Influence of Beam-to-Column Linear Stiffness Ratio on Failure Mechanism of Reinforced Concrete Moment-Resisting Frame Structures

Table 4

Comparison of experimental phenomena and theoretical judgement.

Frame joints		B × h (mm)	(mm^2)	As (mm^2)	I0 (mm^4)	L (mm)	[k]max	k	Experimental results	Theoretical results
KJ1-J1	Beam	100 × 200	150.79	84.82	2.61 × 10^8	2000	0.75	0.27	Beam hinge	Beam hinge
	Column	200 × 200	207.34	207.34	5.23 × 10^8	1100
KJ1-J2	Beam	100 × 200	150.79	84.82	2.61 × 10^8	2000	0.75	0.27	Beam hinge	Beam hinge
	Column	200 × 200	185.35	185.35	5.25 × 10^8	1100
KJ1-J5	Beam	100 × 200	150.79	84.82	2.61 × 10^8	2000	0.75	0.27	Beam hinge	Beam hinge
	Column	200 × 200	185.35	185.35	5.25 × 10^8	1100
KJ1-J6	Beam	100 × 200	150.79	84.82	2.61 × 10^8	2000	0.75	0.27	Beam hinge	Beam hinge
	Column	200 × 200	185.35	185.35	5.25 × 10^8	1100
KJ2-J1	Beam	100 × 200	235.61	150.79	2.58 × 10^8	2000	0.75	0.37	Beam hinge	Beam hinge
	Column	200 × 200	342.42	342.42	5.18 × 10^8	1500
KJ2-J2	Beam	100 × 200	235.61	150.79	2.58 × 10^8	2000	0.75	0.37	Beam hinge	Beam hinge
	Column	200 × 200	285.88	285.88	5.21 × 10^8	1500
KJ2-J5	Column	100 × 200	150.79	150.79	2.60 × 10^8	2000	0.75	0.27	Beam hinge	Beam hinge
	Beam	200 × 200	185.35	185.35	5.25 × 10^8	1100
KJ2-J6	Column	100 × 200	150.79	150.79	2.60 × 10^8	2000	0.75	0.27	Beam hinge	Beam hinge
	Beam	200 × 200	185.35	185.35	5.25 × 10^8	1100

Note: is the cross-sectional area of compressive reinforcements; A_s is the cross-sectional area of tensile reinforcements; I₀ is the inertia moment of components; l is the effective length of components. In this study, the sectional area of the steel bars was converted into that of the concrete material with the effective inertia moment during the calculation of the components’ inertia moment. The beam-to-column linear stiffness ratio is defined as the ratio of elastic linear stiffness, without considering the different calculation methods between the exterior and interior joints. Additionally, the beam-to-column linear stiffness ratio of the interior joints was reduced by half when comparing it with the theoretical limit values in the table above, based on the fact that the cross-sectional sizes and reinforcement configurations of beams framing the same joints were identical.