Canadian Code S16-14-TEE section bending question
Canadian Code S16-14-TEE section bending question
(OP)
Hello all,
I have a question about a Tee section strong axis bending.
Have 2 load cases, both are simply supported beam and concentrated load in the middle,
One case the load is downward in the middle (stem in tension)
the other case load is upward and in the middle (stem in compression)
I am looking at section 13.6.(e)
My section is WT12x27.5 which is classified as flange 1 web 4
From the code I understand that I need to replace Mp with My for the second case where I have the stem in compression and use the the original formula Mr as it is in the code for the first case but I am not exactly sure.
Can you guys please confirm this or if I am wrong can you please explain where I go wrong?
Thanks in advance.
I have a question about a Tee section strong axis bending.
Have 2 load cases, both are simply supported beam and concentrated load in the middle,
One case the load is downward in the middle (stem in tension)
the other case load is upward and in the middle (stem in compression)
I am looking at section 13.6.(e)
My section is WT12x27.5 which is classified as flange 1 web 4
From the code I understand that I need to replace Mp with My for the second case where I have the stem in compression and use the the original formula Mr as it is in the code for the first case but I am not exactly sure.
Can you guys please confirm this or if I am wrong can you please explain where I go wrong?
Thanks in advance.






RE: Canadian Code S16-14-TEE section bending question
Which would mean using reduced section properties for both load cases (or reduced yield stresses, which is generally easier to accomplish)
RE: Canadian Code S16-14-TEE section bending question
Have two more questions now based on your answer.
First question: under 13.5(c) it says Mr should be determined in accordance with CSA S136 for class 4 sections, is this where I should calculate the Mr for my case?
Second question: If I had Class 1.2 or 3 Tee section, is my approach correct in the my first message?
RE: Canadian Code S16-14-TEE section bending question
For class 4 sections, it is easiest to use the formulas for class 3 sections from table 2 and the section properties of the section you want to use and back calculate a reduced fy to use in the regular formulas. It seems like more work to use S136
RE: Canadian Code S16-14-TEE section bending question
I just compared the laterally supported and unsupported class 1 Tee sections with clauses 13.5(a) and 13.6(e)
The laterally supported option gives more capacity using 13.5(a), I thought the unsupported clause would give less capacity?
Is that possible?
RE: Canadian Code S16-14-TEE section bending question
I got the class 1 2 and 3.
Do you have any example problems for a Class 4 section?
RE: Canadian Code S16-14-TEE section bending question
Option 2 would be to determine what b or h value works for your given t or w for the class 3 formulae, then calculate an effective section modulus Se using this newly determined b or h and use that in your capacity equations.
Option 2 always seems like too much work for me.
RE: Canadian Code S16-14-TEE section bending question
d=11.8in
bf=7.01in
tw=0.395in
tf=0.505
Fy= 248MPa
The flange is classified as Class 3 and stem is class 4
Since flange is Class 3, no need for a reduced Fy but for stem,
(d-tf)/tw=340/Fy
Fy= 11.295MPa
Is this how you do it? The reduced Fy is 11.3MPa?
RE: Canadian Code S16-14-TEE section bending question
RE: Canadian Code S16-14-TEE section bending question
RE: Canadian Code S16-14-TEE section bending question
In the code Cl 13.5a and 13.6e says T-sections shall not yield under service loads, what does this exactly mean?
I am still not that clear if i should use Mp or My for class 1 Tee section for both cases stem in compression or tension.
RE: Canadian Code S16-14-TEE section bending question
For a class 1 tee section you can use Mp. This is where the service loading comes into play more often than not, because Mp allows the entire section to yield under ultimate loading, however for service loading your extreme fibres must stay below fy which will often end up governing the section size.
Why the fascination with Tee sections?
RE: Canadian Code S16-14-TEE section bending question
I really appreciate for your every response.
The company I am working for purchased a structural analysis software and I am checking it out for validation. That is why I am asking all these questions about the Tee section, once I complete it, will get on the angle section.
RE: Canadian Code S16-14-TEE section bending question
I also hope that you do not take my word as gospel (although I think if I were to be leading you down a wrong path that one of the other bright individuals on here would be correcting me).
Which software if you don't mind me asking?
RE: Canadian Code S16-14-TEE section bending question
Your responses make me understand the code better, I think the code could be written more clear.
One other thing that I couldn't find on the code is that if you have a class 2 web and class 3 flange the whole section will be classified as class 3 section? This is how it works in Eurocode but couldn't confirm it on the Canadian code.
RE: Canadian Code S16-14-TEE section bending question
RE: Canadian Code S16-14-TEE section bending question
RE: Canadian Code S16-14-TEE section bending question
I have one last questions about bending of a Tee section.
If I have a class 1 or 2 tee section to check for bending and use Sy instead of Zy would that be wrong? If not wrong, would that be too conservative? (that last sentence in clause 13.6e "except that these sections shall not yield under service loads" just makes me uncomfortable using Zy for Class 1 and Class 2 tee sections.
RE: Canadian Code S16-14-TEE section bending question
RE: Canadian Code S16-14-TEE section bending question
RE: Canadian Code S16-14-TEE section bending question
I started working on the angle sections and currently checking the bending.
You said there is nothing for bending of angles in the Canadian code, I am looking at section 13.8.3 Member strength and stability, don't you think this section would apply to bending?
RE: Canadian Code S16-14-TEE section bending question
RE: Canadian Code S16-14-TEE section bending question
RE: Canadian Code S16-14-TEE section bending question
RE: Canadian Code S16-14-TEE section bending question
Looking at shear for an angle section, I think clause 13.4.3 applies, would you agree? If yes what is the rational analysis?