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

Table 18

Design parameters of numerical examples (considering the limit values in Table 2).

Frame	Component type	Sectional size	Floor	Reinforcement details		k	Amplification factors
				Interior	Exterior
KJ7	Beams	250 × 500	1–5	414 (218)	414 (218)	0.395	5.661
			6	314 (218)	314 (218)
	Columns	550 × 550	1–6	416 + 814
KJ8	Beams	300 × 600	1–4	216 + 214 (314)	416 (314)	0.557	5.344
			5	414 (314)
			6	314 (314)	314 (314)
	Columns	600 × 600	1–6	1216
KJ9	Beams	250 × 550	1–4	218 + 216 (218)	218 + 216 (218)	0.531	4.713
			5	316 (218)	216 + 214 (218)
			6	414 (216)	314 (216)
	Columns	550 × 550	1–6	1216
KJ10	Beams	250 × 600	1–4	220 + 216 (218)	220 + 218 (220)	0.709	3.836
			5	216 + 214 (218)	216 + 214 (218)
			6	314 (218)
	Columns	550 × 550	1	420 + 420 + 418
			2–6	418 + 816
KJ11	Beams	300 × 600	1–4	425 (420)	225 + 220 (222 + 220)	0.601	2.975
			5	220 + 218 (416)	220 + 218 (416)
			6	416 (416)
	Columns	600 × 600	1	1625	2025
			2	422 + 422 + 420	425 + 420 + 425
			3	422 + 420 + 418	425 + 420 + 422
			4	422 + 420 + 418	1222
			5–6	1222	1222
KJ12	Beams	300 × 650	1–4	425 (222 + 220)	225 + 220 (422)	0.730	2.733
			5	220 + 218 (416)	220 + 218 (416)
			6	416 (416)
	Columns	600 × 600	1	2425	2028
			2	425 + 625 + 620	425 + 420 + 825
			3	1425	425 + 420 + 625
			4	1425	1222
			5–6	1222