Jump to content
  • Welcome to SEFP!

    Welcome!

    Welcome to our community forums, full of great discussions about Structural Engineering. Please register to become a part of our thriving group or login if you are already registered.

Csi (Etabs, Safe, Sap) Softwares Analysis Files Extensions


WR1
 Share

Recommended Posts

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.

image001-719511.png

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!

image002-721268.pngimage003-722986.png

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.

image004-723604.png

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~?, *.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

2) ETABS

*.$$?, *.$$?, *.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??

3) SAFE

*.$sf, *.$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

Link to comment
Share on other sites

  • 8 months later...
  • 1 year later...
  • 1 year later...

Create an account or sign in to comment

You need to be a member in order to leave a comment

Create an account

Sign up for a new account in our community. It's easy!

Register a new account

Sign in

Already have an account? Sign in here.

Sign In Now
 Share

  • Recently Browsing   0 members

    • No registered users viewing this page.
  • Our picks

    • Hi there,
      I am interested in performing "Performance Based Design" for a 20 story building. 
      I'll be performing "Non-Linear Static Pushover Analysis" for my model. Until now, I have decided to go with "Displacement Co-efficient method". I will be using ETABS 2017 for performing Pushover Analysis. While assigning plastic hinges, I have an option of using ASCE 41-17 (Seismic Evaluation and Retrofit of Existing buildings". I would like to know what would be a better estimate for relative distances for plastic hinges in case of beams, columns. Any input concerning assignment of hinges to beams, columns and shear walls is highly appreciated. Normally it's taken 0.05 and 0.95 or 0.1 and 0.9. What's your opinion on this?
      Secondly, it would be great if someone can recommend me a book or some good source to understand how to characterize building using performance levels. Any sort of help is appreciated.
      I have recently graduated and joined a structural design firm, so kindly guide me, considering me a beginner.

       
      • 2 replies
    • *SEFP Consistent Design*<br style="background-color:#ffffff; color:#272a34; font-size:14px; text-align:start">*Pile Design*<br style="background-color:#ffffff; color:#272a34; font-size:14px; text-align:start">*Doc No: 10-00-CD-0007*<br style="background-color:#ffffff; color:#272a34; font-size:14px; text-align:start">*Date: April 16, 2018*

      1.1. FUNCTION OF JOINT

      Beam-column joint must transfer the forces, such as moment, shear and torsion, transferred by the beam to the column so that the structure can maintain its integrity to carry loads for which it is designed.

      Another function of the beam-column joint is to help the structure to dissipate seismic forces so that it can behave in a ductile manner.

      1.2.WHY DO WE CARE

      During an extreme seismic event, the code-based structure is expected to maintain its load-carrying capacity for gravity loads even after the structure deforms into inelastic range so that it does not pose any life safety hazard. Hence, the joint can go through significant degradation of strength and stiffness, and if it fails in shear, or anchorage, the life-safety objective of code cannot be achieved.

      1.3.CONSEQUENCES OF FAILURE


      1.4.THINGS TO CONSIDER FOR BEAM COLUMN JOINT

      Longitudinal bars of beams, or slab, must be able to develop their yield stress, so that the beam/slab can transfer moment to joint. It means that longitudinal bars must have adequate development length for hooked bars. This implies that the size of the column must be such that bars can develop their tensile forces. If bars can transfer moment, they can also transfer shear as far as monolithic construction is concerned.


      The shear strength of the joint must enable the transfer of moment and shear through it.



      The joint should be Constructible: Congestion of reinforcement is the main concern.

      1.5.DESIGN SHEAR FOR BEAM COLUMN JOINT

      The design shear for beam-column joint depends upon the relative strength of beam and column at the joint.

       
      • 4 replies
    • *Comments/Observations regarding modelling in ETABS*

      *Doc No: 10-00-CD-0006*

      *Date: May 06, 2017*

      Some of the observations made during extraction of results from ETABS (v 9.7.4), for design of reinforced concrete members, are being share in this article.,

      1) Minimum Eccentricity

      ETABS always considers the minimum eccentricity for selecting the design moment of columns irrespective of the probable behavior of the column, whether short or long column. See section 10.10.6.5 and its commentary of ACI 318-08 which deals with minimum eccentricity of long columns. You should always check the design moments that ETABS uses for columns if you want to bring down the cost of construction.

      2) Unbraced/ Braced Preference

      ETABS always performs analysis of frame as if it is un-braced. You should investigate if the storey under consideration is braced, or un-braced (10.10.5.2), and decide appropriate design moments of columns.

