140k. We have always just specified the rule of thumb minimum weld length for this scenario but I'm questioning our decision for 2 reasons. One, I want to improve myself, so I'm digging...
Thanks JAE, I spent a half hour unsuccessfully hunting for that reference. I found "Guide to Design Criteria for Bolted and Riveted Joints" Kulak, Fisher, and Struik 2nd edition 1987 and skimmed thru it, but found no reference to our discussion. This appears to be a discussion of research by...
Hi all, what is the minimum weld length for tension members? We are designing a ton of welded knife plate connections for HSS10x10x1/4 tension and compression braces. The LRFD tensile capacity is 371k. The LRFD axial load is +-100k, so we only need (4) 6" long 3/16" fillet welds, and we only...
phameng, I still didn't have time to dig into your links yet (doing real work over here), but came across another dropped beam. this one is probably fine right?
lex,
Great find on the repeal of the 2006 wall anchorage requirements. Here's a screenshot of the 2006 code:
5" OC!!! quite a difference from 6', no wonder the powers that represent the contractors flipped, here's the movement to squash it:
I have no issue with their conclusions. If they have...
lex, I can't find any Gnijolli on google, can you send a specific reference? I forgot about R602.3 and after re-reading it I agree with XR's interpretation: "studs shall be continuous ... to... foundation... floor, ceiling or roof diaphragm". I think you and XR are saying the same thing. XR was...
lex
the photos are from your link Florida disaster preparation hurricane retrofit materials, maybe I clicked something on the site lol. the article explains that you are correct in that the most common failure is in photo 1: the roof ripped off the top of the gable wall and the issue here has...
gte and lex, I agree and have typically been requiring simpson ACH caps at a minimum. I just talked to a deck inspector with the county with decades of experience and he said he does require contractors to add bracing for these situations. he said he tells contractors that cap manufacturer...
lex
great link as usual, basically telling homeowners that yes politicians and special interests screwed you over yet again, sorry maybe I'm too cynical I should reserve judgement. But the way this reads to me is here's a list of shitty things that are going to happen to you and could have been...
lex
you are correct IRC does require complete load paths, but I'm not sure how it expects non-engineer IRC users to trace loads. I just spent another hour reading thru this and the wood portion is completely silent on ceiling diaphragms, but the cold form portion gives the following guidance...
great points lex on adjusting safety factors for the specific limit state and differentiating between life-safety and performance. funny how we use the same handrail safety factors whether it protects against a drop of 1 ft or 1000 ft.
RWW, you mentioned the gable wall hinge and it got me to...
lex, thanks for the links. I'd like to focus on the ICC committees rather than the local committees. I assume joining the ICC committees is unpaid volunteer effort. I do see ICC is looking for a new CEO and "Government Relations and Operations Associate" on their website, which would certainly...
RWW
I ran a quick engineering check on three 20' tall 2x6 stud grade kings at the side of a 14' wide opening for 129mph, exp C, 35psf unfactored C&C wind load, 300% overstressed in bending, 5" deflection. Hopefully the homeowner doesn't mind his walls shaking and drywall cracking. no no it's...
