The corrosion allowance applies to steel piles, but what about the reinforcement in bored or driven concrete piles? I can increase the concrete cover, but controlling crack widths could be challenging, especially since I need to account for moments caused by lateral loads.
Thanks, everyone. That was very helpful.
I've just reached out to the geotechnical engineer for recommendations. Based on the borelogs, the bearing capacity is quite low: around 200–250 kPa end bearing at a depth of 3.5 meters, with no data available beyond that.
Would it be appropriate to...
I'm currently designing foundations for a three-storey apartment building located near the coast. The geotechnical report indicates sandy soil conditions with a high water table (approximately 1.5 meters below ground level). I'm considering the use of concrete piles, but I’m unsure whether this...
I have seen similar details. Normally with vertical bars welded to the emebeded plate as shown below. Not sure what the vertical bars are doing here? (I cannot have these vertical bars as the plate will be top of the column)
Sometimes 'U' shape reinforment FSBW to plate are used in lieu of...
Thank you.
I was considering the same for the first connection. The moment would likely fall between a pinned and fully rigid connection, with the worst-case scenario being similar to the one I described earlier, where the anchor pulls out. I suspect that as the anchor begins to deform and...
Thank you very much for your reply.
I was actually thinking the other way around but I am not sure. The first one is more likely to induce moment as the anchor at far end restraint the beam from rotating, and thus creating a rigid connection (until the anchor being pull out by a bit (not sure)...
Hi gents,
I have a UB steel beam connected to a reinforced concrete (RC) column, either positioned on top of the column or attached to its side. Based on my analysis, which assumes pin connections at the ends, I am obtaining the following design actions.
However, I believe both connection...
Kootk, my concern about this approach is that we will actually underestimate the transfer loads sometimes when there are more than one transfer slabs in the 3D model.
Say we have a three-storey building and level 1 and level 2 are both transfer slabs. If there is a transfer column C1 above...
