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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, 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.
  2. 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.
  3. 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?
  4. 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.
  5. 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
  6. 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.
  7. 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.
  8. 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.
  9. Hello again I have one more doubt about "Test to determine slip factor", Annex-G from EN 1090-2 For fifth specimen of test it says that "The fifth test specimen shall be loaded with a specific load of 90 % of the mean slip load FSm from the first four specimens (i.e. the mean of eight values)." Does it mean we have to load the specimen directly to 90% load or gradually to 90% load?????? since the clearance for holes is only 2 mm & i don't know but this direct 90% load may lead the bolts to come in direct bearing with plate, So i think think it may be 90% gradual load but I would like to see others views
  10. We also follow same technique but when it comes to documentation, we must be ready with all justifications. Anyway thanks for the suggestions.
  11. Thank you for the prompt reply. So you mean, if it would have been from C4 & C5 class imposed load category (EN 1993-1-1), then i would have to consider dynamic effect, is it so? In slip resistant joints, four classes of friction factor "myu"are specified in EN 1993-1-8; Now the criteria or conditions for these 4 classes are mentioned in EN 1090-2. IF this criteria or condition are different from actual practice, we have to calculate "myu" value from test according to EN 1090-2 annex-G. this derived value will be used for calculation, right? Now what is the range of the "myu" value obtained from testing? Since if test will give value 0.05 for myu , is it acceptable for code?
  12. Hello, I want to design bolted steel staircase (access for multistory chemical skids), which involves bolted joint subjected to shear (e.g., flight members to tie members of landing floor). Now the doubt is whether to define this connection as bearing type or slip resistant??? According to EN-1993-1-8, 2.6 Where a joint loaded in shear is subject to impact or significant vibration one of the following jointing methods should be used: -welding -bolts with locking devices -preloaded bolts -injection bolts -other types of bolt which effectively prevent movement of the connected parts -rivets. Now my boss is asking show me in code what is the meaning of Impact? Now from EN 1991-1-7 Impact is impact from road vehicles (excluding collisions on lightweight structures) (see 4.3); impact from forklift trucks (see 4.4); impact from trains (excluding collisions on lightweight structures) (see 4.5); impact from ships (see 4.6); the hard landing of helicopters on roofs Does walking on stair could be considered as impact? I mean is it really necessary? I will be pleased if experts will share their views. Thank you.
  13. Dutch Any way thank you I will try it with google Dutch to Eng translator.
  14. Hello, I have one doubt..... Lets say I want to make T joint both side fillet welded from 8 and 16 mm thick plates ; now I can make 2 arrangement: 1) 16 mm plate horizontal and 8 mm plate vertical (both side weld to 8 mm plate) 2) 8 mm plate horizontal and 16 mm plate vertical (both side weld to 16 mm plate) so for both cases (both side) fillet leg size will be 6 mm (0.5*8/0.7) or it will be 6 mm(0.5*8/0.7) for case 1 and 8 mm (0.5*16/0.7=11.43 mm but smaller plate being 8 mm thick) for case 2 ??? I am a bit confused?
  15. Hello As per eurocode only 8.8 & 10.9 grade hardware are allowed for preloaded joint application. Even Stainless steel hardware is also not used for preloaded joint application. What could be the reason for it?