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@KootK, I faild to read your design, sorry my bad. yes I think I have 100 mm cloath as part of interior clothings so I think I can implement your details on my design. Thanks alot

Thanks for the replies and solutions. I also find the following publication from sci , https://www.steelconstruction.info/File:SCI_P102.pdf.. @jayrod12 solution seem more applicable to me. Spacing the bolts and increase the number seems the right decision to reduce shear and pull out effects...

Hi I have a 10 m span steel beam which I need to connect to existing 1.2m diameter concrete column, the reactions at the ends come up to be about 500 kN or so. I need a reference to design the connection. also, what are your recommendation for such scenarios. Regards.

@CarlB interesting, thank you for help.

@Ron247 yes we do replace 1.5 m of soil with crush fines, but this is to enhance the soil properties, and GWT can be found even 0.6 m below the soil in some sites, again the polythene sheet is like industry standard even if I dont specify it client will require, contractor will automatically do...

@Ron247 mainly to protect the steel, we provide 7.5 cm cover + Sulphate Resistance Concrete Mix. I do understand the high thrust, and my biggest worry is not the rigid frame itself rather the eccentricities on it. @AaronMcD yes we do that but I am looking for other solutions, but it seems no...

@WARose exactly, especially the soil is loose, we are left to the rigidity of the foundation to act as horizontal beam (similar to vertical drop beams), but even this may not give enough restrains to lateral loads. Even though we do not have earthquakes on my region and wind forces are minimal...

thank you all I appreciate your replies.

@MIStructE_IRE I dont think friction is helpful as it is normal practice here to put polythene sheets under the footing. My concern is if the soil is loose around the footing, how will this pressure develop? what if they did not compact the soil around the footing and just do compaction below...

Hi, I am new structural engineer I have been wondering about lateral stability of structures for few months now. In the foundations we tend to make provision of tie beams to support the bottom of columns laterally, but I think it is redundant in some cases. consider a case of column with...

you can silence the group I always do that because plumper and many site issues dose not concern me. Though I enjoy the fights when they do [swords]

Oh, I tend to stick to 0.8-0.9... just because I know those people will do crazy stuff. Anyway, aside form being too conservative I should point out some of the things that you need to consider (correct me if I am wrong): * code allowable loads accounts for small dynamical effects. If the...