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Found 58 results

  1. Hi, everybody befor i goes to my question i would like to express my great respect to all group members specially the founders. My question is i have designend a mixed use building using Etabs version 9.6 the reinforcement results have seen exactly with out any overstress and axial compressive ratio warning, but when i was checked it on Etabs 2015 almost all the columns and beams becam over stressed and compressive ratio exceed warning measseg, pleace can you help me why and what new design consideration was added in the latest Etabs. Thank you in advance.
  2. Hi How can I change moment releases for all columns that I have already drawn in Etabs ??
  3. AA. I am analysing a 2B+10 RC structure, located in seismic zone 2B on ETABS 9.7.4. The image showing the runtime error, displayed by the software is attached below this post. My questions are as under: a. Why might be the source or reason of this error? b. More importantly, how the affected element (indicated by the number 22836 in the attached image) can be located in the ETABS model? An urgent help is needed to sort out above problem. Regards.
  4. In Etabs, Can I model a wall with columns on it's ends and is it the same as the wall with boundary elements defined in section designer????
  5. Etabs Load Combinations

    I am making manual load combination and I got struck in calculating Mapped spectral response acceleration Ss in order to calculate vertical component of earthquake Ev=0.2SdsD we have to calculate Sds which is equal to Sds=2/3Sms . and Sms=FaSs now according to section 11.4.1 of ASCE 7-05 it says in order to calculate Ss see figure 22-1 through 22-14 but these figures are maps and they are for US so how to calculte this parameter or whats the alternative for this problem to calculate vertical component of earthquake i am also attaching a picture of load comtination from ASCE 7-05
  6. Is there any tutorials or references to design and analyse brick masonry in ETABS/SAP2000???
  7. I am designing a 10 storied industrial building . Architect used a slanted wall in the front elevation of the building for aesthetic reason. But for structural framing I need to model this shear wall in ETABS. Is is possible in ETABS or I have to use any other software?
  8. Etabs Displacement Report

    Hi, I was wondering why in some cases when i want to check torsional irregularity in etabs and use Story Max/Avg Drift from Modal explorer, the software shows both Y and X direction ratio for Earthquake in X direction Or vice versa. as far as i know when checking for EX with plus and minus Eccentricities, it should only report ratios for X direction not Y! i should mention that this happen only in few cases!! in most of the time software report only X direction ratio for EX! thanks in advance for your time.
  9. Hello dear Seniors, i am new to etabs i was designing a multistory plaza and when i ran the analysis following error occurred Warning: Area load transfer, Check StoryX, F659. Total loss = ....... i have tried to re mesh my model using default meshing but it does not help can any one tell me whats wrong with my model. Please see the below picture for more info on the same issue Note: if i design the model while these error are present majority of my beams and columns fail, if i try to increase their sections to the max even then they dont satisfy......
  10. Quantity Takeoff software

    Assalam o alaikum, Is there any suitable software available for concrete and steel quantities take of for all members like slab, column, beam, shear wall and foundation? especially which may work in conjunction with ETABS/SAP2000/SAFE. I found suggestions of some seniors to use SAFE for slab footing beam quantities but I want some specialized software where I can export my model of etabs or safe for quantity estimation? I just want to avoid time consumption for this purpose and speed up the process. Has any one listen about BLUEBEAM REVU software? I have heard about it but dont know in details.
  11. Assalamualaikum SE Pakistan, im about to design a retaining wall and would like to know is there any option/ is it possible to apply a triangular load on shells/paltes/membrane? or im just gonna model it as a 2D thing? regards
  12. Assalam o alaikum, I am having a building with a semi circle shape. None of the footing is either parallel to global X-axis nor to the global Y-axis. The plan of footings is attached. The problem I am facing is, ETABS reports joint reactions along global X-axis and global Y-axis instead of along the local axes of column. Since my columns are at a degree to global axis, the joint reactions also becomes at a degree from column and footing. Since to use simple combined stress formula of stress = P/A + Mx*Y/Ix + My*X/Iy I need forces along axis of footing. Or i will have to resolve either moment of inertia of footing along direction of forces or vice versa, which is quite tough and time taking. The other option I can go for is to design footing in SAFE. But again here, there i dont find any option to rotate footing at a certain degree to match orientation of columns. If i rotate local axis of footing, It only rotates its local axes and meshing but not the footing physically itself. The orientation of footing remains same. How can i solve this problem? Either having reactions in etabs along local axes of columns can solve my issue so that i can design it manually or rotating footing in safe to match local axes of columns can solve my issue. So can any one guide me how to do either option? Thanks.
  13. Attached are two screenshots of the analysis of a continuous beam. One represents drop of loads from slabs with incorrect meshing(Auto meshing) and the other represents with correct meshing(manual meshing). Apparently, there is a big difference in the analysis results of the two mentioned by the circles. I posted it here to get further elaborations from the members to understand ETABS in a better way. Hope we can dig it more.
  14. I just had an analysis review of a three storied moment resisting frame structure. While analyzing a continuous beam supported on another beam, I noticed that the equivalent loads show in upward direction rather than downwards(as can be seen in the attached snapshot). The shear and moment diagram seems to be fine though. I know that I messed up with the meshing which has messed up the drop of the loads but should it also mess up the direction of the equivalent loads? Or is it that I am looking at the problem from a wrong way? Please help me in this confusion.
  15. Detailing Software

