How to Calculate the Capacity of a Steel Beam

Designing the required size of a steel beam for a propped cantilever condition. Design follows the requirements of the American Institute of Steel Construction (AISC) We take a look at Limit states such as yielding and lateral torsional buckling as well as determining compaction criteria of the web and flanges
#kestava #kestavaengineering #ibeam

[@maiwandmomand9989]

This was my first video of Kestava, liked and subscribed. I will be learning from your content, so thank you so much!

[@edgarteran8939]

Hey I just found your channel and I love your videos keep them up. You should do a video series on you designing a building from top to bottom.

[@TV-ws8mf]

Great Video. Thank you sir!

[@qureshisiddig9274]

Perfectly done

[@aztecamechanicalelectrical2103]

THANK YOU VERY MUCH FOR SUCH A GREAT LESSON !!!!!

[@jr3474]

Awesome... Thanks and many blessings

[@mayqassim6241]

Thanks, you are the best

[@ToxicTom1967]

trying to teach myself engineering. this is a great video been wrapping my brain around steel calculations and I have a steel manual aswell so it works out really well u teaching me like this i can flip threw mine and do the same as you compared to most videos... I start to get confused by all the variables in the equations is there anywhere in the steel manual that tells me what the variables stand for? subscribed!

[@user-tg8gl9bo3l]

very nice explanation and easy to follow Thank you so much

[@S5Nasty]

I enjoyed watching your videos! Happy that i found your channel! Quick question, for flexural members, in what instances do we design using Plastic modulus(Z) versus Section modulus(S)?

[@scottyausman1931]

Really well done in showing the step by step process of solving the problem. I do have a question, however. When solving for shear you got 112.5 K. That's .9*Fy*Aw*Cv1, but my understanding was you're supposed to use the 0.6 to make it 0.6*1.0(you corrected this)*Fy*Aw*Cv1 which would be 75 kips. Obviously it still passes, but I'm wondering if I'm missing something here. Thanks!

[@jesusmillot1726]

Great video sir, You should get into continuous and isolated footings design

[@katiedietz8471]

What would this look like if the left end was a moment connection? they don't have a table for this one in the trusty ole steel manual.

[@ajmecacumu]

Hey Rich, I noticed bf/2tf is 7.41 for w10x15 in the property tables. Just wondering why the length to thickness ratio from table B4.1b calls for b/t and not bf/2tf? You are correct since I have it scratched into my steel manual from coolage, but no idea why b/t is assumed bf/2tf. I also have a scratched in note saying lambda = bf/2tf = b/t in the margins of table B4.1b in case that offers any insight. I just found eqn F3-2 on pg 16.1-49 defines lambda as bf/2tf but nothing further linking lambda to b/t in table B4.1b... wildly unclear to me! Cool job on your videos my man! You have my support, Team Kestava woot woot! -JD

[@geotechniq]

Really good, but it is more convenient if you can use the Metric system :), Btw, thanks for sharing.

[@brodeesmith]

great video

[@amirsoltani9171]

The short cut is that: W10X15 is a compact section.... no need to check it. They are defined on Z tables which one is and which ones not.

[@33cmane]

Hi, can you make a Video on Joist Girder Design?

[@Bobgavana]

Question - Why Lb is 15 feet if the flange in compression is braced by support and doesn't move out of plane?

[@countrylover3169]

sir how much load can a