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