Gurudev

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About Gurudev

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    Advanced Member

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  • Gender
    Male
  • Location
    India
  • Occupation
    Mechanical Engineer
  • Expert in
    Actions on Structures

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  1. 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.
  2. 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 3.5.4.1 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.
  3. What is your opinion about use of backing plate? Thank you for reminding me.
  4. 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
  5. Thanks for your prompt reply. Yes though its interpretation when it is linked to design we have to be carefull and not even overdesign. Also what is your opinion about this
  6. Hello As per A.3 Consequences classes of buildings: CC1 is used for Single occupancy houses not exceeding 4 storeys : How do you interpret it? I was thinking "Single occupancy" as single family; but one of my friend says it should be taken as 1 person only. But 1 person for 4 storey sounds strange. Another criterion: "Buildings into which people rarely go, provided no part of the building is closer to another building, or area where people do go, than a distance of 1.5 times the building height." How to interpret "people rarely go"? Is there frequency defined anywhere? Does it mean the surrounding area shall be prohibited for people for 1.5 times building height? I think it should have been people rarely go??? "Single occupancy houses not exceeding 4 storeys" shall also satisfy the last criterion i.e., surrounding area shall be prohibited for people for 1.5 times building height? Please share your views, also tell any reference with more info about Consequence classes interpretation, if any. thanks and regards Gurudev
  7. Sorry for the delayed response, As per "4.5.3.3: Simplified method for design resistance of fillet weld" for S275; Design weld resistance per unit length will be "467.314*a [(430/1.732)*(1/0.85*1.25)*2*a]" I have taken design value of the weld force per unit length as full strength in tension i.e "275*t" So in this case k will be 0.588 But I think my approach is wrong as Design weld resistance corresponds to shear strength of the weld, Design value of force shall also be shear strength of plate : 275*t/1.732 Now in this case k will be 0.48 again. Which is same as we got according to "4.5.3.2 Directional method". Gurudev
  8. And what is your opinion about this?
  9. Hello Actually I was looking for moment connection and P358 refer to simple connections only. So I referred P398, but there is nothing mentioned about design steps for beam to column web connections, also how to evaluate resistance of column web in this case which will be critical (I guess). Regards Gurudev
  10. Hello, My doubt is about requirement of column stiffening As per EN 1993-1-8, 4.10(3), requirement of column stiffened is based on geometry of column and beam and their material. But in cases where reactions to be transferred by joints are less and resistance of flange and web of column is adequate, still do we need to provide stiffening to joint? Also when beam is connected to column web, how to decide whether joint need stiffening or not. Effective width formula is only for beam(plate) connected to flange of column. Can anyone tell me document with guidance on "beam is connected to column web". Regards Gurudev
  11. Where is the spreadsheet? Please mail me, if you have the spreadsheet to gurudevpatil112@gmail.com Thank you in advance.
  12. Thanks for the document. When we calculate same for S275 with "4.5.3.3 Simplified method for design resistance of fillet weld". The k factor comes out to be 0.58. What is your opinion. Also as per EN 1993-1-8 4.1.(1) "The provisions in this section apply to weldable structural steels conforming to EN 1993-1-1 and to material thicknesses of 4 mm and over. " "For welds in thinner material reference should be made to EN 1993 part 1.3." So I think table 4.1 of your doc should revised for the same. Regards Gurudev
  13. Hello forum, We want to increase the capacity of existing working crane as part of expansion. For this purpose I have checked column of building supporting the Gantry girder(GG). They are ok. Now as far as GG is concern it is hot rolled I beam with channel section (open face down) from top, but this current GG size is not ok for for the increased capacity. Now task is to increase the capacity without changing existing GG set-up (without breaking and replacing it with new increased size GG), addition is allowed to current setup(only for GG, no addn columnn will be added) So does any one have idea how It could be done? Please share any refference examples from document or book or it's link for manual calculations. I am planning to add hot rolled I beam from bottom to existing GG with flange of existing bolted to new one. Refference may be from any national code or book. Thanks in advance.
  14. I would say you have summarized our discussion in this post and cleared almost all doubts. Pleasure to discuss with you. Hope you won't mind for any more doubts. Thank you.
  15. Right king nero. Thank you once again. Also according to EN 1090-1, 4.5.4 on Page 11 "The requirements to resistance to fire of a component is under the responsibility of each Member State and is generally dependent on the type of structure/building it will be in, where in the structure/building and finally its function in the structural system." So there is no specific code but its purely our judgement. Am I right?