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Found 24 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. As'salam o Alikum! Kindly give me some information about the civil engineering institute located in islamabad (preferably) of elsewhere.? Thanks!
  3. 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?
  4. Safe2014 Dead Load Case

    When I import a raft or slab from ETABS 2013 to SAFE 2014, It is generating dead & "dummy" load case in safe 2014. Load Case, Dummy has a dead load with multiplier of 1. Whereas in Load case Dead, it has a dead and dead_above with a multiplier of 1. When I generate default load combinations from SAFE, it is considering dummy and dead with factor of 1.2. As far my understanding, it is considering double the self-weight of the structure. What SAFE 2014 is doing, is it right? or I have to delete the dummy load case from my model in order to avoid the duplication. Has anyone faced this issue? I hope anyone can make my doubts clear. Regards.
  5. Exporting Model to SAFE from ETABS

    Assalamoalaikum Brothers. i am new in this forum and i am using SAFE for the first time.In one of our project we need data for a continuous footing connected with beam foundation.My superior wants me to give result on this within tomorrow.i have drawn a model in ETABS2015 and get results of foundation load.but i do not know how to export or for exporting how to draw this footing with beam in ETABS2015.Can you please help me in this problem?.just for immediate result.After tomorrow i will study about safe.But tomorrow i need immediate result.So please help me how to proceed on this topic like Engr. Waqas Brother.
  6. Please help me in understanding what is load size in csi safe footing design. What data should i input in load size?
  7. Raft Modifier

    What could be the purpose of reducing raft stiffness by 60% (m11=m22=m12 modifiers of 0.4) in SAFE Model?
  8. Need Help Regarding Raft Design

    I need help regarding MAT footing design in safe. Please read questions mentioned below and comment if any extra step or correction need to be done. This MAT footing is for 4 storey building in zone 2A and bearing capacity would be more than 1.25 ton/sft. 1) Does we need to increase the bearing capacity by 33% as mentioned in NILSON book for soil pressure calculation or not if we are taking basic load combinations of UBC including earthquake loads not the alternative load combinations. 2) If we want to take reduced live load for footing then is there any way to export in form of reactions from Etabs to safe. In my opinion Etabs does not give Reduced live load reaction, Correct me if I am wrong. 3) When we use the basic load combinations which include earthquake load then there is very localized uplift (due to earthquake combo) when we check soil pressure. is it normal or something wrong with my reactions. If it is normal then we always used non-linear basic combinations to check soil pressure and non-linear design combinations for design of raft? 4) Does it required to check crack width and settlement in case of raft or not. If required then explain in few words. 5) At boundary of raft where there are shear walls/lift core, soil pressure is more than the bearing capacity in these localized regions. what we need to overcome this situation if we cannot increase the area of raft at that side. any additional check which you think important for design then write in comment your help would be appreciated Regards
  9. SAFE perform iterative uplift analysis,any one having experience how to check the results of this analysis???what is the purpose and scope of this analysis???
  10. Modeling Pits In Raft

    Dear SE Pakistan Members, I am trying to model pits in Raft in CSi SAFE. PIT Bottom slab is depressed 2m below the Top of RAFT. I have following concerns which I would be glad if anyone can address. 1- What is the criteria/condition to analyze raft slab at one level (continuous) and pit/ raft on different level. 2- What is the appropriate method to utilize in SAFE to model RAFT with Pits. I came across option of Vertical offset in SAFE and the other is to model wall at periphery and model slab at bottom. Generally, we model same raft thickness below PIT depressed at 45 degree angle . For this reason, I always modeled PIT on same level as that of RAFT. (See Attached Pic for RAFT Plan & Section of PITS).
  11. Foundation Design In Safe

    Hi I have designed a footing in SAFE software. I am just wondering how to check its stability against overturning in SAFE. If anybody knows, please help. Regards Goher Ahmed
  12. Hello everyone! Sorry if this question has been raised by someone else. I used the slab element to model floor slabs and pile caps. Things were fine until I changed the mesh size to a smaller one. The reinforcement became extremely large at some points, like a concentration. I changed the mesh size from large to small, and the problem became severe. Hence I wonder is this negligible? How fine should I mesh? I have encountered similar situation in SAP modeling. Thanks for your comments or suggestions.
  13. Uplift Pressure & Foundation Settelement

