If I may, I am working in steel connection design for 5 years now and I am very familiar with the Blodgett theory of "weld as a line". It is very good and your example is accurate but, this problem could be solved using only the AISC Manual theory. For NCEES, the AISC manual is the reference and by experience it is common to see a significant variation between both since blodgett is often conservative. For simple eccentric welding case like this one, you can simply use AISC Table 8-4 with k=0 & a=0.28125. This will provide a C=3.1725 and than solving D in ASD=2.101 = 3/16" and LRFD=3.152 = 1/4"
Tommy Hats of to you! That is a great procedure! I agree that the line method is conservative and if we wanted to be more accurate then table 8-4 is the place to be! I will do an alternate video showing this method. thank you for your great input. YES to everything you said!
Stick welding (smaw) is used in field applications because wind can blow away shielding gas used in other processes like mig (gmaw) or tig (gtaw). With saw or smaw, u or j, 60degree bevels it looks like effective throat depths are the same for both saw and smaw?
Hi Sintown - 8-15 does allow this method but does state that its a less conservative approach. Im all for it but have not used it before. thanks for bringing this up!
Hey Nice video. Thank you for that! My two cents: typical Wide flange sections are hot-rolled sections and welding is not actually part of the process of fabrication. However, it is indeed in the case when you have plate girder sections, for example for bridges. In those cases the flanges are welded to the web. :)
@@Kestava_Engineering No worries brother, we’re all here to learn from each other and collaborate. I like what you’re doing with this channel and encourage you to keep the good work. You’re helping a lot of people out there. 👍🏼👍🏼
@@manuelmalagon210 means a lot to hear that man. I'm glad everyone is starting to add additional information. even when its pointing out something I do wrong!
Rich, Thanks for the video as always. Should the fillet weld symbol be shown on top and bottom of line since a weld length of 16" was used in the calc? Does the weld capacity need to account for the loading angle between the vertical weld & resultant?
Blodgett, the welding book @Kestava is referring to, derives the section properties of the welds using lines from basic statics. They're actually not that complicated, you should become familiar with these derivations and just basic statics for determining your loads on the welds. For example blodgett's "section" for one vertical line is equivalent to d^2/6, which is what the height of the triangle is for your triangular load couple Force reaction, from an applied moment (assuming elastic distribution). Blodgett calls it a "section" but it's basically the absolute Max or worst case force per unit length due to the moment.
Anybody else have a secret design book that they use? TELL ME
memorization?
If I may, I am working in steel connection design for 5 years now and I am very familiar with the Blodgett theory of "weld as a line". It is very good and your example is accurate but, this problem could be solved using only the AISC Manual theory. For NCEES, the AISC manual is the reference and by experience it is common to see a significant variation between both since blodgett is often conservative. For simple eccentric welding case like this one, you can simply use AISC Table 8-4 with k=0 & a=0.28125. This will provide a C=3.1725 and than solving D in ASD=2.101 = 3/16" and LRFD=3.152 = 1/4"
Tommy Hats of to you! That is a great procedure! I agree that the line method is conservative and if we wanted to be more accurate then table 8-4 is the place to be! I will do an alternate video showing this method. thank you for your great input. YES to everything you said!
Just one detail, your values of ASD and LRFD are exchanged. But it is a better approach.
How could you find the demand using the steel manual? I found equation (8-14) giving bending force as fb = 4M/(l^2), giving fb = 1.41 k/in.
Awesome man!
Thanks!
Aren't W-shapes hot-rolled? I don't think they are built-up using plates welded together as you suggest
Stick welding (smaw) is used in field applications because wind can blow away shielding gas used in other processes like mig (gmaw) or tig (gtaw). With saw or smaw, u or j, 60degree bevels it looks like effective throat depths are the same for both saw and smaw?
I am loving this info your bringing to the team. I need to dive so much deeper into welding! thanks JJ!
The fb=M/Z, not M/S, please see the AISC 15 edition on page 8-15. Z=l^2/4
Hi Sintown - 8-15 does allow this method but does state that its a less conservative approach. Im all for it but have not used it before. thanks for bringing this up!
Hey Nice video. Thank you for that!
My two cents: typical Wide flange sections are hot-rolled sections and welding is not actually part of the process of fabrication. However, it is indeed in the case when you have plate girder sections, for example for bridges. In those cases the flanges are welded to the web. :)
OMG I cant believe I spaced out on that. You are absolutely correct. thank you for the correction!
@@Kestava_Engineering No worries brother, we’re all here to learn from each other and collaborate. I like what you’re doing with this channel and encourage you to keep the good work. You’re helping a lot of people out there. 👍🏼👍🏼
@@manuelmalagon210 means a lot to hear that man. I'm glad everyone is starting to add additional information. even when its pointing out something I do wrong!
Rich,
Thanks for the video as always. Should the fillet weld symbol be shown on top and bottom of line since a weld length of 16" was used in the calc? Does the weld capacity need to account for the loading angle between the vertical weld & resultant?
YES! the weld symbol is incorrect! it should be a fillet top and bottom since we are using an 8" of weld on each side of the angle
Great video could you share your tabs for the weld design book you used in this video please
page 7.3-11 and page 7.4-7. I need to add more tabs to this thing lol
Nice video kestava, can you share your ACI tabs tips and tricks next time :) Thanks in advance.
Thats the next video! coming this weekend Joji! yaya
Thanks Kestava. How do we solve this problem on the CBT exam? We only have AISC!
Blodgett, the welding book @Kestava is referring to, derives the section properties of the welds using lines from basic statics. They're actually not that complicated, you should become familiar with these derivations and just basic statics for determining your loads on the welds. For example blodgett's "section" for one vertical line is equivalent to d^2/6, which is what the height of the triangle is for your triangular load couple Force reaction, from an applied moment (assuming elastic distribution). Blodgett calls it a "section" but it's basically the absolute Max or worst case force per unit length due to the moment.
How long is the angle? Kind of critical to know. A single fillet weld on one side - not realistic.
absolutely agree - we did a fillet on each side of the angle for this one.
@@Kestava_Engineering I didn’t watch the whole video but I think you probably went into the tables in the book.
Green book - only way to go....
ill have to look!
@@Kestava_Engineering I have the full set all the way back to the first edition. Started my career with the sixth edition (Maroon book).