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Showing results for tags 'PDelta'.
Found 6 results
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Dear All; I HAVE A QUESTION REGARDING DESIGN OF COLUMNS IN ETABS ACCORDING TO ACI CODE. IT IS MENTIONED THERE IN SECTION 10.10.2.1 THAT" THE MOMENT INCLUDING THE SECOD ORDER EFFECT IS LIMITED TO 1.4 TIMES THE MOMENT DUE TO FIRST ORDER EFFECT FOR NON SWAY AND SWAY FRAMES". SO HOW CAN I INVESTIGATE THIS IN ETABS?
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Respected engineers. can anyone tell me that what is difference between 1st and 2nd order analysis? specially related to steel structures also.
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in p-delta parameters what is the use of maximum iterations? and what are the combination and their scale factors we should put there?
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I am analyzing a regular structure 120 feet high in seismic zone 4. Will it come under the static lateral force procedure or dynamic analysis? How can we relate p-delta analysis and lateral force procedure?
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Respected Engineers. while doing P-Delta analysis it gives two options: a- non-iterative based on mass b-Iterative-Based on load combinations what is the difference between them and use of them? how to calculate iterations and which load combination we use when using 2nd option?
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AOA every1 my query is that while using SET ANALYSIS OPTION then in P-DELTA check which option shud b checked i.e ITERATIVE or NON-ITERATIVE? wat is th difference and under wat conditions .ALSO explain to me that we use p-delta analysis when stability co-efficient is not satisfied after determining seismic parameters so how can we check the p-delta option before running analysis.thirdly wat is the criteria of checking the DYNAMIC ANALYSIS TAB? Also in seismic design there r two procedures 1- STATIC 2-DYNAMIC which one to be used n under wat conditions.does it have any connection with the overall height of the structure? lastly y we still use UBC-97 whereas it has been replaced by I.B.C ?. BEST REGARDS FRIENDS!!!
