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Hello,

At one of our projects, there was a breakdown of concrete batching plant for about 02 hours while casting post tensioned girder (girders poured to about half of height). The contractor ignored the advice of site engineer and poured the remaining concrete without roughening the surface. After removal of formworks, cold joint cracks were visible. Post-tensioning hasn't been done yet.

I cannot find much literation on cold joint in post-tensioned structures. I do not think it is a good idea to do post-tensioning in such condition.

Can you please share your insights.

Kind Regards

https://preview.redd.it/kwu9v289nhod1.jpg?width=1200&format=pjpg&auto=webp&s=9732b0326fcc460192750da0efd7103974c9bcb0

Hej everyone. New bridge engineer here. 🙂 I have a bridge which spans over train track, where the train might derail and hit the bridge columns and might cause columns/bridge to collapse. The distance from the center and the train truck is smaller than 3 m. Eurocode doesnt define the impact/collision load from the derailed train to the bridge structure. Does anyone know where can I find such information? 🤔

Since we're all bridge geeks here, want to help with a bridge type selection? Check out this overview and option types for the proposed Burnside Bridge and complete the structure type survey at the end: Earthquake Ready Burnside Bridge (participate.online)

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https://www.globaltimes.cn/page/202303/1286969.shtml

Would be great if I can see 3d models or construction plans of some of them beforehand but they are obviously nowhere to be found...

https://youtu.be/WTlgh4TXLuM

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Hi there,

Came across this subreddit recently, would be great to bounce ideas off one another when working projects. I live in the UK so use a mixture of the DMRB and Eurocodes for design.

Where are you working? :)

Hey everyone, I tried searching but didn't find anything that helped. I'm building a wooden hiking trail bridge that requires 24 foot stringers. I'm making 3 laminated stringers using 2x10 treated lumber. The problem is the longest dimensional lumber I can get is 20 feet, so I'll need to splice them together, and I know that the splicing will weekend the beam.

So, my question is, is it better to space the splices out over the length of the beam, or better to have as much intact wood towards the center of the beam and have the splices closer together but towards the outer portion closer to the banks. I know the compression and tension forces will be highest in the middle, so my gut says to move the splices to the outer portion.

Any thoughts would be much appreciated, and thanks in advance!

Hello,

Can you please share any resources to prepare for the IStructE CM exam, especially for the bridge question?

For those of you not familiar with the exam, the bridge question requires one to propose two different concept designs for a given situation. These are almost always unique design situations including several site constraints. The biggest challenge (particularly for me) is to be able to come to the best solution in terms of form selection.

TIA