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Hello every one i modeled a flat plate with SAFE and after i run the analysis i got different results when i compare FEM with strip Forces for both M11 and M22 these is so much different . one more thing , i solved the same example with direct design method and when i compare it with Strip forces from SAFE there are good agreement , but when i compare it with FEM result by SAFE there are big differences !! does any one have information thanks

Can Any provide guidance on designing a 14-story building in Etabs using flat slabs with a thickness of 30 cm? What checks are necessary for flat plate slab buildings? Also, how can I check the punching shear of slabs at column locations? If you have a reference file, please share it with me.

I have exported a floor from etabs to SAFE following the correct steps(Analysis+floor only option). However,when I try to analyse the model in SAFE, analysis runs and says complete but there are no results.The lock/unlock model setting remains unlocked even after analysis thus no resultant analytical data to work with.what could be the problem?when I happen to export reactions it just works perfectly. I have attached the F2K and FDB files for considerations FFFourth.F2K FFFourth floor.FDB

Greetings Everyone, I am doing a case study for validating the results of ETABS and SAFE using same input data. I am using ETABS 2017v and SAFE 2020v. I have assumed same data to be modeled and analyzed in both software. I have been trying to figure out the difference in my results but no use. I am providing the input data for reference for correction. I have modeled 4 bays (in both x and y directions) with 25' each. Drawn the raft section on grids. I am modeling raft for 10 stories but I will model single story and multiply my loads with 10 for just comparison. RAFT=24"; Slab=6"(for self weight calculation); Modulus of Subgrade reaction=240kip/ft2/ft (Assumed); SDL=90psf; LL=40psf All the loads are factored [(1.2 dead load)+(1.6 live load)] applied as point loads on joints. I have 3 types of joints (Corner, Middle, Edge joints) with their corresponding contributing areas. The loads come to be Corner Joint Loads=410kips; Edge Joint Loads=820kips; Middle Joint Loads=1630kips All loads are assigned under the load pattern of SDL. I have also provided size of load for punching shear X=36"; Y=36". Assigned all raft sections area spring with stated data in direction 3 and compression only. Ran the analysis and displayed base reactions. Results were not matching. I had to explain all the steps so to convey my message properly. KEYPOINT: I am assuming that the inconsistency is coming from the assignment of area springs. Because in ETABS the input data is "Spring Constant/ Unit Area" while in SAFE it is directly defined by the Modulus of subgrade reaction. I even tried to multiply the subgrade modulus with their tributary areas and assigned to their respective areas in ETABS but no use. RESULT VARIATION (Screenshots Attached): The corner joints in both ETABS and SAFE are providing consistent results. The edge joints of ETABS have double base reactions to that of SAFE. The middle joints of ETABS have four times the reactions of SAFE. ANOTHER CLEARIFICATION: I also tried in SAFE v12 and SAFE v16 but I am unable to display the base point reactions in those versions with the same model I was able to display them in Version 20. Thanks and regards, Muhammad Fawad Khan. B.Sc. Civil Engineering UET Peshawar. Etabs Model Final.EDB Safe Model Final 2020 Result.FDB

I am designed A residential house structure in ETABS and now I am stuck in design the footing ... i have watched so many videos on YouTube and attempt to design it but that didn't worked well...... Please guide me the steps for designing Isolate/striped footing after importing the file from etabs to safe. Thank you

Hello, I have question regarding the width of design strips. Please see attached plans. We have columns only at Grid line SM and wall at Grid line SB and Grid line SM. Spacing between Grid line SB and SM is 14.05m. Right now, strip widths are 7.025m. Attached please see plan. I also tried putting one more Grid line between SB and SM making design strip width to 3.5125m. Moment per meter values are higher for this plan as compared to Moment per meter values for 7.025m strip width. Please see below: For 7.025 m width: +M=259 kN-m -M=-526 kN-m V = 345kN For 3.5125 m width: +M=410.53 kN-m -M=-897 kN-m V = 731 kN Difference is huge. Please advise is there any document to read for column strip, I could not find any clause for maximum design strip widths. Thanks, X- direction strips 3.5125 m.pdf X- direction strips_7.025 m.pdf

How to model mat on pile cap on SAFE ? Does anyone have similar experience ?

