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    Actions on Structures

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  1. 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
  2. Sorry for the delayed response, As per " 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 " Directional method". Gurudev
  3. And what is your opinion about this?
  4. 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
  5. 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
  6. Where is the spreadsheet? Please mail me, if you have the spreadsheet to Thank you in advance.
  7. Thanks for the document. When we calculate same for S275 with " 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
  8. 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.
  9. 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.
  10. 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?
  11. Thank you King Nero for your prompt reply. When it comes to justification of NPD(don't know whom shall be given) where I could find criteria or there is no such criteria or it can be decided in between buyer and manufacturer??? Application is crane to be mounted in shop(small scale). Also when we produce DoP as per EN1090-1, where do we submit it. Definitely to buyer of product, and is there any separate gov authority for it. Since EN1090-1 don't discuss about this. Thanks in advance.
  12. Confirmity assessment according to EN1090, requires Declaration of structural characteristics of which "reaction to fire" is one of the characteristics. As per EN 1090-1, EN13501-1 gives classification of reaction to fire (eg., Class A, Class B..... , Class S1....... etc). But it does not give requirements or criteria depending upon the end-use application. If there is no criteria (personally don't know) then, what is the significance of declaring its performance. Please share your views, Thanks and regards Gurudev
  13. Thanks Mr. ReinisGailitis for the reply, sorry i am quite late. Now my interpretation for material selection is as follows: If I have i/p like min air temp, thickness (from design of member). By reference to table 2.1, max permissible thickness will be selected for the reference stress range given in NA [e.g., 0.75fy(t) for BS NA]. Am I right? My doubt is how to maintain this stress 0.75fy(t) [0.75y(t) for BS NA] Do i have calculate this for accidental action Ted with the help of equation 2.1, EN1993-1-10 for every member. Now If there are thousands of members subjected to tension, do we have to check and maintain stress for each member? Since if i am using software for design, generally it show result in terms of value of equations according to EN1993-1-1, maximum stresses in member but not the ratio of actual stress to yield. So in this case I will have to check ratio manually for each member. OR Could it be so that if my design is satisfying all equations of EN1993-1-1, and i know the reference temperature & max thickness of members lets say -10 deg C and 45mm for S235 grade. So from table 2.1 for 0.75fy(t), for above parameters max permissible thk is 40 for JR and 60 for J0 So the right choice will be S235J0??? Please comment & share link of references like video lecture or literature if any to understand the topic as well.
  14. Hello, Can any one tell me what are the codes for design of steel structure in Egypt. Also how to account for seismic load i.e., seismic zonal map, soil condition, PGA, method of analysis etc.? When I searched it on google, I found few research paper but no official code or link for the code? Any help will be appreciated. Thanks in advance.
  15. Hello, As per new amendment of EN 1993-1-1 , determination of execution class is now must be selected from Annex C of EN 1993-1-1. Inputs required are Consequence class, Type of loading. type of loading also include Seismic ductility class DCL, DCM or DCH. Now i was searching for how to select ductility class? EC8-1 tells for steel structure DCL can be selected in case of low seismicity i.e., PGA less than 0.08g. Now my question is it the threshold value by code or recommended criteria? 1) Can we design a steel structure with PGA greater than 0.08g as with DCL? 2) Also could any one suggest or upload any document related EC8 with good explanation but short and interesting regarding ductility class, behavior factor, type of spectrum etc particularly for steel structure. Too many demands but will be glad if someone could help me. Thanks in advance.