Deformation Capacity of Beams, Columns and Walls (ASCE)

The total chord rotation capacity at ultimate of concrete members under cyclic loading is calculated as the sum of the chord rotation at yielding and the plastic part of the chord rotation capacity

The chord rotation capacity at yield, θ_y, is calculated as described below:

• For beams and columns from the equation  of D.Biskinis (2007):

where the effective stiffness value , EI_eff, is calculated according to Table 3.1.2.1 of ASCE 41-23.

• For walls from equation(7.4.1.1.1) of ASCE 41-23:

The plastic part of the chord rotation capacity is calculated as indicated below:

• For beams according to Table 4.2.2.2.2a of ACI 369.1-22
• For columns according to Table 4.2.2.2.2b and 4.2.2.2.2c of ACI 369.1-22
• For walls controlled by flexure according to TTable 7.4.1.1.1 of ASCE 41-23 and for walls controlled by shear according to Table 7.4.1.1.2 of ASCE 41-23

The deformation capacity of walls controlled by shear is defined in terms of the interstorey drift ratio as indicated in Table 7.4.1.1.3 of ASCE 41-23.

The yield moment capacity is calculated according to the equations of Appendix 7A of KANEPE.

FRP Wrapping
The contribution of the FRP wrapping to members’ capacity is taken into account in the calculation of the yield moment capacity.