    Hello to all .. i'm wondering if anyone could help me to calculate uplift pressure and foundation settelement by using csi safe !! i wanna do this becuse there's many cracks appears in the school structures and i wanna to know the reason ? thanks in advance
  14. Engineers; I have strips in slab designing of 1 meter width ... near the column appeared additional steel to be provided like this: exactly over the column it needed 14T16 right one and left one : 3T16 what is the additional steel shall I put?? because an experienced engineer provided only T16/20 cm ( 5T16/m) is that true???
  15. 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
  16. Mat Or Footing Option In Safe

    assalam o alaikum, Dear Seniors, Kindly clarify what is the difference between MAT and FOOTING option in SAFE while defining slab property. Thanks.
  17. Dear Members, I am trying to model a Raft in Csi SAFE with water uplift pressure applied as a negative surface load on Raft. After analyzing the model, I get negative pressure values which doesn't depict the original condition. I have been through CSI Knowledge base about utilizing option of "Non Linear Allow Uplift" but my model keeps on doing iteration and doesn't show up any result. Has any body have similar experience in modeling Raft like this. Will appreciated your help. Thanks alot.
  18. Design Strips In Safe

    AOA.If the foor plan of a building consists of walls columns,beams etc at different location to make it more complex to draw design strips.can i draw any design strips parallel and perpendicular to each other without taking into account the position of columns, beams, walls etc throught the slab to design it.
  19. 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.
  20. Assalam o alaikum... Can we model beam footing in safe? Please guide about procedure.
  21. Stability Checks In Safe Software

    Assalam o alaikum. Kindly tell me whether SAFE has capability to do stability checks especially Sliding check and Overturning Check? Is yes then How? I model footing in safe and when i provide horizontal forces, my footing gets slide. Jazak Allah.
  22. Safe Mat Foundation

    Plz explore these questions. Q1:How to define bearing capacity of soil in SAFE? Q2:what is mean by the different terms used in SAFE Detailing drawing like TC,BF,BE,BC etc i think T for top and B for Bottom but the others? Q3:In SAFE as shown in figure what does the negative shows,if it shows direction then why it is given Max name to minimum value and Min name to maximum value for deflection as (Max=-0.068269in and Min=-0.118905in)? Q4:What is mean by Subgrade Modulus in SAFE and how we will calculate its value? Q5:For Five storey building my mat foundation possesess Punching shear values as shown so,what to do with sides although the thickness of mat is 48"? Q6:I need mat foundation reinforcement drawing please.
  23. Safe Punching Shear Problem

    when ever I draw model on safe v.8. If punching shear ratio of raft foundation exceed. for example: If punching ratio of column on raft foundation 30" thick is 1.6, then I draw an other 10'x10' slab with same property in 30" thick raft with 33" on that particular column which have punching ratio 1.6. It wil come to 1.3 punching ratio.. then 36" and 39", after that punching ratio will come below 1. But when ever I remove 30" thick raft on that column then draw only 39" thick raft, i am facing same punching ratio problem. I did'nt understand what criteria SAFE is following..
  24. i have an issue to discuss, regarding my etab and safe model... My etab model is good upto my knwledge AS I HAVE CHECK LOAD COMBINATIONS AND OTHER RESPECTIVE THINGS NEEDED TO BE CHECK, when i come to safe , due to few load combos having earthquake factor i got lot of moments specially in areas having shear walls so kindly tell me when we design foundation, do we have to consider all these load combos and how to avoid large reinforcement which is coming in areas of shear wall bcoz i thnk so practically so much reinforcement is not possible...\ I HAVE MODELED MY SHEAR WALLS AS PIN BUT NOT YET SATISFIED WITH MY RESULTS... building sizie is 90x180 so almost double in other direction and total no of storeys is 15...i used col size 15x36 , so need ur suggestions?????????? try 3.zip

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