Hello fellow engineers.
In strut and tie method of deep beam design, the are certain stress limit that needs to be satisfied at the node region. In the Canadian bridge code, there is another equation that shows the limiting compressive stress in concrete strut (fcu) based on the tensile strain...
Geotechnical engineers run the pile group analysis and provide the demands on piles based on the maximum load given by structural engineers. But the rigidity of the cap will affect the analysis geotechnical engineers are doing (e.g. the moment demand on top of the pile).
I'm not familiar with RISA (since I'm not dealing with the geotechnical part). As a structural designer, should I tell the geotechnical engineer to consider the cap as rigid or not? I agree with Josh on not relying on the soil under the cap.
What if we consider it rigid and there is some...
Pham, thanks for your insight. I thought about it, if I take the stiffness ratio (EI/L rato for cap and pile: correct me if I'm wrong) of the cap to pile, it's around 18. It surely shows that the pile will crack and yield first. But what stiffness ratio is good enough to say the cap is good...
Dear altruists, to analyse the pile group (attached), should the pile cap be considered rigid or not? The shear span to depth ratio is more than 2 (2.6). However, it's very common to consider pile cap rigid, and I guess L-pile can not assign a flexible pile cap (I'm a structural designer). I'm...
