Thank you WannabeSE and KootK for your responses.
Chapter K shows tables with some connection types and their corrsponding checks (Equations.) I will see if we can use any of those connection.
I was asked if the cable can pentrate through both walls of the HSS and connecte it there (Still...
Hello everyone,
I am working to design a HSS beam that is subjected to tension load to one of it's web (attched the sketch) so there will be cable attached to the web
so need to check if the web can make it due to this load. The beam about 25' span simply supported
I believe I have to check...
Thank you Hokie93 for these information. I will study them.
WannabeSE;
You are correct, thats what he later told me was using, also was using an older edition of AISC so when I was searching for his number I could not see it anywhere in my 14th Ed. AISC.
Would you please tell me what is the...
KootK, I also believe this is the case as well.
Andriver, I also looked into that, but the angle is simply supported by bolt connection at both ends so k value should be equal 1.0 (if I am correct...) So I used KL=6.0.
The angle is connected to beams flanges at each end at different elevation...
Many thanks for Kootk and andriver for your replies. That's what I did, I went to AISC manual table 4-11 and took the ASD number for this angle. But one of the engineer works here told me my number is wrong and it should be half of the value. So, of course being a fresh graduate, I needed to...
Hello Everyone,
I have a simple question about the allowable axial load (Compression) capcity of a steel angle.
I have a steel angle used as a brace ( so the load applied to it as column... axially) What is the maximum capcity?
the angle is 4x4x1/2 and its 6 ft long.
Thank you in advance
Thank you guys for your answer. I found chapter H in the AISC that HSS Subjected to combined torsion,shear, flexure and axial force. Doesn't my case have flexure from the two loads ? one flexure from gravity and one from the wind ? I forgot to add this beam is a header, therefore I don't see any...
Hello Everyone,
I am reltivily new engineer. I am trying to design an HSS tube to resiste windload and gravity load at the same time. Can I design the member for each load case speratily ?
then if it passes both it means its okay? I am trying to use the AISC code for my design. Any help and...
I thought Picture No.1 and No.2 are steel beams (looking at the I shape ! ) .... My mistake if they are not...
As for Picture No.3 : I was under the impression that both flanges must be braced (Am I wrong?) .. If the top is braced continuously by the top flange, shouldn't the bottom flange...
@BAretired,
Here are a few examples I found on google search. Not necessarily shear plate connection, but what gets me thinking is long span beams without bracing against rotation...
I know we went through a lot of details here about beam bracing. But........ I have seen some steel beams drawings spanning without any brace and their end condition is a simple welded/bolted plate (Not moment connection)....and they are supporting a floor slab,,,, how is this beam stable ? no...
Thank you a lot Kootk and Jerehmy.
BAretired brings up the question that is running in the back of my head; If I had to design a new structure, how to locate these bracings, when will they be needed, when not needed (and why not.?).....
This is has been a good learning start point for me...
Hi everyone:
I am a recent graduate and trying to understand the beam bracing analysis/design.
I read in many texts that the beam flange needs to be braced otherwise it would buckle ( like a wave shape as we see in a column under axial load.)
Now my questions are:
If I have a beam...
