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  2. HI, I am fresher in the field of structural consultancy services. I just came back home after completing my M TECH(structures) due to some family concerns, so i registered my name in nagar nigam hq Raipur. Luckily i got a project to design RCC road over bridge. Please can any one guide me in designing the structure. It will be helpul if anyone can send me some refernce excel sheet or staad file for designing the RCC road over bridge. Also IS code names. please help I did not find the right solution from the internet. References: Motion graphics video animation company Thanks
  3. HI, I am doing IDA (incrementa dynamic analyses) on the same MRF frame but with different beam-to-column connections typologies... and for each of the connections typologies the MRF presents a different fudamental period... my problem is, when I check the maximum drift ratio (0.04 rad in my case) versus the spectral acceleration the MRf with the higher fundamental period, achieved the limit drift ratio for a higher spectral acceleration and I think that should be the opposite because a higher fundamental period means a lower stiffness of the structure.. I am taking the drifts from the relatives displacements in the IDA envelope...Anyone knows what could be the problem here? please help I did not find the right solution from the internet. References: Product video production company Thanks
  4. Dear All, Expecting a reply from the seniors, Regards, Saikiran Gone.
  5. Last week
  6. L/3 is a little much, it means that only a portion of your footing is in compression and a portion of it is not bearing at all... Have to be careful with that type of design. By using L/6, the load is effectively falling within the kern area of your footing and the soil beneath your footing is in some form of compression. Dik
  7. Dear Sir's As per soil report for one of the project, we received the following information regarding concrete class in below ground: Based on the test results, the materials tested are classified as Design Sulphate Classes are DS-1 (Total Potential sulfate < 0.24%) and the BRE Aggressive Chemical Environmental for Concrete (ACEC) class is AC-2r (for pH <5.5). These classifications can be utilized by the structural designers for the design of concrete elements in contact with the soil. How exactly to inform the contractor to follow this class. Do we need to indicate any special cement type or special design mix? What exactly the above recommendation different than simply specifying the M25 concrete. Please suggest any information to get knowledge on the above concrete class if possible. Thanks, Regards, Saikiran Gone.
  8. Earlier
  9. Hello If you are still looking for steel connection design software, i can recommend you IDEA statica. You can create any type of connection with it. The software checks the connection via FEM.
  10. Hello forum, Which countries National annex (NA) for EN 1993-1-1 refers to reliability class for selection of Execution class(EXC). I have seen couple of NA which address consequence class for EXC selection.
  11. First, some extra info: *calculations should be made according the eurocodes *calculations are made by Scia Engineer software Some levels have 6 appartements. I made 1 loadcase for each unit. In total I have - 54 loadcases (var load) for the floors + 1 var loadcase for the roof (split in office, appartement and roof cases) - snowload on the roof - windload for each direction - 1 fixed loadcase for fixed floor and roof load In theory, every loadcase (= load for a unit) should/could be combined with any other loadcase. For a normal (linear) calculation, this isn't a big problem. The calculation doesn't take to long. But the building has also masonry wall (load bearing). I should model these as non-lineair "only pressure" wall-panels in the scia software. For this I should also make non-lineair load combinations. I have done this before: explode the lineair combinations (ULS and SLS) and use these exploded combis for the non-lineair calculation-combination. But this was for a smaller project. For this project, when I want to explode the lineair combinations, I got the message I will have some 100.000 combinations. And this will take a very long time the create the combination. It still was'nt ready after 30 minutes. So, When I should start a non-lineair calculation with all these combiniations, I will take forever to calculate. Is there something I can do to speed this up? Taking loadcases together? Lets say: taking together all "unit xx1" loadcases for each level. Were xx is the levelnumber. For the creation of the non-lineair combinations, I could also illiminate the non-critical combis but then I have to look for these. Anyone have suggestions?
  12. Eurocode allows rectengular spread foundations eccentricity L/3, but in the same time it is recommended to keep the eccentricity much lower - L/6. How do you handle this rule? I am interested how do you design spread foundations of columns who have little self weight, but huge wind loads.
  13. Do you mean the ground beams or the strap beams connecting the eccentric footings. You can include both in your model, and include them in the lateral system group (MRF).
  14. STAAD Pro v8i software does not have this option (rigid or semi-rigid diaphragm) while ETABS 2016 and SAP2000 both have this option - thus compliant to Ch. 12 of ASCE 7-10 or ASCE 7-16.
  15. Yes, I think so; just like provisions in the American design code ASCE 7, NOT allowed in high seismic regions.
  16. If not satisfying lateral method, you should use the modal RS method.
  17. The term special moment frame is NOT used in EC8, it is an American term used in ACI 318 and ASCE 7-; you would rather say frame designed to DCH (ductility class high); to answer your question, yes for strength design of plate and anchor bolts; for service check (such as deformation and/or rotation), use only the unfactored load.
  18. The collector may either be a secondary member of the lateral system or it may be the primary member - EC8 has design guidelines for both ; You have to be specific which member it is.
  19. The seismic shear force is always a function of the seismic weight (the total weight considered) of the structure which is usually equal to DL + SDL + 0.25LL. If you are using the equivalent lateral method (refer to of EC8), you then distribute the shear to each of the levels defined above the base; in your case there is only one level from the base which is the eave level or the roof beam level, so you apply the full magnitude of the shear there.
  20. Eurocode 2 is most probably mistaken but in older BS code it was correct.
  21. Did you check you mass source? It should be DL + SDL + 0.25LL
  22. I am really surprised that clause 8.4.4 (Eq 8.6 & 8.7) of EC2 stipulates longer compression anchorage length than tension anchorage length; it should be the other way around, isn't it? I have been using old data from BS which says the tension anchorage for high yield deformed bars type 2 is [40.35 x bar dia] while compression anchorage length for the same bars is [27.71 x bar dia].
  23. We also use Tekla and it is just perfect for us. Farmacia
  24. Hello, See EN 1998-1, 3.2.1(5)P. It gives the threshold values for very low seismicity. Though i dont have experience for this kind of structure, In my opinion type of structure do not decide the requirement.
  25. Hello! Does EC8 specificaly says, when it is necesery to use earthquake loads into calculations? Im asking couse I have an simple 15mx25m hall, wich is made of exterior concrete walls and steel roof made from primary and seconday steel profiles. Hall has only one floor and is 7m in height.
  26. Hello. I would probably make 48 load cases which would be arranged in load groups as per imposed load categories (for example, A category for apartments and B for offices) and then I would make the software to produce critical load combinations taking each load group as leading imposed action (for examples all A category loads would be the leading ones and all B category loads accompanying), although I would require the software to ignore load cases in particular load group which are favorable for the effect under consideration. Cheers
  27. I (we) have been asked to make a 3D calculation model. I only have to model the geometry, the loads, combinations,.... The actual calculation and the optimalisation will be done by someone else. The project consists of : - 2 buildings with each 4 office levels + 8 levels with 4 appartment on each level - "bridge" between them Each building has a center concrete core, concrete outer/inter load-bearing walls and concrete floor slabs. (footprint of the building is +- 22m x 22m) The model itself isn't very difficult. But I have a question about combining the variabel loads on the floor. Each level has 4 "units" (office or appartement) and there are 12 levels. Should I make 1) 1 loadcase for each unit? So I have 12 x 4 loadcases = 48 loadcases of variabel loads to make combinations of? 2) or 1 loadcase for each level = 12 loadcases to combine? 3) of 1 loadcase for each unit (all levels together) = 4 loadcases I would think in theory, I need to make 48 loadcases. But this will give a lot of combinations. How would you handel this?
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