Hi Qlug, You can do a hand calc and come up with VM stress (von Mises stress) yourself. You just need to borrow the equation from any Structural or Mechanical engineering handbook (like Roark's Formulas for Stress and Strain), and go from there.
In some handbooks you can find the equation you...
Thank you so much "boo#1" for sharing the GL document. I am familiar with marine lift concept and its governing codes, and I've been doing this job for a quite while.
All I'm asking for is some help to build a logic to respond back to the argument made by my installation company.
Thanks Duwe6 for your response.
It seems we all agree on 100 kips value for SWL.
The challenge I am facing is coming from the Installation contractor who has the vessel to install my structure offshore.
I mark the padeyes with SWL=100Kips. According to them, they are NOT allowed to lift the...
TomasAron, Thanks for your response.
Regarding the pad eye angles, I agree with you. As a matter of fact, the way I positioned the pad eyes on the structure, minimizes any out of plane bending. Basically I rotate the pad eyes on the fashion that each diagonal pair of pad eyes fall in a plane...
Hi everyone,
There is some argument comes up at my office every so often about the safe working load to be marked on the pad eyes.
I have a structure to be installed offshore in GoM (Gulf of Mexico). The governing code to design the structure is API RP 2A-WSD. (By WSD I mean Working Stress...
@JStephen, Lifting lug is for handling purposes only, and pipe is not presurized during lifting/handling.
I am asking about any requirements for this weld in terms of Design criteria, welding, and tests (NDEs), the pipe will be presurized later. So, to me this weld is slightly different thant...
Hi, I am going to weld a structural lifting bracket onto a pressure-containing pipe.
I know ASME B31.8 calls some requirements under clause#831.3.5.
Few questions:
1-Is there any other codes call the resuirements for the design, application, and testing for such setup? If "Yes" please...
@LittleInch, My DNV calcs was based on DNV-RP-B401 OCTOBER 2010, Modified on April 2011. I looked at DNV website and it was the latest one. Thanks for your response.
Hi, Has somebody done the CP calcs per both DNV-RP-B401 and NACE-SP0607?
I am wondering why the results are soooo different per these codes. For the same surface area DNV comes up with waaaay higher number for anodes comparing to NACE. (i.e. per DNV B401 you need 13 of 150lb anodes but per NACE...
g550,
1-I think "Retrival" would be another case you want to take a look at it.
2-To me 15 KN/m2 =313 psf, that's a good soil for subsea, but if you have skirt plates below your mudmat, just chack it for the penetration, and make sure penetration could happen.
Thank you GregLocock, I am kindaa familiar with the natural frequency and natural period of structures. I understand that if the impact time is pretty close to Tn (natural period of structure), then the resonance will happen. Just 2 quick questions:
1-If the impact time is less than the Tn ...
Hi, I am re-posting this question.
One of the design requirements for my offshore structure is an impact from a mass with a given velocity. (Mass and Velocity are given.)
I am looking for a realistic way to translate that "impact load" into an "equivalent static load", and geting rid of doing...
Hi,
One of the design requirements for my offshore structure is an impact from a mass with a given velocity. (Mass and Velocity are given.)
I am looking for a realistic way to translate that "impact load" into an "equivalent static load", and geting rid of doing any impact dynamic analysis.
Here...
I know IWRC is standing for "Independent Wire Rope Core", but I need to know what "E" is standing for in "EIWRC". My first guess would be Extra, but I'm not sure at all.
So please let me know what "E" is standing for, and what it means in terms of differences between IWRC and EIWRC.....
Is EIWRC...
