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I do the connections manually, using custom made Excel worksheets. However, I use ETABS for main frame analysis & design. You may develop steel connection design worksheets in MS Excel, a very powerful spreadsheet software, yet not very difficult for developing structural worksheets for routine design office work.

W/salaam, The answer is in the commentary. Please see the highlighted text in the quote. Keep it simple. Thanks.

The company I work for has license for SAP2000 and RISA3D only. They don't use ETABS and thats why I don't use ETABS either. I have found RISA3D more friendly for connection output. You should be able to do it. I haven't used RAM connection but you should be able to get output from SAP2000 and use that in RAM Connection. The softwares (SAP2000 and RAM Connection) I believe are not integrated and you would have to manually enter data in RAM Connection. I did some google and noticed that Ram Connection is integrated with Staad Pro. You can check the following website for more details: http://communities.bentley.com/products/structural/structural_analysis___design/w/structural_analysis_and_design__wiki/8354.tips-for-using-ram-connection-within-staad-pro-tn Pin or Fixed from a geotechnical perspective: http://www.sepakistan.com/topic/1578-pin-support-or-fixed-support/ Pin or Fixed from Column Base Plate Connection perspective: http://www.sepakistan.com/topic/1500-steel-column-base-plate-modelling-in-sap/ I am not very familiar with ETABS. I would let someone else answer this. A fix support assignment for connection between your column and baseplate would induce moment in your baseplate. You need to design your baseplate for the reaction moment along with other loads. You should export all load combinations for strength design of foundation. Please note that some load combinations might not be applicable for bearing pressure check depending upon the code you follow but they are applicable for foundation design (flexural and shear design of foundation). You should consider stiffness modifiers irrespective or p-detals. Thanks.

Thanks a lot. So now can you please tell me in short if you don't mind please, that the using of SAP why better or you prefer for steel analysis and member sizing than ETABS? What privileges I will get better in SAP than ETABS for steel? And also, so for connection design or baseplate, Can I do that from connection loads or forces output from SAP and in RAM connection if you know, as I will have to learn that and I am not in touch with any fabricator ? Thanks again for hanging out with me and providing informative information, I am really grateful And please help with these issues I posted another thread and now deleting and so posting here : 1. Hello.. can you please explain simply that when I will assign pinned support and when fixed in ETABS? Please do not mention huge geotechnical issues here as they just sometime make it much more complex, you please explain it simply with soil condition basing or footing based. 2. Does etabs automatic count for long columns, i mean if a column is slender column, will etabs will design it considering slender column design process and length factors? or will I have to do it manually and if so, how? 3. If I assign fixed support, then what would be for baseplate design consideration? biaxial moment should be considered or fixed isn't ok for baseplate? 4. When exporting slab from etabs to safe, will i need to export lateral load combos also for moment consideration? Same for footing in Safe, I am exporting etabs base reactions for footing design in Safe (isolated or combined), now will i need the al load combos like for horizontal forces or moments also? Or just like only gravity load combination reactions need to be exported? 5. It's ok that when I do P delta effect assigned, that means when I am doing 2nd order analysis in Etabs, then I am using section modifier value for frames and slabs ( Like as ACI directs .7 for column, .35 for Beam, .25 fo shell etc. ), But if I don't perform 2nd order analysis, i,e P delta analysis, then do I need to change the default modifiers ( that are 1 ), or if I do change, then is it wrong? Thanks