DESIGN SPECIFICATIONS FOR HIGHWAY BRIDGES - IISEE

10.2 Evaluation of Failure Mode, Lateral Strength and Ductility Capacity
(1) Failure mode of an Reinforced Concrete Columns shall be evaluated by Equation
(10.2.1).
P u ≦ P s : Flexural (or bending) failure
P s < P u ≦ P s0 : Shear failure after flexural yielding ・・・・・・・・・・・・・・・ (10.2.1)
P s0 < P u : Shear failure
where
Pu: Lateral strength of an Reinforced Concrete Columns, as specified in Section 10.3
(N)
Ps: Shear strength of an Reinforced Concrete Columns, as specified in Section 10.5
(N)
Ps0: Shear strength of an Reinforced Concrete Columns calculated by assuming that
the modification factor on the effects of repeated alternative loads specified in
Section 10.5 (N), is equal to 1.0.
(2) Lateral strength Pa of an Reinforced Concrete Columns shall be calculated by
Equation (10.2.2), depending on the failure mode.
Pu (Flexural failure) (where Pc < Pu)
Pa = Pu (Shear failure after flexural yielding) ・・・・・・・・・・・・・・・・・・・・・・・・・・・ (10.2.2)
Ps0 (Shear failure)
where
Pa: Lateral strength of an Reinforced Concrete Columns (N)
Pc: Lateral strength of an Reinforced Concrete Columns at cracking, specified in
Section 10.3 (N)
(3) Ductility capacity μ a of an Reinforced Concrete Columns shall be calculated
depending on the failure mode as follows:
1) Ductility capacity for flexural failure shall be calculated by Equation (10.2.3):
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