Issue 76
A.Abdulridha et alii, Fracture and Structural Integrity, 76 (2026) 129-153; DOI: 10.3221/IGF-ESIS.76.09
HYBRID
HYBRID
El Centro
Loma Prieta
Kobe
El Centro
Loma Prieta
Kobe
10 12 14 16
10 12 14 16
0 2 4 6 8
0 2 4 6 8
STORY
STORY
0
0.01
0.02
0.03
0.04
0.05
0 100 200 300 400 500 600 700 800 900
DRIFT mm/ mm
DISPLACEMENT mm
Figure 11: The behavior of the 15-story steel frames (a) The story-lateral displacement curves and (b) The story-lateral drift curves.
MAXIMUM DRIFT FOR 5-STORY
MAXIMUM DISPLACEMENT FOR 5-STORY
0 100 200 300 400 500 600
0 0.01 0.02 0.03 0.04 0.05 0.06
Without
Brace Damper Hybrid
Without Lateral Drift mm/mm
Brace Damper Hybrid
Lateral Displacement mm
El Centro Loma Prieta Kobe
El Centro Loma Prieta Kobe
MAXIMUM DISPLACEMENT FOR 5-STORY
MAXIMUM DRIFT FOR 10-STORY
0 100 200 300 400 500 600
0 0.01 0.02 0.03 0.04
Without
Brace Damper Hybrid
Without
Brace Damper Hybrid
Lateral Drift mm/mm
Lateral Displacement mm
El Centro Loma Prieta Kobe
El Centro Loma Prieta Kobe
MAXIMUM DISPLACEMENT FOR 15-STORY
MAXIMUM DRIFT FOR 15-STORY
0 200 400 600 800 1000
0 0.01 0.02 0.03 0.04 0.05
Without
Brace Damper Hybrid
Without
Brace Damper Hybrid
Lateral Drift mm/mm
El Centro Loma Prieta Kobe
El Centro Loma Prieta Kobe
Lateral Displacement mm
Figure 12: The story-lateral displacement and story-lateral drift for every steel building. Fig. 12 shows the story-lateral displacement and story-lateral drift for every steel building. Though pure bracing can lead to larger displacements in tall frames when subjected to dynamic resonance, dampers by themselves possess stable
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