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Found 57 results

  1. 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.
  2. 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
  3. Is there any tutorials or references to design and analyse brick masonry in ETABS/SAP2000???
  4. 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.
  5. 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.
  6. 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.
  7. 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
  8. 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
  9. 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
  10. 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.
  11. According to IS code soft story should be design with 2.5 times the base shear. So, I multiplied the mass source factor by 2.5 in etabs. but base shear didn't even increased to twice. Maybe I should increase the mass source factor until the base shear of soft story building is 2.5 times that of normal building. I have many questions? Am I doing it right? Is my understanding correct. Is there more appropriate method to do it? Are columns only structural elements I should separately design for for soft story? or I should design beams and slabs too for soft story. Please somebody clarify my questions and suggest best way to design building with soft story. and also common errors and misunderstanding regarding such design?
  12. etabs

    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
  13. 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?
  14. 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
  15. As'salam o Alikum! Kindly give me some information about the civil engineering institute located in islamabad (preferably) of elsewhere.? Thanks!
  16. In etabs we define mass source frm there we select from load and then we define differnt loads like dead , live etc my question is that what is use of this "mass souce" we donot apply it in the structue then where we need it?? and which loads are defined here means dead, live and which are not defined?? Thanks
  17. 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?
  18. 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.
  19. 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.
  20. 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
  21. I am also having problem in understanding the results. I have attached here a picture of an elevation of a building with the shear reinforcement result generated by etabs. There are three values of shear reinforcement for each beam and 2 values(which are duplicates) for column. What do those values mean. For example one of the value is 594.34. So, how do i calculate what diameter stirrup to use use at what spacing. Similarly, shear reinforcement values are higher for the cantilever beams of balcony which i projected 4ft outwards. Are those normal values for 14ft by 10ft rooms. All beams are 9"x14" and all columns are 12"x12". the etabs model and bmp image of shear reinforcement results are attached herewith. chundevi madhyamik etabs.rar
  22. My Etabs 2015 Gives Very Little Reinforcement For The Columns Of My Rcc Building. What Might Be The Reason. My Etabs File Is Attached Herewith. https://www.dropbox.com/s/gy1ndwqau32dq64/house%20for%20rupendra%20bista%208.EDB?dl=0 house for rupendra bista 8.EDB
  23. Posting this thread to break the ice. Modelling domes is very easy in Etabs/SAP. All you need to do is to draw the curvature of the dome in elevation by a series of straight lines, but draw only the one half. Then using the apex at centre point, radially extrude the line say 24 times at 15 degree intervals (or 48 times at 7.5 deg intervals. This feature is under Edit> Extrude Lines to areas. You can further use this geometry for Finite Element Analaysis.
  24. 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
  25. Dear all, Salam... I am designing one storey frame in seismic zone 4 (quetta) using ETABS v 9.7.2...building is a RCC bunker (105'X38') with adjacent office area (105'X50').. since RCC bunker has walls and slabs of thicknesses upto 4' and 8' thick... it becomes very stiff structure..how will frame structure for office adjacent to it will perform... guide me if I can take it as Non sway structure (office area) or not or I may design it by selecting SMRF option only in design preferences...kindly give me also literature/code reference for choosing SMRF/Nonsway criteria in zone 4 area of Pakistan....