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If bars can transfer moment, they can also transfer shear as far as monolithic construction is concerned. This implies that the size of the column must be such that bars can develop their tensile forces. It means that longitudinal bars must have adequate development length for hooked bars. Longitudinal bars of beams, or slab, must be able to develop their yield stress, so that the beam/slab can transfer moment to joint.
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Convert etabs 2016 to etabs 9.7.4 code#
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.ġ.4.THINGS TO CONSIDER FOR BEAM COLUMN JOINT *SEFP Consistent Design**Pile Design**Doc No: 10-00-CD-0007**Date: April 16, 2018*īeam-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.Īnother function of the beam-column joint is to help the structure to dissipate seismic forces so that it can behave in a ductile manner.ĭuring 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. I have recently graduated and joined a structural design firm, so kindly guide me, considering me a beginner.
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Convert etabs 2016 to etabs 9.7.4 how to#
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 input concerning assignment of hinges to beams, columns and shear walls is highly appreciated. I would like to know what would be a better estimate for relative distances for plastic hinges in case of beams, columns. While assigning plastic hinges, I have an option of using ASCE 41-17 (Seismic Evaluation and Retrofit of Existing buildings". I will be using ETABS 2017 for performing Pushover Analysis. Until now, I have decided to go with "Displacement Co-efficient method". I'll be performing "Non-Linear Static Pushover Analysis" for my model. I am interested in performing "Performance Based Design" for a 20 story building. I don't know what an 'mdp' file is, as such I am unable to comment on export of such files in ETABS 2015. Therefore, you will have to check the model in detail, to see which respects the model is OK, and in which it is not. Rather it would be deficient in several respects, as may be clear from the error messages displayed during import in older version. 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. Save the imported file as ETABS 9.7.4 model (.edb) file. Just keep on pressing 'OK' button on these messages, until import process has completed.Ħ. This is normal for imports of NEW version files, in Older versions of programs. 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. Import the newly created text file into ETABS 9.7.4.ĥ.
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Save the file as 'All files', with extension '.$et'Ĥ. Change the VERSION option to "9.7.4", INSTEAD OF "15.x.x"ģ. Change the PROGRAM option to "ETABS", INSTEAD OF "ETABS 2015"ī. In 'PROGRAM INFORMATION' portion, make following changes:Ī. Open text file of the model in Notepad.Ģ. AFAIK, for this type of conversion, you will need text file (24414.2.$et) of your model.