legoooooo - you know

you can do it Armil! let me know how it goes

Thanks for the videos. Was wondering if there is a follow up video or similar that checks a the column for local failures due to the welds

John thanks for the compliment and kind words! I'll keep pushing to get vids out to everyone!

I appreciate the kind words from an industry vet! thank you! and please do reach out anytime via my email on my channel or in any video description if you'd like to connect on a project your working on!

sizzle sizzle, thanks Matt!

@@Kestava_Engineering can I say again how excellent a video this is?? Asking for a friend

appreciate it Sabbir!

kzfaq.info/get/bejne/rKx0gMR5tprPh2w.html 💐

Best of luck!

Glad it was helpful!

you're great!

LMAOOOOO

I've just been told it as a rule of thumb, but from AISC and AWS direction I believe you can design a weld for both directions. The quick reason is that the shear demand is carried through the web of the WF beam in this case, so the vertical weld to the web is the most direct load path for shear forces, where as the flange welds are a much more difficult load path.

Great Question! Id say check out page 8-9 in AISC 14th edition and 16.1-117. you can conservatively take a weld strength of 1.0 regardless of load direction. but there are other options.

​@@Kestava_Engineering Thanks for the response, keep up the good work.

Yes!

You may need to check block shear depending on the elements geometry tho.

Hi JJ, that's a great questions! honestly I believe the additional stresses are minimal in the case you mention at the flanges. and the couple you showed is exactly how the S equations are derived when solving welds as lines!

Hi Jesse - its not a "code" specification but how internal stresses within the beam act. There is a fantastic video that talks through the concept beautifully. I will say that it IS possible to transfer shear through the flanges but it is very difficult and provides a fraction of the capacity. check out the link for the video kzfaq.info/get/bejne/nJZojJZqus-nXaM.html

you need to sum the forces by squaring each stress and then adding them and taking the square root to get a resultant total stress. then you compare that single stress to the capacity phi Rn

@@Kestava_Engineering ahh okay, so take the resultant of the stresses. Thank you so much for your quick reply!

if you needed the addition weld for loading then you could! but dont add more weld if you dont have too, it gets expensive

thats a great method as well! I highly recommend using those tables

kzfaq.info/get/bejne/rKx0gMR5tprPh2w.html 💐

Hi Scotty 1. as a rule of thumb - shear only transfers through the web of a W section. Its very difficult to get stresses to move out of the web and through the flanges, so we typically calculate all shear moving through the web weld. 2. moment can be transfered through a "force couple" between the flanges of the w section. ultimately moving through the flange welds as either a compressive force or tensile force. 3. you CAN perform calculations to resist combined shear and moment through the entire weld but we generally prefer to stick to the methods ive described as its slightly conservative and we dont have to worry as much about weird stresses moving through our connections to make things pencil out. I hope this helps in any way! the blue book i mentioned in the video is honestly all i use for weld information! an AISC steel manual has literature about welds also.

you sonofabitch im in! great suggestion!

hmmm im not sure. I would say it does from a loading standpoint, but capacities of welds I believe is different for sheet metal and thinner metal bases.

@@Kestava_Engineering Okay got it thank you!

you should avoid transferring shear demand through welds on flanges in this condition. cheers

path of least resistance. its very difficult to transfer shear stress through the webs of a WF

and the web in this case is the stiffest element

search design of welded structures and its a big blue book! its about 20$

i did not check for combined forces in this example because I took a conservative approach and designated the weld on the web to transfer shear stresses and the flanges to transfer bending stresses independently. if we calculated the Sx for the geometry of an I shape weld then we would definitely need to check combined forces! I should do another vid with a welding example. Great comment Matthew!

oooooooo I like the sounds of that example! consider it on the list!

bulking season