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Hi I work for a company undertaking first works to D1.1 (Aramco requirement). We normally weld to ASME IX or EN 15614 We are welding skid bases of which a typical corner weld is as attached (CJP with back gouging - single bevel groove weld 4 P99 2020 Ed). S355 J2 material Am I correct that 1)...

Got side tracked with other issues thanks for replies. My gut was that it had to be consistent units and that is what I applied

Thanks to both of you Thought it was worth checking, I noramlly design pressure vessels so didn't have a feel for "normal" values

Hi I have a query regarding unit of required area given by equation in 5.10.5.2 I have a very small tank design to API 650, diameter = 3m height = 4m If I use units for equation, D (m), p (kPa) (value 1.87), Fa (N/mm2/ Mpa) (value 160) I get a required area of 0.08mm2 Can this be correct...

I work for PED certified vessel manufacturer in UK and our notified body says that all PED relevent documentation is to be kept for 10 years - material certs, NDT reports & personnel records, test reports, welding records, PED declarations of conformity & other info required by Annex D. Not...

Many thanks for your answers I think Fawkes has hit nail on head as far as I thought. Our 97/23/EC qualification (Module H) requires us to show a quality control method as applied to pressure vessel design and fabrication and show sufficient knowledge to enable us to self certify vessels. I...

Thanks for reply - I realized U stamp for ASME vessels but did not know requirements may change in 2007 issue. This is released this month isnt it. I'm trying to get a feel for how difficult U stamp is to obtain, knowing the experience that we have in uk fabrication (we have made non-stamped...

I work for uk vessel fabricator - ISO 9001 and PED certified. We are looking at obtaining U stamp and would appreciate comments on the difficulty of this and how long such certification takes. We generally sub contract design, NDE (though I am qualified mech eng and have done many vessel...

Hi A question concerning peoples experience about combined stress limits for local loadings due to attached piping. I am undertaking with a colleague a piping analysis for which blast loads have been specified. As is usual the terminations at the vessel have maximum loads specified by the...

many thanks jt not something I 've really bothered with myself, I generally use PD 5500 which just does not allow thin ends, but the results I get show its something I shall keep an eye on in future Andy

Firstly, apologies for originally posting as a reply to thread 794-71353 instead of starting a new thread, can you delete an incorrect reply? my question there seem to be a number of discrepancies in (f)(1) in my copy of code 2001 A03 can anyone clarify ? subsection d) I assume 'T' in...

Many thanks I suspected must be the case but did not think of (K+1)/k It makes a large difference. So much so that at their low set pressure of 7.5mbar all the existing openings are too small maybe they will have to investigate other options ak

I met end user on Friday and confirmed must go with existing manways at present. Also noticed that equation 3 does not make sense because k > 1 , P2^(2/k) always less than P2^(k+(1/k)) and hence SCFH value incalculable (root of -ve No.) Is this a misprint? should it be (P2/P1) raised to power...

Lid fully opens to allow full flow, and so may be designed as orifice plate but it would be nice to compare with API 2000 capacity equation 3 so question abot 'k' definition still there. The end user is stuck with whats there for at least a year until next shutdown ak

Too late, unfortunately. The client added the hatches and thought about the design later. So still after definitions ak

Hi I would welcome any insight into how to calculate the capacity of a manway used for emergency relief. Situation - I was originally asked to calculate counterbalances for vents to be added to existing tanks - hinging and couterbalancing of the manway, (requested by UK HSE). They have now...

Thanks for your responses. It seems that I have been conservative, using the lower of PED or code stress for internal pressure. My colleague spoke to HSB and they now seem to be in agreement with the 'whole code' method but they insist that the test pressure must be at least that given in ESR

Hi I would like to here of other peoples' experience on the use of PED design stresses , ESR 7.1.2. At present I use these stresses and the required joint coefficients only for shell internal pressure calculations, as these are the only general membrane stresses. For local load,external...