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Found 52 results

  1. 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
  2. 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.
  3. 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
  4. 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
  5. 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.
  6. 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?
  7. 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
  8. 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?
  9. 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
  10. As'salam o Alikum! Kindly give me some information about the civil engineering institute located in islamabad (preferably) of elsewhere.? Thanks!
  11. 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
  12. 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?
  13. 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.
  14. 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.
  15. 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
  16. 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
  17. 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
  18. 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.
  19. 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
  20. 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....
  21. CSI (ETABS, SAFE, SAP) SOFTWARES ANALYSIS FILES EXTENSIONS CSI (ETABS, SAFE, SAP) SOFTWARES ANALYSIS FILES EXTENSIONS After running the structural models they create numerous analysis files with very strange file extensions. Here I am talking about CSI softwares; ETABS, SAFE and SAP. These analysis files contain information about matrices and analysis results. More information about the file extensions can be found on CSI official webpage: https://wiki.csiberk...analysis models or https://wiki.csiberk... settings files When sending the model files to someone you dont need all those temporary analysis files rather just 2 files; one model file and another its text file. Why we need to delete the files? Well, one thing is there are lot of files which we dont recognize, and the major issue is they take too much of space. A single model may be upto 10MB or less or more, but after analysis, the folder size reaches sometimes upto 1GB, using hard disk resources. So its not wise to just leave them as is because once you have model file you can get the results on any machine after running it. For example for a simple model! An increase of about 62 times!Deleting the Files 1) From program To delete the analysis files of the model, there are many ways and techniques:- Open the model, goto File>Delete analysis files> There are 2 options; one for deleting analysis files of that model only and another to delete files of all the models in that specific directory. Here it can't delete the files of models in sub directories. Just imagine if you have a large project containing many buildings having at least 2 models, all in separate directories, so would have to open all of them one by one and delete files this way. 2) Manually Deleting the Files Another method is to search and delete the files yourself. Unfortunately, I could not find on internet a complete list of all the extensions of analysis files. So I just created sample files for each of the program and then converted by some means those extensions into a text file. I will for your convenience put all those extensions here. So just goto windows search explorer and just copy paste the extensions text string the file name box of search window and delete all the files in one go. If I have missed some extensions of mixed it with other programs, please correct me. 3) The best method While writing this article, I came across a very interesting method to do all that crap. There is file called Eat.bat in ETABS and SAP program files. When I opened these files in MS DOS, I found out that this DOS files deletes all the analysis files in that directory and you can get the list of all the extensions of the files if you try to edit it. Well that would be the official extension list of analysis files from CSI. The extensions I published below were extracted by me so they miss some extensions. I will later update those. This Eat.bat is found in ETABS and SAP folders but not in SAFE. I dont know why CSI people havent included this in SAFE. So I came up with an idea to modify the program so that it can do following:- 1) Delete all the analysis files, not just in that specific directory rather in all sub directories too and for all programs like ETABS, SAFE and SAP. I will just add all the extensions and a switch for deleting files inside other directories:- ERASE /S /Q * This program can be downloaded from here. Soon it will also be available in standard EXE format. Keep looking http://www.sepakistan.com/public/style_emoticons/#EMO_DIR#/tongue.png Extensions of CSI softwares:- 1) SAP *.MSH, *.MSH, *.K , *.K_?, *.K~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sf, *.$sf, *.C4, *.C9, *.D9, *.F9, *.fbk, *.ico, *.K~0, *.K~I, *.K~J, *.K~L, *.K~M, *.K9, *.M9, *.xsdm, *.Y, *.Y$$, *.Y~, *.Y~1, *.Y00, *.Y01, *.Y02, *.Y03 If you are using all of these programs, you will most probably like to search one time all of these extensions. So here I have merged them *.MSH, *.MSH, *.K , *.K_?, *.K~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sf, $sf, C4, C9, D9, F9, fbk, ico, K~0, K~I, K~J, K~L, K~M, K9, M9, xsdm, Y, Y$$, Y~, Y~1, Y00, Y01, Y02, Y03 Rana Waseem ranawaseem.com
  22. I am working on a building with quite high loading. live load :300 psf Super Dead :90 Psf The problem in my etabs result are quite unusual for me.I got more reinforcement in bottom as compared to negative in continuous beams. In the analysis, moment diagram is not showing such irregularity. need help form seniors.
  23. Wind Tunnel Loading Data Wind Tunnel Loading Data Wind tunnel data is huge and tedious to input in ETABS or structural softwares. This data is produced from the wind engineering team’s softwares and usually provided in excel format. Usually if the building not regular, number of load cases are more than 20. How to import all that data into ETABS model is still a big issue because ETABS only lets you export the data to excel. There is no import facility from any database or excel sheet. Unlike SAFE and SAP, ETABS does not offer the facility to use interactive database editing. Well, I encountered this problem in my recent project, and then atlast I was able to import this bulk of numbers successfully in ETABS by using excel and VBA. Although I wrote the code for the format of data presented to me by the wind engineering team but it can be quite easily modified to satisfy other formats. Alternatively the wind tunnel data can be reformatted to match with the format, the coding accepts. If someone out of you has faced a similar problem and is unable to execute it, you can contact me personally. May be I upload the sheet soon here but for sure not now.
  24. Salaikom dear professionals, First of all I would like to express my sincere thanks to the initiators of this forum for establishing such an exceptional atmosphere for knowledge/experience sharing, I it is really useful, In fact since I have found the forum I am mostly online and busy reading the posts. I would also like to thank the members for their professional comments and advice. As my first post in this forum I would like to ask the following queries: 1-After running the analysis and design when I check the DESIGN DATA through Display >> Show Tables >> DESIGN DATA >> Concrete Frame Output, there is no specific message in Column Summary Data and Beam Summary Data, but in Joint summary data it is showing that “Joint B/C check not done”. Does anyone has any idea? I am sharing the ETABS model for your information and easy reference. ETABS MODEL.zip 2- ETABS provides greater area of steel in the upper column than the column at BASE, perhaps due to higher moment. Could someone explain why this is so? In practice should we maintain maximum steel in both stories? Or we shall follow what the software suggests? 3- Beside considering the minimum thickness required for deflection control of Beam as per Table 9.a Chapter 9 ACI-318 , using concrete crack behavior in ETABS and checking story drift, Do we have to check the deflection of beams for the serviceability propose elsewhere in ETBAS? If yes, Could anyone explain it? Regards, and look forward to any explanation
  25. Here are a number of questions that I need answered. Help would be appreciated. Q1. In ETABS, what if the beam combined fail in Shear and Torsion? Need Solution Q2. In ETABS, Obtained moments on both ends on simple supported beams. What to do? Q3. Discuss dependance of foundation on bearing capacity of soil in SAFE model? What options do you have if the Bearing Capacity is very low? How would you check and find one way and two way shear in SAFE model? Q4. Why mass and weight are considered separate in ETABS? Q5. Differentiate b/w P-Delta analysis vs Dynamic Analysis? Q6. Material properties and strength of Concrete depend on what parameters? Q7. What limit "1" in punching shows in SAFE? Even if you know just one answer, please reply. It would be very helpful. Thank you and Regards.