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

Table 5

Design parameters of numerical models (not considering the limit values in Table 2).

Frame	Component type	Sectional size	Floor	Reinforcement details		k	Amplification factors
				Interior	Exterior
KJ1	Beams	250 × 600	1–6	414 (218)	414 (218)	0.674	5.551
	Columns	550 × 550	1–6	416 + 814
KJ2	Beams	300 × 600	1–4	216 + 214 (314)	416 (314)	0.792	5.052
			5	414 (314)
			6	314 (314)	314 (314)
	Columns	550 × 550	1–6	1216
KJ3	Beams	300 × 600	1–4	218 + 216 (314)	418 (314)	0.803	4.323
			5	316 (314)	216 + 214 (314)
			6	314 (314)
	Columns	550 × 550	1–6	1216
KJ4	Beams	300 × 600	1–4	220 + 218 (316)	420 (316)	0.816	3.631
			5	416 (316)
			6	414 (316)
	Columns	550 × 550	1	420 + 420 + 418
			2–6	418 + 816
KJ5	Beams	300 × 600	1–4	225 + 220 (218 + 216)	225 + 220 (418)	0.832	2.787
			5	418 + 416
			6	416 + 416
	Columns	550 × 550	1	425 + 820	1225
			2	420 + 818	422 + 420 + 418
			3	1220	422 + 420 + 418
			4	1220	420 + 818
			5–6	1220	1220
KJ6	Beams	300 × 650	1–4	425 (222 + 220)	225 + 220 (422)	0.974	2.612
			5	220 + 218 (416	220 + 218 (416)
			6	416 (416)
	Columns	550 × 550	1	2425	428 + 828 + 825
			2	1825	425 + 825 + 420
			3	425 + 625 + 622	425 + 825 + 420
			4	1425	425 + 625 + 420
			5–6	1220

Note: 414 (218) indicates that the upper and lower reinforcements of the beam section are 414 and 218, respectively.