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W/assalam! You may use following steps to check deflection of a portal frame in SAP2000 (I am assuming that you are using SAP2000 version 14. Other versions might require somewhat different approach.) 1. Run SAP2000 model of your portal frame, using 'Analyze--> Run analysis' menu option. 2. Select 'Show deformed shape...' from 'Display' menu drop down option. Alternately, you may use F6 function key to display 'Deformed Shape' options window. 3. Select the Load 'case / combo' for which you want to check deflection, and press 'OK' command button. Deformed shape of structure for the selected load case will be displayed. 4. Placing the cursor on one of the member joints, will display deflections and rotations at the selected joint, in length units visible at bottom right hand corner of display window. (You will have to make the joints visible, if these are not already in view.) HTH Regards.

Membrane is modelling is correct.

Calculations are okay. You are calculating punching as corner columns. So you end up with less bo. For edge columns you should select edge columns while calculating punching. Either increase the raft thickness or column size or try reducing moments at edge/corner columns by changing the system or may be all of these three options. At the end you need more bo.d.

Assalam o alaikum, I am to model a basement in ETABS. Basement has 4 side walls and a slab at top. If I model slab as it as at top of walls, it behaves as partially fix support and produces moment at connections between slab and walls. But i want to release this moment.I want my slab to behave as Simply Supported where it connects wall and as monolithic where slab connects with beam and also I want my walls acting as Propped Cantilevers instead of both ends fixed. Also suggest me how to provide same connection in real by detailing of reinforcement. Jazak Allah. Thanks.

What is meant by SW waseem bhai?

Assalam-o-alaikum! 1. There may or may not be any difference between the two (cracked and licensed), depending upon type of software cracking used. While you can rely and depend upon the analysis / design results in case of a licensed software , but not in case of cracked software (nobody will take responsibility for that), even if there is no difference of results. This is because of the fact that use of cracked software is incorrect ethically as well as legally. You cannot defend or justify use of such software, for the design of real-life structures, in a court of law. 2. CSI has several kind of licenses. I am sure, there will be one fulfilling requirements of your organization, too. 3. See answer to your question 1 above. Regards.

1. There is no difference but you should not use the cracked versions. This is unethical and unprofessional too. 2. You contact sales dept of CSI for this. They would be more than happy to sell their products.

I want to get real moment forces in shells too. For the time being, positive moments are less and negative are more because of the reason that etabs has modelled slab-wall connection as monolithic. But when this connection will be released for moments, positive moments in slab and wall will increase. I want to model this in such way. Thanx.

Do not provide the reinforcement that can resist the moment at slab/wall joint. In other words, provide no reinforcement on the earth side, in the basement wall, at the that joint.