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Found 60 results

  1. Reinforcement in Beam and Column decreases when shear wall (Elevator shaft in this case) is included. Are my observations Correct?? Fig - With Shear wall Fig : Without Shear wall Fig : Building Plan
  2. ETABS Cracking Reinforcement

    Hello I design flat slab in ETABS and cracks width in the slab larger than maximum allowed by standard. Is it posible to provide larger amount of the reinforcement, which ETABS will use to check the cracks instead of the required reinforcement which ETABS calculated for flexural design? Have a nice day.
  3. Kindly recommend articles or books regarding the basics of the these softwares. Mainly describing the user interface, tools and some practical examples.
  4. 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.
  5. 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.
  6. 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????
  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. 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.
  10. 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......
  11. 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.
  12. 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.
  13. 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.
  14. Is there any tutorials or references to design and analyse brick masonry in ETABS/SAP2000???
  15. 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
  16. 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.
  17. 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.
  18. 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?
  19. 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
  20. 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?
  21. Please clarify the following confusions one by one:- 1. If we run P-delta analysis in ETABS, then should we ignore stiffness property modifiers for beams and columns? I have heard that if we perform P-delta analysis and apply stiffness modifiers at the same time then the moment magnification process is doubled...? 2. ETABS considers selenderness of a column by applying moment magnification factors. If we run P-delta analysis also, does it mean that the selenderness of column is being over-estimated? I mean once the moments are magnified in P-delta analysis process and again through moment magnification process? Please help me understand the software myth and clarify above confusions.
  22. 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.
  23. Hi, i was searching the net for a little assistance with using the Etabs program. I'm very new to the program and have no formal education with it right now, the little i know is from watching a compilation of videos wherever i could find them, not as a complaint just painting the picture. I'm admittedly unfamiliar with a lot of things where the program is concerned and as such i've been having a hard time getting what i need done. My lecturers are leaning towards us utilizing the program as much as possible here as our manual design capabilities have already been tested in other forums. With this project we had a plot of land working with and we basically have the draft of what we want the building to look like the design process using the application just seems a mess to me. I have attached the file, any and all critique is welcome, i know it's a mess and i hope i with the experience i've seen shared through these forums i can have a better understanding of the program. Thanks in advance, any guidance would be much appreciated. Papine Market.$et
  24. 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
  25. Assalam-o-alaikum! Dear Colleagues, Please see the attached image, showing Uniform Reinforcing Pier Design details of a RC shear wall, designed using ETABS 9.7.4. In addition to providing structural details, the output displays some error messages as well. In this connection, I want to know: 1. What type of design or structural problems do these messages indicate, especially the Design Inadequacy Message? 2. How these error messages can be avoided? Note: It is a 2B+10-storey building, located in seismic zone 2B, and modeled as an IMRF. Material design code is ACI 318-99 and seismic design is based on UBC 97. Regards
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