Advances in Civil Engineering

Research Article

Improved Fastener-Based Modelling Method for Reinforced Cold-Formed Steel Shear Walls

Table 4

Comparisons between the simulated and test results [18].


Specimen number	Projects	F_e (kN)	F_y (kN)	F_p (kN)	Δ_e (mm)	Δ_y (mm)	Δ_p (mm)	μ	k₃₀₀ (kN) (m)	κ_max (%)

RW1	Test	40.6	78.1	101.5	4.26	12.15	28.15	2.99	1981	13.8
	FEM	40.2	81.6	100.5	4.45	13.83	26.0	2.63	1892
	κ	1.0%	4.5%	1.0%	4.5%	13.8%	7.6%	12.0%	4.5%

RW2	Test	50.6	83.7	126.5	3.62	8.02	30.73	6.36	1925	13.3
	FEM	46.8	76.8	117.0	4.09	9.09	30.0	5.73	2068
	κ	7.5%	8.2%	7.5%	13.0%	13.3%	2.4%	1.0%	7.4%

RW3	Test	38.2	80.3	95.4	4.93	17.76	40.52	3.17	1547	14.2
	FEM	34.2	71.8	85.5	5.43	18.99	40.0	3.37	1327
	κ	10.5%	10.6%	10.4%	10.1%	6.9%	1.2%	6.3%	14.2%

F_e, F_y, F_p are the elastic strength, yield strength, peak strength, and Δ_e, Δ_y, and Δ_p are their relative displacements, respectively, where F_e = 0.4F_p is the conventional elastic strength limit; Δ_u is the relative displacement that corresponds to 0.85F_p beyond the peak load, and μ = Δ_u/Δ_y is the ductility coefficient; k₃₀₀ is the unit shear stiffness when the lateral displacement of a wall on top reaches H/300; κ and κ_max are the relative error and its maximum value between the simulated and test results, respectively.