How to Design a Steel Column

Step-by-Step intro problem to designing a steel column by a professional engineer. In this example we use a rectangular HSS member as our column and the AISC manual to get things designed. Enjoy!

[@nabindahal8043]

Thank you so much Kestava. I appreciate it. Great example.

[@WG-ft6tz]

Thank you for the video. I find it confusing that table B4.1a has a column for width to thickness ratio instead of lambda. I shape property tables list b/2tf for compaction criteria, not to be confused with b/t for table B4.1. Both B4.1 and the properties table manage to avoid using the bass lambda symbol, at least in the 13th addition.

[@chris12159]

Best channel for PE exam prep, than you Kestava, Just some small questions. 1. At 19:06 , b minus 3t you said their is description for that in the book. Can you help me point out where is it? 2. Also I'm on 15th edition, does the book take out Q for the slenderness member instead if use the same Fcr for FB to LB only manipulate be...is my understanding correct? thank you

[@syriandamascene678]

Thank you sir

[@Kestava_Engineering]

Syrian you're absolutely welcome!

[@filipimarcondes9986]

Thanksss

[@structureclass2829]

Enjoy your videos, hope you keep it up! They're very practical and design-oriented which is nice. Suggestion: Could you do a video on either sheet pile wall design or design of deep pile foundation?

[@Kestava_Engineering]

I just designed a tunnel with sheet pile walls, and another project with deep pile foundations! coming right up

[@structureclass2829]

@@Kestava_Engineering Awesome looking forward to them!

[@Fuzzlecakes1]

Hi Kestava, REALLY glad that I stumbled on your channel. Think you can make a video example for 1. design of a steel tension member and 2. designing a member with multiple segments, all having varying moments and axial loading (some with tension, some with compression)? Great work again, much appreciated!

[@Kestava_Engineering]

oh baby Fuzzlecakes I like the sound of your suggestions! consider them added to the list!

[@Fuzzlecakes1]

@@Kestava_Engineering design criteria would be the member would be one continuous member, as opposed to optimizing each segment. Thanks again!

[@ma93-]

Great video as always. however, if you used table 4-22, you would get the same compression strength of the member in a few minutes.

[@Kestava_Engineering]

Great point!

[@MohammedHosni-zz2tr]

the section is RHS not SHS, Thank you for your lecture

[@Kestava_Engineering]

not sure i follow? are you talking about the HSS member?

[@nabindahal8043]

If we have a Z- cross section column having x, y, and z axis, could you please let me know if it buckles or not if it does than about which axis does this buckle about?

[@Kestava_Engineering]

Hi again Nabin - send me a cross section of your member via the email i have linked on my channel and ill see what i can do!

[@michaelmolter6180]

Is that A36? Haven't seen 46 ksi steel yet. Or does HSS just have a different designation, something like A500/1.

[@structureclass2829]

One nitpicky point of constructive criticism, you say at 9:15 "the Fy is 46 ksi because the section is rectangular". This would be a good opportunity to explicitly reference Table 2.4 which says 46 ksi is the preferred material specification. Also other assumptions behind the tables with Design Values for K: In addition to perfectly plumb column, the column has no residual stress (All rolled sections have some level of residual stress) and the load is applied exactly over the centroid of column.

[@Kestava_Engineering]

Logan, Such great points! I talk about KSI values in my steel manual tips and tricks but should have referenced back! for residual stresses in steel ive learned that the AISC accounts for this when stating what steel grade we can assume for our section. Ive also heard phi / omega take this into account.

[@structureclass2829]

@@Kestava_Engineering I looked back at it and you're right. Apparently the main difference for the theoretical and design Effective Length Factors is that the end conditions are never as idealized (can never or very rarely have a perfectly fixed or pinned condition). Always good to get the refresher! thanks for the good catch.

[@josemontemayor7742]

Which version of the manual are you using? Thanks for your videos

[@Kestava_Engineering]

14th edition - the red one

[@MARV3L3DGAM3R]

Can anyone locate the Q information in AISC 15? or does AISC 15 have all this compressed down?

[@harigovind2968]

can you make a video on design of inclined columns particularly when a canti lever beam is extended from its free end

[@Kestava_Engineering]

ooooooo thats a nice idea!