Hi Kiwi,
Thanks for the feedback and the massive 600ton example.
So to claim full compliance with the welding code, all these (very similar but) unlisted steel should have its own qualified WPS.
If I rephrase my requirement slightly different:
On the basis of producing safe & strong welding...
We used a lot of S355J2, St52.3, & EH36 for main structure. We also used A36 & SS400 for non-critical structure which are welded to the main structure. Out of curiosity, I checked into these two welding codes. Only SA36 & EH36 (AWS D1.1) are 'officially' listed in these code.
1) We have WPS...
Below is my question:
A steel of 200Mpa yield, when loaded to:
Case #1)
Stress1=stress2=stress3=400Mpa (compress)
Strain1=strain2=strain3
= 0.1% -0.3*0.1% -0.3*0.1% (Elastic strain)
+ A% -0.5*A% -0.5*A% (Plastic strain = no flow = 0)
= 0.04%
Or 0.08%? (After yield, continue to deform...
Hi desertfox,
Thanks for the lecture link.
I do understand about the point in Mohr circle & non-yielding (for uniform compression).
What I am having doubt is on the strain response.
Will the cube compressed elastically & infinitely as per calculation ie 0.08%
or will it be retarded at 0.04%...
Below is my question:
A steel of 200Mpa yield, when loaded to:
Case #1)
Stress1=stress2=stress3=400Mpa
Strain1=strain2=strain3
= 0.1% -0.3*0.1% -0.3*0.1% (Elastic strain)
+ A% -0.5*A% -0.5*A% (Plastic strain = no flow = 0)
= 0.04%
Or 0.08%? (After yield, continue to deform elastically)...