      3) Time Period

      ETABS has a tendency to select a time period of the building that is considerably less than the value obtained by the approximate method, Method A, of the section 1630.2.2  of UBC 97. To quote the FEMA 451 document: ''Because this formula is based on lower bound regression analysis of measured building response in California, it will generally result in periods that are lower (hence, more conservative for use in predicting base shear) than those computed from a more rigorous mathematical model". So, there is no need to use the value of time period that is lot less than Ta. One should always check the time period used by the software; ETABS can overestimate the seismic force by more than 2 times.

      Visit the forum link to read the complete article.
      Link: http://www.sepakistan.com/topic/2300-commentsobservations-regarding-modelling-in-etabs/
      • 0 replies
    • The minimum amount and spacing of reinforcement to be used in structural floors, roof slabs, and walls for control of temperature and shrinkage cracking is given in ACI 318 or in ACI 350R. The minimum-reinforcement percentage, which is between 0.18 and 0.20%, does not normally control cracks to within generally acceptable design limits. To control cracks to a more acceptable level, the percentage requirement needs to exceed about 0.60% (REFRENCE ACI COMMITE REPORT 224R-01)



       

       



       

       

      So according to above statement , should we follow 0.60%, to be on more safe side??



       
      • 12 replies
    • Dear Sir/Madam,

      This email is an invitation for the participation in the First South Asia Conference on Earthquake Engineering (SACEE-2019) which will be held on 21-22 February 2019 in Karachi, Pakistan. This conference is the inaugural event in this series of conferences which has been constituted under the auspices of South Asia Earthquake Network (SHAKE). The organisers of the conference include NED University, University of Porto, University of Fuzhou, University Roma Tre and Institution of Engineers Pakistan. The conference website can be visited at http://sacee.neduet.edu.pk/.

      Please note that world leading earthquake engineering experts have confirmed their participation in the conference. These include Prof Abdelkrim Aoudia (Italy), Prof Alper Ilki (Turkey), Dr Amod Mani Dixit (Nepal), Prof Bruno Briseghella (Italy), Prof George Mylonakis (UK), Prof Khalid Mosalam (USA), Prof Humberto Varum (Portugal) and many others. The presence of these distinguished experts allows you to exchange your work/issues with them and discuss possibility of any future collaboration. Please note that participation in the conference is strictly based on registration. Early registration in different categories at reduced rates are available till 10 December 2018. Please visit the conference website to see the details and the link for registration.

      If there are any queries, please do not hesitate to contact the Conference Secretary at the following address

      Prof. Muhammad Masood Rafi
      Conference Secretary- SACEE-2019
      Chairman
      Department of Earthquake Engineering
      NED University of Engineering & Technology Karachi, Pakistan.
      Phone: 0092-21-992-261261 Ext:2605
      Email: rafi-m@neduet.edu.pk
    • What is the Minimum reinforcement For Precast Pile  according to different codes (ACI,BS)??  Pile length is 40 times of pile least dimension . 
      • 1 reply
    • Dear members, I am working on a 10 storied rcc factory building with one basement,  where floor loads are in general 125 psf(Live) . but there are 2 warehouse in the building at ground floor & 10th floor where the Live load of stacked materials are 450psf. I have modeled it and analysed in ETABS. After analysis, seeing the floor displacement for seismic load,  i am in big shock to see the pattern. the displacement pattern suddenly increased hugely & then got normal . if the warehouse load created problem, then why it effected only Ground floor level, not the 10th floor! Please tell me how can i solve it. 
      • 1 reply
    • Asalamualaikum all,

      I have columns which are conflicting with the underground water tank as shown in figure.
       

      So I have decided to make underground water tank base slab as a footing for column. So I import etabs model to safe and just take uniform water load on base slab and point load from columns.

      This is the residential house. The BC is 2tsf. But SAFE is showing tension on the base slab and the thickness from punching is 30''. I believe that thickness is too high. What can be the error? Is this approach is correct for design base slab of ugwt to carry load of two edge columns?
      • 11 replies
    • 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???
      • 15 replies
    • Shear wall design
      AOA 

      i am facing problems in shear wall design .what are the pier and spandral ?what will be the difference when we assign pier or spandral? without assigning these the shear wall design is incomplete .

      i am taking about etabsv16

      someone have document about shear wall design plz provide it 

      thank you

       
      • 13 replies
  • Tell a friend

    Love Structural Engineering Forum Of Pakistan? Tell a friend!
×
×
  • Create New...

Important Information

By using this site, you agree to our Terms of Use and Guidelines.