Seismosoft | Earthquake Engineering Solutions

I am wondering what would be the drawback of not employing the rigid diaphragm constraint, but considering only the axial beam's real stiffnesses. Would you please be so kind as to share your insights?

When it comes to pushover analyses, would you recommend reducing the slab penalty function exponent to 1 in order to avoid imposing the rigid diaphragm assumption into the model, leaving the real beam axil stiffnesses to do the job?

Thank you Zoi, Hmm, it is tougher, I am worried about the stiffness and joints as well. A high N in beams means higher strength and stiffness in the structures, and higher shear forces in joints as well. Anyway, you are saying that high N in beams is not real, but it is there only because of a 'conf...

Dear, I have adopted the Inelastic plastic-hinge force-based frame element to model the beams and columns, and I am still realizing the axial forces in beams are very high. I was thinking that having the plastic-hinge approach would avoid the 'high axial forces in the elements. What type of element ...

I am checking an RC joint shear report. I am realizing that the normal force of the column above the joint at Collapse Prevention LS is nearly 90kN, while the one reported in the report generated by SB says that the normal force is nearly 70kN. I am conducting the joint shear check as per NTC-18. Co...

I check the report as well, but it did not shed more light on the matter. Can I share my model with you?

I am doing RC joint checks in tension as per NTC18 running pushover analyses, to see that for one of the joints, the pushover direction of the critical analysis does not match the direction of the two beams that are connected to the joint. The beams lie in the Y direction while as per SB the critica...

Dear Zoi,
Any reference on how you compute the demand? I am asking as I would like to make some hand calculations.
Enes

Thank you for the reply. To which section of KANEPE are you referring, could you please share a link?

Dear,

I would like to know about the design of dowels that connect the old and new concrete in cases of jacketed members. Therefore, I would like to know how the demand and the capacity of dowels are computed. What are the references? Is the concrete contribution ignored?

Enes