Design reinforcement for a corbel and the beam supported by it

[nivoo_boss]

Hey everyone!

Perhaps you can point me in some direction I have to design the reinforcement of the corbel and the beam end. The dimensions are in millimeters and I design by EC2. Should both of these (corbel and beam end) be designed using the strut-and-tie model? And as for the beam, I've designed the longitudinal bars and shear links for the 600 mm high beam but my question is - how do I provide/take into account anchorage of the main bars on a support like this? On a simpler support I would just bend them upwards, but what here?

Thanks in advance.

 

[Settingsun]

Provided the geometry is within certain limits, I prefer to use methods such as set out in the PCI and CPCI design manuals. The PCI has more explanation but the CPCI is metric and a free download. The limits are set out in those manuals.

If going for strut and tie, try the article at the link below. As it points out, there's a STM model out there that has a compression strut crossing what is initially a tension crack so requiring massive redustribution of stresses, and results in about double the shear stirrups as found from tests. Avoid that model and use one of the others from the article.

https://issuu.com/ahmedmohmedahmed/docs/struttiemodelsfordappedendbeams

 

[HTURKAK]

Er. nivoo_boss (Structural)


My suggestion will be ; develop a STM for bracket and dapped end beam similar to the following . ( Snap from FIB-CEB bulletin 43 , Structural connections for precast concrete buildings ),

and the reinf. detailing should be similar to the following ( snap from MANUAL FOR DETAILING REINFORCED CONCRETE STRUCTURES TO EC2 by JOSE CALAVERA )

I will suggest you also to look Bewehren nach DIN EN 1992-1-1 (EC2) by KLAUS BEER ..

 

[nivoo_boss]

Can't thank you enough for these book references, awesome stuff.