Hi All, I am facing following problems in modeling a foundation, please guide 1. I have modeled a foundation in CSI SAFE v8 and exported the same model in safe v12 both programs are showing different values soil pressure and punching shear (difference is slight) but why is that? 2. Safe is not showing the values of punching shear for T-shaped and L-shaped colums why? Thanks

How to check the soil pressures in SAFE? What is difference between min and max pressures? and what is allowable limit?

Kindly recommend articles or books regarding the basics of the these softwares. Mainly describing the user interface, tools and some practical examples.

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).

I have modeled B+G+6 story in etabs and exported its base with 9" thick and 12 feet high RCC wall with option (export floor loads plus column and wall distortion). In Safe initially i defined raft and soil support properties. after analysis the minimum soil pressure was out range (7 ksf) while my allowable limit was 2.25ksf. Then i selected all the joint points of wall and assigned them fix supports the soil pressure suddenly reduced to almost zero value. Question is that which strategy of modeling is correct? Secondly when we export wall from etabs to safe its property changes to beam why this happens? Model is attached below. Raft 12.FDB

As'salam o Alikum! Kindly give me some information about the civil engineering institute located in islamabad (preferably) of elsewhere.? Thanks!

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?

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.

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.

Please help me in understanding what is load size in csi safe footing design. What data should i input in load size?

What could be the purpose of reducing raft stiffness by 60% (m11=m22=m12 modifiers of 0.4) in SAFE Model?

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???

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

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.

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

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???

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$$, *.Y~, *.Y~1, *.Y00, *.Y01, *.Y02, *.Y03 If you are using all of these programs, you will most probably like to search one time all of these extensions. So here I have merged them *.MSH, *.MSH, *.K , *.K_?, *.K~?, *.Y??, *.$$?, *.C1, *.D1, *.F1, *.K1, *.M1, *.C3, *.D3, *.F3, *.K3, *.M3, *.T3, *.C4, *.D4, *.F4, *.K4, *.M4, *.T4, *.C5, *.D5, *.F5, *.K5, *.M5, *.T5, *.C6, *.D6, *.F6, *.K6, *.M6, *.T6, *.C8, *.D8, *.F8, *.K8, *.M8, *.T8, *.C9, *.D9, *.F9, *.K9, *.M9, *.C11, *.D11, *.F11, *.K11, *.M11, *.$$?, *.$$?, *.BRG, *.BXL, *.BXP, *.BXR, *.CSE, *.CSG, *.CSP, *.CSJ, *.F1 , *.F3 , *.F4 , *.F5 , *.F6 , *.F8 , *.F9 , *.F11, *.FUN, *.ID , *.IDS, *.JCJ, *.JCP, *.JCT, *.JOB, *.K , *.K_?, *.K1 , *.K3 , *.K4 , *.K5 , *.K6 , *.K8 , *.K9 , *.K11, *.KSB, *.L3 , *.LBK, *.LBL, *.LBM, *.LBN, *.LIN, *.M1 , *.M3 , *.M4 , *.M5 , *.M6 , *.M8 , *.M9 , *.M11, *.MAS, *.MSH, *.MTL, *.NPR, *.P1M, *.P1S, *.P3 , *.P4 , *.P5 , *.P6 , *.P61, *.P8 , *.P9 , *.PAT, *.PDE, *.PDU, *.PPD, *.R , *.RSI, *.RU , *.SCP, *.SEC, *.SEV, *.SHS, *.SPC, *.T3 , *.T4 , *.T5 , *.T6 , *.T8 , *.XMJ, *.XYZ, *.Y??, $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

assalam o alaikum, Dear Seniors, Kindly clarify what is the difference between MAT and FOOTING option in SAFE while defining slab property. Thanks.