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Regarding the torsion in beam, EN 1992-1-1: 2004 section 6.3.1 (2) stipulates that: "where, in statically indeterminate structures, torsion arises from consideration of compatibility only, and the structure is not dependent on the torsional resistance for its stability, then it will normally be unnecessary to consider torsion at the ultimate limit state... ". Can anyone explain more clearly about this? For normal building, do we need to check torsion for beam?
I calculate torsion force exported from etabs then it requires not only the links but also the longitudinal bar. Sometimes the term of shear and torsion is even the critical check of section dimension.
Thanks in advance
In BS8110, clause 184.108.40.206.4 specifies a limit for clear spacing of reinforcement based on the relationship:
Clear spacing ≤ 47000/fs
where fs = estimated service stress in the reinforcement.
Does anyone know of a similar limit in EC2, other than the simple rules for reinforcing in clause 8.2?
Many thanks in advance,
I have a question regarding design of thick pile caps for punching.
Slab is 2m thick and has 1m diameter circular piles on 3m centres.
If i check punching on control perimiter 2d - the perimiter crosses over neighbouring piles - Does this have effect on calculations
I checked reduced perimiter (only 90cm from pile face), and checked shear on pile face, and everything is ok there - no need for links
Also checked flexural shear in pilecap and it is ok.
Thanx for suggestions