PSI - Issue 44

Xuguang Wang et al. / Procedia Structural Integrity 44 (2023) 1736–1743 X. Wang et al. / Structural Integrity Procedia 00 (2022) 000–000

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The strain profile at each limit state also can be calculated using Eq. (8). The corresponding normalized moment for the given strain profile is calculated as follows:

(9)

The dimensional moment is calculated by multiplying the normalized moment by the section width , by the squared distance between topmost and bottommost reinforcement steel, and by the concrete strength : (10) 2.2. Shear capacity model The shear capacity model suggested in Eurocode 2 (2004) is adopted for calculating the pier shear capacity , as follows: (11) where is the web thickness of the hollow section, is the transverse reinforcement geometrical ratio, and is the concrete strut angle where shear is balanced between transverse reinforcement and concrete strut: (12) where is a coefficient accounting for the normalized axial load , as follows: (13) 2.3. Pier displacement capacity The pier displacement capacity ∆ is calculated using the smaller between the shear capacity and the equivalent force corresponding to the moment capacity: (14) where is the height of the pier, is the elastic stiffness of the pier, is the curvature capacity of the section, , the base plastic hinge length, is a function of pier height and the cross-section depth, ℎ , and width, :