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1. #How to edit reinforcement diameter in etabs 9.7.4 how to#
2. #How to edit reinforcement diameter in etabs 9.7.4 update#
3. #How to edit reinforcement diameter in etabs 9.7.4 code#

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.

#How to edit reinforcement diameter in 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.

#How to edit reinforcement diameter in 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. In the end, thanks to all (especially for contribution to reach the solution of subject problem, by suggesting various courses of action. Replacing the affected Automeshed Raft Slab, with a new unmeshed raft slab & remeshing the floor slabs & rc walls (after selecting the floor slabs & walls separately) at desired maximum mesh size finally solved the problem. This time the affected element was located & found to be present in the automeshed Raft Slab, provided at the base level merely for exporting the Base Reactions to SAFE for further processing there.ĥ. Keeping in view suggestion made by EngrJunaid, the affected model was opened in ETABS 2016. Thus, the affected element could not be traced once again.Į. The same facts have been stated above by Saad Pervez. It followed that element numbers (like 22836 etc) are generated during analysis only. Trying to locate affected element # 22836 through the procedure advised by Rana, indicated that the relevant output table designates the slab & wall elements by the number types F# for slab elements & W# for wall elements. Another trial indicated that thr problem is with the meshing of slabs, and not the walls.ĭ. Deletion of these extra objects removed the warning messages.Ĭ. This trial helped in running the analysis completely, with 2 Warning Messages indicating presence of unconnected point & frame objects at the specified locations. Third trial was made using 'default' meshing option ( meshing at grids & in Automesh options, by keeping the 'Further subdivide shell/wall in maximum element size of' option UNCHECKED. Trials were made by automeshing the model at two different maximum mesh sizes of 4 ft & 2 ft (one at a time), but without any positive result.ī. Following steps were taken in order to sort out the error:-Ī. This action meshed the raft slab as well.The meshing of raft slab was haphazard in some regions, because of orientation of slab outer edges in different directions.Ĥ. The problem most probably occurred when the whole model (including the raft slab) was selected through 'Select all' command & automeshed again as stated in para-1 above. Model was running fine at all the steps.ģ. The model was being updated in steps, by refining the geometry along various edges of the slabs according to architectural plans at different floors. The slabs included a raft slab as well, for tranferring the reactions to SAFE.Ģ. Automeshing was adopted in the original ETABS 9 model, with a maximum mesh size of 3 ft for the slabs & walls.

#How to edit reinforcement diameter in etabs 9.7.4 update#

Here is the progress & update regarding the problem described in my original post, for the benefit of the interested SEFP users.ġ.