    As you know, we are forced to convert the ETABS results to executive drawings. This is a time consuming job. Is there any software that accept ETABS outputs and generate drawings? Specially for a reinforced concrete structure.
  16. RCC Design Without Modifiers

    Dear fellows! I have observed that some senior engineers have not been using stiffness modifiers in their designs. What is the concept behind i am not clear . As we design RC for strength, section is cracked and to cater for this cracked section, property modifiers are used as per ACI 318-11 10.10.4 (stiffness requirement) ACI 318-11 8.7 (stiffness requirement) UBC97 1630.1.2 (modelling requirement) so why whole section is considered in design. is there any other logic which i couldn't understand. Regards
  17. ETABS Load Combo Creation Have a look at it...may be u find it useful...its for manually creating combos in excel and then importing back to etabs..as it allows the flexibility to create combinations in table format and less chances for errors as compared with that of ETABS unfriendly load combo interface...Report back any bugs or suggestions...thanks To download click on the link above with blue color or www.4shared.com/file/THoXlkzv/ETABS_Load_Combo.html
  18. ETABS And SAFE issue

    1. Hello.. can you please explain simply that when I will assign pinned support and when fixed in ETABS? Please do not mention huge geotechnical issues here as they just sometime make it much more complex, you please explain it simply with soil condition basing or footing based. 2. Does etabs automatic count for long columns, i mean if a column is slender column, will etabs will design it considering slender column design process and length factors? or will I have to do it manually and if so, how? 3. If I assign fixed support, then what would be for baseplate design consideration? biaxial moment should be considered or fixed isn't ok for baseplate? 4. When exporting slab from etabs to safe, will i need to export lateral load combos also for moment consideration? Same for footing in Safe, I am exporting etabs base reactions for footing design in Safe (isolated or combined), now will i need the al load combos like for horizontal forces or moments also? Or just like only gravity load combination reactions need to be exported? Thanks
  19. Assalam o alaikum, I was reading ETABS concrete frame design manual ACI 318-08. In beam design section, it gives two formulae which I am unable to find in books. One formula for stress block depth and one formula for negative steel calculation. I have highlighted the formulae in below images. The manual design using these formulae and conventional formulae gives the same result. But kindly guide me from where I can get derivation of these formulae or theory behind this.
  20. Assign loads on etabs v9

    I m currently analysing multi story building on Etabs, I need to apply 4 and 6 inch wall load and would like to know how that can be done. in this building maine no load bearing 4 inches and 6 inches ki walls use kari hain load assign kaise hoga walls pe ye samajh nhi arha line load apply karun ya area type load please help
  21. Hi all, I'm new here so I am not sure whether this question was already tackled on previous posts (pardon me). The thing is, I'm recently bothered by how I model my structure in etabs. My modelling practice is that I model the entire structure including the column pedestal (which is underground) and set the supports as hinged. Now I remembered that the base shear acts on the ground surface, how will I set the base shear to disregard the underground structure? Will I not have any mistakes when I run it for seismic analysis?
  22. ETABS Model Checking, Tips & Tricks ETABS model checking, ETABS tricks, ETABS tips...everthing in this manual. It describes what are ETABS main checks for sound model and how to remove errors. This manual is written in simple and straight language. The main focus was not to tell how to make model, rather how to check the model and to understand its various useful options keeping in mind the design of general construction (3-4 storey high concrete frame). This manual is neither designed for fresh users nor expert users of ETABS, rather it is to clear some doubts of those users who are still beginners of ETABS but know well its interface. This manual has been prepared on users request of CIVIL EA forum. Due to time constraints and knowledge, I may not be able to address the whole issues, that’s why I need help from other people too. Advance options like doing seismic analysis by static equivalent or response spectra, P-delta analysis etc have not been covered. I will also prepare manual for these options in near future. Please send me your suggestions for improvement. Also see “HOW TO MAKE ETABS DEFAULT .EDB FILE”. Download here
  23. As'salam o Alikum! Kindly give me some information about the civil engineering institute located in islamabad (preferably) of elsewhere.? Thanks!
  24. I'm designing a flat slab structure with perimeter cladding that is to be anchored to the edges of the slab. The external cladding has a total weight per meter run of 5 KN/m. How can I apply this load to the slab edges so as to model the true behavior of the slab under loading in order to get accurate results from the analysis?
  25. 1. We provide beams at plinth level all around the building under the walls. These beams rest directly on ground above lean concrete. Should we also model them in ETabs model???? is this practise correct? should we Design it Like normal beams, (More conservative) ?. Or for Reduced moment? (As they are supported along the length) 2. During seismic analysis we specify our Range from Base or Basment of The building to the top or from Ground to the top.? 3. should we include Plinth beams in our latteral force resisting system? thanks.
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