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About Gurudev

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    Mechanical Engineer
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    Actions on Structures

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  1. Hello forum, I was thinking, whether stainless steel can be a part of structural steel or not?
  2. But, final assembly will be done by client contractor .i.e., welding, bolting, erection etc. So how can we produce DoP, for the work done by other contractor?
  3. Application point of view, fabricated skids, base plates for skid column, some loose accessories are dispatched separately. They gets assembled (base plate welding to column, attaching loose accessories) on manufacturing site forming a single structure, but erection and assembly is in not in our scope, So we will have to produce separate DoP for each fabricated skid, every type of base plates for skid column, some loose accessories etc. Which I was thinking as single for whole structure.
  4. Yes, since I have no other reference, any way I am satisfied with your answers. For me as defined in EN1090-1: Thank you for the valuable comments. Regards Gurudev
  5. May be I could not interpret your last post. Do you mean after installation of skid you will call it as a structure, then we are on same track. Are we?
  6. Yes, every skid has its own foundation where it will stay forever. If you will call it as a structure, then currently there is no hEN for it, as I mentioned in the first post EN1090-1 is for kits and components.
  7. Agree with you. Yes. What is your opinion about our interpretation for kit and structure?
  8. Hello, So this will be called as a kit, right? Now if some one fabricate structure (completely welded structure & to be erected on site without any addn e.g., towers for antennas) completely in shop, it will be called as a kit (since it is not yet installed on site). And after installation on site this will be called as a structure. Am I right?
  9. Thanks for your comments, Whenever I post comment here I always expect your reply. Regarding 1090 they cover wide range of application hence difficult to understand. But they are covered under separate hEN standards eg. EN10025-1, EN14399-1 etc Also name of 1090 is execution of steel structure. Really confusing. I hope kingniro will add some imp points to this discussion. Thanks
  10. Hello, Is it a process equipment structure? (and machinery may be pumps or agitators) Any way in general, As you mentioned that machines are kept on level 1 then braces in between level 1 and 2 will not help to reduce vibrations. You will need to add bracings in between foundation (ground level in your case) and 1st level, since foundation acts as restriction to movement. (but make sure they are above operating height, if you need to access the level) Plane for addition of bracings will depend on the axis of rotation of your machinery shaft. If it is vertical then you will have to provide bracings in both vertical planes and if it is horizontal then in single vertical plane (perpendicular to axis of rotation) is sufficient. But to ensure the adequacy, you will have to go for calculations. Also refer following document on google "Foundations for Dynamic Equipment ACI 351" open the first link "researchgate" it is really basic and useful. Hope this will help.
  11. Hello forum, I have few doubts about Execution of steel structures for CE marking. Title of h'EN standard 1090-1 is "Requirements for conformity assessment of structural components" Why it is not "Requirements for conformity assessment of steel or aluminium structure"? Also Scope of 1090-1 says " this standard specifies conformity assessment of performance characteristics for structural steel and aluminium components as well as for kits placed on the market as construction products" where, components refer to structural beams, columns and hardware etc. kits are set of structural components assembled and installed on site Structure is assembled system of structural components So what is the difference between kits and structure??? Actually we are concern with modular process skid in steel which will be fabricated and assembled at a place other than Europe except some parts which will be assembled (welded or bolted) at erection site in Europe. So is our product a kit or structure? Please share your views. Thanks in advance GSP.
  12. Hello, I have one basic doubt regarding base plate design Is embedment length required for calculation of base plate and cross section area of anchor bolt. I think it is required only to calculate pullout capacity of concrete foundation(please correct me if i am wrong). Actually my aim is to calculate only base plate size (thk x width x length) and anchor bolt size (diameter only). Please share your views.
  13. Hello once again. I am designing a crane bridge girder with capacity 10T, span 12m and running on bottom flange (1st time) according to CMAA74. It will be box section made from joining plates. I have made the calculations for the global and local stresses, as well as checked the combinations. But I have doubt, when shall we use the intermediate stiffeners (diaphragms). Section tells the requirements when h/t>240/(tau)^0.5 and buckling stability requirements as per section 3.4.8 are not satisfied. I am not able to interpret the section 3.4.8; My interpretation for section 3.4.8 is as follows (please correct me) "If ϑB>DFB, then no stiffeners (diaphragm) are required." I have tried many combinations with many load cases(with comp and shear stress close to their allowable limits), but never found the requirement for stiffeners according to section 3.4.8. Please do reply.
  14. What is your opinion about use of backing plate? Thank you for reminding me.
  15. Hello once again, I was looking for fillet joint with dihedral angle 135 degree. As per eurocode 1998-1-8, fillet weld with dihedral angle greater than 120 degree shall be designed with reference to Design by testing EN 1990:Annex-D. Now to avoid this testing, I have decided to go with full penetration single bevel weld from one side since it is practically not possible to weld from both sides. Also other side of welding need not to be clear i.e., excess penetrarion spatter may be allowed at root of joint, hence I have decided to weld FPW without backing plate. Please see attached image. Is this ok to treat the joint as FPW for design? Thanks and Regards GSP