You have earned my following. I once used your video to understand wind load analysis, I have searched for textbooks explaining this but I found none that explained in this context as I was having a very high eccentricity. I'd be glad if you could make a video explaining the design of moment Stiffeners on some of these bases.
After a very long time I could really go through a meaningful lecture where I don't need to search for info in bits and pieces. thanks a lot. really impressed.
Hello sir, first thank you for sharing your knowledge. I would appreciate a clarification on the assumed stress-strain of concrete on minute 11:50. Are you assuming that concrete behaves in a such a way where strain grows with a constant stress of 60% of it's compressive strength? how is this equal to assuming the stress distribution is a rectangle at the column base rather than a triangle? My confusion is trying to relate material behavior to stress distribution.
sir if the column section is Hollow square box section 150 x 150 mm then how to design the base plate for that section? because For ISHB Isection the flange and web was there which is not for Box section.. Both Width and Length are same in that case.. sir please clear my doubt.. how to manually design base plate for Box column section? everyone is explaining about I section..
Congratulations Teacher, great class! I have a question: when Tb is negative (vertical up), how should I interpret it? I made a file for automatic calculation in Excel software.
Great explanation sir! Is there a similar method for circular column bases with a larger quantity of anchors? Problem that i encounter is having too many variables. Kind regards Richard
Two yrs later: calculate the geometric center of the anchor group (assuming all the anchors are the same cross section). That geometric center will be the location of your "Tb" (which is just the sum of all the anchor forces now). Then run through the method above. After you have determined all variables, go back and distribute the total Tb force to the anchors using: sum of anchor group moments = Tb*(d1-x/2) and sum of anchor group forces = Tb
Great explanation sir, thankyou so much. But i would like to ask a question. In designing base plate, do we only consider this cross section? What about the other cross section about weak axes of the column? Thank you
Bending about the weak axis can be done in the same way for calculating the stress blocks and forces. However, you will need plastic analysis or FEM to design the actual base plate. It is unusual to have high moments about the weak axis in real structures. if you did, you would probably add stiffeners to the base plate, which would also make the design easier
If you have a look at the videos on connections of the work this covers much of the information. However, we haven't had a chance for your proposal. Thanks
Possibly easiest to have a large plate on top of the steel column with fixing lugs/anchors/welded-on-bars which get cast into the concrete. You would need to design the plate and cast-in system for the load applied.
Dear Amit. This is primarily based on the "Green Book" in South Africa for the design of connections, published by the SAISC. Guidelines are based upon the Canadian steel design code. Thanks
@@lokesh7532 Psi_i is a material partial factor. It accounts for material strength varying, and possibly not being exactly as specified. in South Africa it has a value of 0.9. For EN calculations often a value of 1.0 is used.
@@richard_walls thanks sir, I m from india thats why, i am asking because we use indian standard codes, and method to find the thickness is base plate is different, but you method is excellent
You have earned my following. I once used your video to understand wind load analysis, I have searched for textbooks explaining this but I found none that explained in this context as I was having a very high eccentricity.
I'd be glad if you could make a video explaining the design of moment Stiffeners on some of these bases.
BEST EXPLANTION OF ALL! Thank you. I watched many other videos before yours but this one truly is the best explained
After a very long time I could really go through a meaningful lecture where I don't need to search for info in bits and pieces. thanks a lot. really impressed.
Great, glad you enjoyed it.
This was a very helpful refresher for me to check some base plates today for some vertically cantilevered solar panel carports. Thanks!
thank you very much , I was having trouble ... i could'n figure out how it was similar to a cantilever ... now it's clear, thanks.
Exceptionally helpful lesson from you -Thanx
Hello sir, first thank you for sharing your knowledge. I would appreciate a clarification on the assumed stress-strain of concrete on minute 11:50. Are you assuming that concrete behaves in a such a way where strain grows with a constant stress of 60% of it's compressive strength? how is this equal to assuming the stress distribution is a rectangle at the column base rather than a triangle? My confusion is trying to relate material behavior to stress distribution.
