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Thank you all. I have to say I learned something from this conversations.

Thank you Dik and Kootk.

If pinned is assumed, do we terminate longitudinal bars in the interface of column-footing? Any sample detailing is helpful. It seems that minimum transfer dowels that code requires [0.005Ag] plus concrete hardness could still provide some fixity. Thus partially fixed looks more representative.

Hi RobertHale, I did confirm and my prof said the same way you mentioned that we only design for fully elastic system in power plant (highly exceptional category), not other structures. You're certainly allowed to use RSA for structures of that sort Modal analysis is applicable to the...

Thank you everyone for those insightful information. 1] For pinned connection, it is applicable to buildings in moderate to high seismic regions where the SMRF (columns and beams) are to carry lateral seismic forces plus gravity loads, consequently these columns' moments have to be resisted by...

Hi Kootk, Great to hear from you about RSA. Some references emphasize that nearly all structures behave inelastically in reality when subjected to moderate and high ground motion or strong wind. Since I am here in South East Asia where moderate and/or strong earthquake do happen, so I wonder...

Hi Dik, To what height is the applicability of Push-over method? It seems that it is limited to certain height and geometry. Gotlboy

Hi everyone, In my building design class, my professor said it is a structurally acceptable practice to assume low to mid rise buildings' column-footing connection to be pinned, although fixed condition may be assumed in some situations. I would like to hear from your experiences and the...

Hi everyone, I am tackling response spectrum method for seismic analysis. I found that it is a linear elastic dynamic method which has limited use in actual design. How applicable it is if our building plan is symmetric in plan and height but is in the range of 5 - 10 storey? I wonder if...

Dik, thank you so much for the presentation. This is what I have felt too that push-over is a bit advance compared to other linear methods. I am currently doing structural dynamics and earthquake engineering, which I have learned about Response Spectrum. Our prof did include a push-over curve...

Dear friends, I am just starting my study in structural engineering and feel interested to learn about push-over analysis. I will be very helpful if there could be a sample analysis calculations just for proper guidance. Regards, Gotl

Thank you Dik for bringing your actual experience to explain this confusion. I definitely agree that slabs and beams cast monotonically with reinforced walls shall be assumed fully fixed to supports (walls). How about [1] beams/girders cast monotonically with columns (given that they are part...

I have encountered some books emphasizing that there is no fully-fixed or hinged joint conditions in reinforced concrete. On the other hand, steel structures may give us better understanding through joint connections (bolting and/or welding). I am aware that RC joint condition has something to...

Deker, could you clarify how you determined 'P=100,000 lbs'? I used to use P=1000KN based on my senior notes but I have never seen any books discussing why P is assumed to be 1000KN or other values if any. Thank you.

Kootk, thank you so much for taking some time to do it in detail. Will F1 be provided with top steel parallel to the strap? or the negative moment is all carried by the strap beam and thus F1 doesn't have to carry any negative moment.

I was referring to shear & moment diagrams. They don't end at zero as shown in the spreadsheet. Even so we can still get the maximum moment and shear to design the strap beam. Now, I am bit confused on how to transfer some load to F2 (int) since P2 isn't included? How do I determine the...

Kootk, why P2 is not included in the analysis? I tried to draw the shear and moment diagrams but they do not end at zero. Please see the excel file at your convenient time. http://files.engineering.com/getfile.aspx?folder=632ccae1-fe32-4271-9ece-4c21dcea7df8&file=STRAP_FOOTING_ANALYSIS_02.xlsx

Yes Kootk, I do. Please enlighten me on this.

1. Distance b/w columns S=3.85m 2. Centroid Xbar=2.502m 3. East to West (not really understood) 4. Strap beam depth h=380mm Can you please illustrate the steps given above that involves moments...

EireChch, I have uploaded a photo of the foundation plan. Yes, the strap acts as cantilever beam to transfer some loads to the interior column. If there have been axial loads only, it would have been easy to draw the S&M diagrams. Calculated loads are P(ext) = 239kN, P(int) = 444kN...