I also do not really speak German but the document I was referred to was
"Zusätzliche Technische
Vertragsbedingungen und Richtlinien
für Ingenieurbauten
ZTV-ING
Teil 5
Tunnelbau
Abschnitt 2
Offene Bauweise
Hello bojoka
If you could get your hands on the German document 'ZTV-ING-Teil-5-Tunnelbau-Baudurchfuehrung' you may find something helpful. Basically if I remember correctly, it mentions a difference of 10 C degrees between the entrance and the inside.
Instead of opening another thread let me ask a strut and tie question here. I have been studying the method for some weeks now and I was wondering about something.
Lets suppose you have an STM for a deep beam like the one on Brad805's post or rather you have two. The first with the tie and the...
I see what you mean. By implying that it is a purely rotational failure the reinforcement I sketched would not really help. Only if used to anchor vertical legs.
No, the vertical loads are transfered through free sliding bearings on each side of the guided bearing. Thank you very much for your...
Nothing because after I raised my concern to my seniors they hinted that if a solution is not found through the bearing manufacturer, shear keys will be the way to go. Thank you very much for your input HTURKAK.
The bridge has multiple spans of around 40m each, with a deck width of more than...
Indeed if I were to use shear keys a pryout check would not be necessary. But the first idea was guided bearings so that is what I started with.
Do you know if it is possible to move this thread or I would have to post anew?
Thanks for your wishes..
PS. We could be neighbours.
This was another thought since I have seen that from research it is said that if heff/D>4.5~5 pryout would not be a factor, but I could not justify it by code.
Both the American Code and the Eurocode, even though they do not prohibit it clearly, they do not mention that it is allowed even...
The bridge is indeed in a seismic zone and also has a large curvature. A seismic isolated solution had been considered but was rejected due to more than one reasons.
Indeed shear keys is where my thought process is taking me if I can't justify the ignoring of the pry-out check. The necessary...
Nice to meet you KootK and thank you for your answer.
Having taken a look at ACI 318-19, Table 17.5.2, reinforcement can be taken into account instead of Concrete edge breakout resistance (same as the Eurocode). It does not mention anything about being able to use reinforcement in the case of...
Greetings to everyone. First time posting!
I have been asked to design an abutment and along with designing the reinforcement, check the connection of a fixed/guided bearing on the abutment. The aforementioned bearing has to be able to transfer 5000kN (1125kips) of shear force transverse to the...
