Never seen this method before in any text books. It is so easy to follow and very interesting! Can you please refer a textbook that used this method. Thanks!
Can the shear flow formula VQ/I be used to calculate the shear flow on the weld of 1.5”x1.5” bar to the top of the flange if it is discontinuous with a gap?
Is this just the weld required to transfer vertical shear in the built up shape or is this the same approach used for confirming moment capacity of the built up shape?
you know... im not sure. I know this analysis determines what connection capacity is needed to sufficiently support shear stresses throughout the built up shape but dont know if it confirms moment capacity to the built up shape. I would assume yes, as you typically always check shear flow using the maximum shear demand on your system, which relates to your max moment demand. Maybe you can give me your understanding?? great question! Although - thinking of WF beams I kind of change my mind as primarily the shear stress is local to the web and a strong connection to the flanges possibly wouldnt be required to achieve the members moment capacity. hmmmm
@@Kestava_Engineering I've seen one example where you have to provide enough weld to fully = AsFy of either shape so that it can fully develop tension/compression capacity before weld failure, but I always feel that's less efficient. I occasionally have to reinforce an existing W-beam with a WT to the bottom and can never find a good example to follow... There's also the question of how differing materials of steel affect the situation too
when adding 2 shapes together to create one, and then put that member in bending, the stresses are shared through the combined member through shear flow.
I have to ask, what software/application are you using. I think this could be useful at the office rather then using pen and paper. Thanks for the great video!
Its different state to state but I believe there are states where you can just jump straight to taking the SE, and then need to meet a few other requirements such as experience under an SE.
Hello, thank you for the detailed description. Wouldn't the first step include verifying that the LRFD shear capacity of a W18x50 is 192 kips? Well exceeding the max design demand of 40 kips. Reviewing the answers, it may seem obvious that the intent is to check shear flow. However suppose option (D) read 'the plate is not required ' Some engineers would be inclined to check the shear capacity first before anything else, noting that the question doesn't specifically state residual shear.
Look at you learning engineering during the holidays - go you!
thanks man
Great video! Thanks for the clear explanation of both concepts and calculations.
Thanks brother! Commenting for the algorithm.
your a real one! thank you!
I appreciate your tutorials man. But the background music should've been kept a little low...helps in focusing more on the processes 😅
dang it - i thought the same thing, but thought it was just me. I will lower it next time!
thanks for letting me know
Great example and very practical too!
Glad it was helpful!
Thanks !
Very well explained - step by step.
Glad you liked it!
Finally a video explaining this clearly and is straight forward. Nice haircut btw
always trying to keep the hair perfect for the Team
Great explanation, thanks for sharing!
Glad you enjoyed it!
Do we need to consider buckling of the plate?
Never seen this method before in any text books. It is so easy to follow and very interesting! Can you please refer a textbook that used this method. Thanks!
Thanks for the content. I’ve been subscribed for a while now and I have my PE Civil: Structural at the end of the year. #kpff
shout out KPFF! thanks for stopping in Garrett
Can you do a shear flow problem between dissimilar materials? I'm confused how to use the modular ratio.
Is this the parallel axis theorom applied to the I Mom of Inertia)? Pardon the question if you stated this/.
Yes it is - I believe I forgot to state this. I+Ad^2
Can the shear flow formula VQ/I be used to calculate the shear flow on the weld of 1.5”x1.5” bar to the top of the flange if it is discontinuous with a gap?
Is this just the weld required to transfer vertical shear in the built up shape or is this the same approach used for confirming moment capacity of the built up shape?
you know... im not sure. I know this analysis determines what connection capacity is needed to sufficiently support shear stresses throughout the built up shape but dont know if it confirms moment capacity to the built up shape. I would assume yes, as you typically always check shear flow using the maximum shear demand on your system, which relates to your max moment demand. Maybe you can give me your understanding?? great question! Although - thinking of WF beams I kind of change my mind as primarily the shear stress is local to the web and a strong connection to the flanges possibly wouldnt be required to achieve the members moment capacity. hmmmm
@@Kestava_Engineering I've seen one example where you have to provide enough weld to fully = AsFy of either shape so that it can fully develop tension/compression capacity before weld failure, but I always feel that's less efficient.
I occasionally have to reinforce an existing W-beam with a WT to the bottom and can never find a good example to follow... There's also the question of how differing materials of steel affect the situation too
How do we know to use the shear flow equation from the problem statement? Is it because there is a connection?
when adding 2 shapes together to create one, and then put that member in bending, the stresses are shared through the combined member through shear flow.
I have to ask, what software/application are you using. I think this could be useful at the office rather then using pen and paper. Thanks for the great video!
I using Microsoft one note with a ThinkPad touch screen. that's it! I am starting to use this set up at work as well and really liking it
Hey Rich, I am in Ohio. Just curious, do you have to pass the PE exam before taking the SE exam?
Its different state to state but I believe there are states where you can just jump straight to taking the SE, and then need to meet a few other requirements such as experience under an SE.
Cool haircut
Hello, thank you for the detailed description. Wouldn't the first step include verifying that the LRFD shear capacity of a W18x50 is 192 kips? Well exceeding the max design demand of 40 kips. Reviewing the answers, it may seem obvious that the intent is to check shear flow. However suppose option (D) read 'the plate is not required ' Some engineers would be inclined to check the shear capacity first before anything else, noting that the question doesn't specifically state residual shear.
All that math for a 2 inch weld lol
isnt engineering fun lmao