Great explanation - thanks!
Very well explained! Thanks for sharing
Thanks for vedio. In the last equation for the tension side, what is the 'm' ? Thanks!
go to minute 15:17
Thank you for this greate tutorial 💐💐
I have a question about the formula you have used, Bb*t^2/4. Don't we need to use the section modulus formula Bb*t^2/6 instead?
The plastic section modulus is used, rather than the elastic one.
Would you take the same approach for a baseplated RHS.
sir if the column section is Hollow square box section 150 x 150 mm then how to design the base plate for that section?
because For ISHB Isection the flange and web was there which is not for Box section..
Both Width and Length are same in that case..
sir please clear my doubt..
how to manually design base plate for Box column section?
everyone is explaining about I section..
how would you proceed with a circular base plate instead of a rectangular one?
kindly how to apply this on circular hollow section
How about necessity of gussets & stiffner plates in detailing of fixed base plate?
Congratulations Teacher, great class!
I have a question: when Tb is negative (vertical up), how should I interpret it?
I made a file for automatic calculation in Excel software.
Good work👍
Very well
Explained
Great explanation sir! Is there a similar method for circular column bases with a larger quantity of anchors? Problem that i encounter is having too many variables. Kind regards Richard
Two yrs later: calculate the geometric center of the anchor group (assuming all the anchors are the same cross section). That geometric center will be the location of your "Tb" (which is just the sum of all the anchor forces now). Then run through the method above. After you have determined all variables, go back and distribute the total Tb force to the anchors using:
sum of anchor group moments = Tb*(d1-x/2)
and
sum of anchor group forces = Tb
Great explanation sir, thankyou so much.
But i would like to ask a question. In designing base plate, do we only consider this cross section? What about the other cross section about weak axes of the column? Thank you
Bending about the weak axis can be done in the same way for calculating the stress blocks and forces. However, you will need plastic analysis or FEM to design the actual base plate. It is unusual to have high moments about the weak axis in real structures. if you did, you would probably add stiffeners to the base plate, which would also make the design easier
Great explanation...can you please make a video on Welded Splice Design in steel Beams
If you have a look at the videos on connections of the work this covers much of the information. However, we haven't had a chance for your proposal. Thanks
How are stiffeners going to change design calculation steps ?
You will change the steel plate design. Plastic analysis can be used for the plate between stiffeners. Stiffened can be designed as small columns.
Sir plz tell me detailing about if steel column and above it a RCC beam is fixed.
Possibly easiest to have a large plate on top of the steel column with fixing lugs/anchors/welded-on-bars which get cast into the concrete. You would need to design the plate and cast-in system for the load applied.
Sir, what if there are two direction moment acting on the base plate?
The Green Book (SAISC Connection Handbook) has some good guidelines for this. The principles are similar to what is shown above.
which code book you used?
Dear Amit. This is primarily based on the "Green Book" in South Africa for the design of connections, published by the SAISC. Guidelines are based upon the Canadian steel design code.
Thanks
Hey, what is the value of fyi and Fy
fy is 355 MPa in South Africa for our main structural steel. It ranges a bit between countries.
But you used symbol stand for 'phy' which is multiplied by Fy, i want to know the value of that symbol, used in formula of resistance moment
@@lokesh7532 Psi_i is a material partial factor. It accounts for material strength varying, and possibly not being exactly as specified. in South Africa it has a value of 0.9. For EN calculations often a value of 1.0 is used.
@@richard_walls thanks sir,
I m from india thats why, i am asking because we use indian standard codes, and method to find the thickness is base plate is different, but you method is excellent
excellent
Best sir.
Thanks Sir
Jesus. all you have to do is calculate the thickness of a baseplate. Not design a rocket Engine. Looks so complicated.
Blah blah blah. 4 line calculation OMG what are you teaching in universities?