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  1. MikeG7

    TEMA RCB-8 Flexible Shell Element

    Sure Mike and thanks for your input (not just on this thread but generally).
  2. MikeG7

    TEMA RCB-8 Flexible Shell Element

    No issue - thought I'd just share the details with you. The issue arises when the shell side prime pressure (P's per A.153 of Tema 9th Ed.) comes out negative sign (indicating compression in the shell). This is used in determining the force (and hence displacement) to be applied on the flexible...
  3. MikeG7

    TEMA RCB-8 Flexible Shell Element

    Hi Mike (SnTman). I have been doing the calculation per TEMA 9th Ed. I would also now like to compare with ASME UHX but I am aware of the differences accounted for in ASME UHX (being a more rigorous and updated method) taking into account the stiffness of the tube bundle and the resistance of...
  4. MikeG7

    TEMA RCB-8 Flexible Shell Element

    Good day all. I am puzzled by the applied loadings used to check the stress in the flexible shell element (FSE) of a thick joint per "TEMA 9th Ed. 2007". I have followed the procedure to determine the equivalent pressure due to expansion, equivalent shell-side pressure and tube-side pressure...
  5. MikeG7

    Bottom sketch plate width per API-650 Paragraph 5.4

    [2thumbsup] Thanks Geoff! What I needed exactly
  6. MikeG7

    Bottom sketch plate width per API-650 Paragraph 5.4

    Thank you both for your insight. Would anyone be kind enough to provide an actual photograph of a 3-lap joint (the image from the Code is rather baffling my brain!)
  7. MikeG7

    Bottom sketch plate width per API-650 Paragraph 5.4

    Hi All, Paragraph 5.4 from API-650 says that the minimum width of sketch plates should not be less than 1800 mm unless purchaser agrees. For my particular application, I am using 2m wide plates, 6m long. The tank is 7m inside diameter. For the center plate on the bottom I use the full 6m long...
  8. MikeG7

    API-650 Uplift Load Cases Table 5.21

    Alright, I get the distinction now and the reason for it being the flexible base. Thank you both HTURKAK and JStephen. It has been interesting & insightful.
  9. MikeG7

    API-650 Uplift Load Cases Table 5.21

    I should just follow the code, but I find a nagging question in my head about the reasons behind it all! You make the important distinction about the portion supported by the shell in W2 term. With a column-supported roof, only a portion of the roof weight is supported by the shell and the rest...
  10. MikeG7

    Bio sludge Tank

    The bulging is due to weight of sludge and pressure, exceeding the original design or due to some manufacturing issues. The spacing of supports for that diameter looks inadequate, depending on the height of tank. Now that it is bulged, it can get worse with time as corrosion take place (in 30...
  11. MikeG7

    API-650 Uplift Load Cases Table 5.21

    Hi All In the Table 5.21, for uplift load cases, it is written for W1 and W2 definition: - W1 = is the corroded weight of the roof plates plus the corroded weight of the shell and any other corroded permanent attachments acting on the shell W2 = is the corroded weight of the shell and any...
  12. MikeG7

    AWWA D103 TANK SEISMIC DESIGN FACTORS

    I see now that the 1.4 factor is found in the differences in the value of 'R' between the different standards. It makes sense - thanks
  13. MikeG7

    AWWA D103 TANK SEISMIC DESIGN FACTORS

    Hi All Reference tank design for seismic to AWWA D103 standard: I'm a bit puzzled trying to understand the wording included in the above standard under Section 14: Seismic Design. It says: "The design design seismic forces have been reduced by a factor of 1.4 and shall be used with the...
  14. MikeG7

    Skirt material for column

    Hi r6155 and SnTMan Thanks for your repies. "I assume that you have the material test report of this non ASME material and marked with the manufacturer’s name and identification in the plate." - Yes I have the material reports, this material is manufactured to EN 10025 and below is an extract...
  15. MikeG7

    Skirt material for column

    That's got me laughing. But seriously, if there is something "wrong" with using structural material I would appreciate a heads up. I've seen the use of structural steel as supports or skirts specified in other specifications from reputable and established international organizations where the...
  16. MikeG7

    Skirt material for column

    Kind of a double thing here - spec sheet says design to ASME and ASME says skirt material not required to be ASME II listed material. Other comments above seem to concur this. Sure, the user can reject it if it's in the contract that all material used must be ASME II material, regardless of the...
  17. MikeG7

    Skirt material for column

    Yes most definitely wind is part of the design and there would be stress in the skirt from wind. What must the user be informed of exactly? That there is tensile stress? What I'm trying to establish is the allowable stress (in tension or compression) against which to base the design on for a...
  18. MikeG7

    Skirt material for column

    Thanks, I hope luck has nothing to do with it! I still have this query what is meant by "of weldable quality" by ASME UG-4 (b) if anyone can offer advice on that and on what is meant by "similar" material in terms of determining the compressive stress.
  19. MikeG7

    Skirt material for column

    We already have the material Mike so I was trying to determine if the material is appropriate, and if it is out of the jurisdiction of the Code. TGS4 has said it is out of the code scope, so now I need to establish a basis that it is weldable and what it's strength is if it is not at room...
  20. MikeG7

    Skirt material for column

    Both S355JR and SA-516 Gr 70 are readily available - higher cost with the graded material but probably more leaning towards the higher yield capacity of the structural steel.

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