I am running into an issue with the punching shear checks for a slab with drop caps and stud rails. The status plan and punch check audit are reporting that the design fails. However, when I review the punch check audit, the program successfully designs…

I am having this issue with multiple columns that have been linked from RAM SS where the transfer load (in direction of gravity) is causing my columns to show a value for tension in their punching check reactions. In the first picture, see the Base Design…

When checking punching shear capacity of isolated and mat foundation by hand, we calculate the shear Vu as column load minus the force due to soil pressure on the area within the critical perimeter (This is allowed in ACI, EUROCODE, etc...). This will…

In a project I'm working on the resulting SSR designs seem a bit extreme and in odd places. The system is a Two-Way flat plate slab, with some edge beams to support precast panels. There are four columns that have had SSRs placed within the beams framing…

Dear Officer: May I ask if RAM concept can report the process of the punching shear check? Like each step, how the calculation results look like. Like the calculation of the J value and c value used in the punching shear check. Another question…

Hi, I'm having a problem with the shear studs design in my model. I have a square flat slab supported by circular columns (piers) and drop panels over each column (image 1). Everything seems to be ok, except the punching shear analysis. First of…

For seismic design categories C, D, E, and F, stud rail testing approval reports require the concrete shear strength capacity in the presence of the studs to be reduced to 1.5*lambda*sqrt(f'c)*bo*d in lieu of the values shown in ACI 318-14 Table 22.6…

I have a 2 way podium slab with multiple small openings modeled around columns. My question is if Concept is accounting for these openings when performing the flexural shear transfer check. I have checked it with the openings and without and it is apparent…

Ram Concept allows 3 options under edge treatment for punching shear checks: sector voids, ignore edges, and failure planes. I would like further explanation, beyond what the manual says, on the differences and limitations of these 3 options. What differences…

What is the best way to model a steel column bearing on a Mat foundation and checking for punching shear? Should a 0' tall column be placed there or something along these lines? Thanks again!