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uzair i think that just qualification is not the criteria for geotech investigations experience is also improves judgement. we have geotech reports which are total mess and stamped by geotech engineers. on site there is fill and report tells refusal and vice versa. samples are collected by non technical personal and report is generated by copy paste method professionally. no calculations are provided for the bearing capacity or other parameters recommended in report just equations are written. and "sonay peh sohaga" there is no review of geotech report required or performed, what reports says you have to follow blindly. structural designs are vetted/reviewed but geotech report is not, i don't understand this. there are grey areas in RC design but there are total black areas in geotech. and these black areas lead to complex problems after construction and make structural designs to be blamed while good geotech report provide basis for the safe, economical design of structures. samples should be taken by trained technical staff and lab works must be monitored by geotech professioanl either a geologist or geotechnical engineer. better is geotechnical engineer. in pakistan contractors are performing investigations without any supervision and generating reports stamped by ill-professionals by minute sum of money. legal requirement is the report stamped and signed by a geotech consultant or geotech PE Regards

aadel, AFAIK, for this type of conversion, you will need text file (24414.2.$et) of your model. Required process should be as under. 1. Open text file of the model in Notepad. 2. In 'PROGRAM INFORMATION' portion, make following changes: a. Change the PROGRAM option to "ETABS", INSTEAD OF "ETABS 2015" b. Change the VERSION option to "9.7.4", INSTEAD OF "15.x.x" 3. Save the file as 'All files', with extension '.$et' 4. Import the newly created text file into ETABS 9.7.4. 5. Since ETABS 2015 contains a lot more new features (not available in older version 9.7.4), you will certainly see a number of error messages during this import, indicating the inability of program to import data regarding newer options and ignoring of the relevant commands. This is normal for imports of NEW version files, in Older versions of programs. Just keep on pressing 'OK' button on these messages, until import process has completed. 6. Save the imported file as ETABS 9.7.4 model (.edb) file. Note: You must be aware that the model file, imported by ETABS 9.7.4, would however not be same as the original ETABS 2015 file. Rather it would be deficient in several respects, as may be clear from the error messages displayed during import in older version. Therefore, you will have to check the model in detail, to see which respects the model is OK, and in which it is not. I don't know what an 'mdp' file is, as such I am unable to comment on export of such files in ETABS 2015. Regards.

Thank you very much sir for detailed answer. The above attached document presents calculations for a beam but since minimum steel limit differs for slab and beams, i think maximum steel ratio limit must also differ for beam and slab.

Uzair is right that your pipe section is lean.. I would say extremely lean. Do check your KL/R using a K of 2. Its likely that it will fail the check. You will probably need a built up column or very big pipe section- 450mm to 610mm dia section..40m is a lot of length. Now lets talk about wind. Here is what I do in Canada. The wind speed for which the structures are designed is based on max wind speed with a probability of 1 in 50 years but for serviceability, the maximum wind speed is based on probability of 1 in 10 years. That reduces wind load a lot. So do check the code you are working on and it is likely that you are expected to use a lower design speed. Some codes also allow using lower importance factor like 0.75 for serviceability limit states. Thanks.

Asssalam-o-alaikum! You might need to increase your main member (pipe) size (thereby increasing stiffness), or to add brackets and bracing, to reduce deflection. BTW... I am unable to understand, why are modelling pipe as shell, instead of frame? What is its basis, and to what advantages it may lead to? Regards.