We are checking the anchorage of a beam into the side of a pile (circular column) and we end up with very large figures for end plates and amount of anchors. The failure mode switches between edge break out and pryout based on embedment basically and we would like to know how the software assesses edge breakout when we have set the length in the direction of the force (vertical) to infinity and there is zero design load horizontally.
It appears the software derives a horizontal force of 50% the vertical shear and I would like to know where this comes from. If we are able to argue that this is not the case we can greatly reduce the amount of anchors needed.
And for pryout, we are using threaded bars nothing headed so there should be no pryout concerns (from shear) but we have them.
Any information would be great! Thanks
Thanks for your posting. Unfortunately, without you attaching your Pe file or pdf output I am going to have to make a number of assumptions at this time in my response.
Now assuming you have modelled this as an inscribed square within the circular column to achieve the largest available area that can be inputted to the software. You are fixing to the face of the column with the bottom edge selected as ‘infinity’ i.e. fully restrained but have two side edges and a third ‘top edge’ and the depth of the concrete again matching that of the inscribed square.
You may / may not of modelled a grout under the baseplate to account for the curvature of the pile and the loss of area due to the inscribed square.
You state that you only have a vertical shear load being applied centrally to the group of anchors so no eccentric positioning of the load on the baseplate with the shear acting in the direction of the longest edge, then I would expect to see shear results acting in one direction only.
The three checks I would expect to see are steel , concrete edge breakout and pryout (The concrete area behind the anchor is subject tension from the shear applied to the anchor)