1 Introduction
2 Description of Selected Building
Floor | Beams | Columns | |||||
---|---|---|---|---|---|---|---|
Size, b × h (mm) | Long reinf. | Trans reinf. | Size, h (mm) | Long reinf. | Trans reinf. | ||
Bot | Top | ||||||
1–2 | 610 × 762 | 9 ϕ29 | 10 ϕ29 | ϕ13 @ 127 | 762 | 20 ϕ36 | ϕ13 @ 127 |
3–4 | 559 × 711 | 8 ϕ29 | 10 ϕ29 | ϕ13 @ 127 | 711 | 16 ϕ36 | ϕ13 @ 127 |
5–6 | 508 × 610 | 5 ϕ29 | 7 ϕ29 | ϕ13 @ 127 | 610 | 16 ϕ29 | ϕ13 @ 127 |
3 Modeling Considerations
3.1 Component and Material Modeling
3.2 Moment–Rotation Model for Rotational Springs
Model | Beam–column element type | Description |
---|---|---|
FS02 | Fiber section | Steel reinforcing bars are modeled using the “Steel02” material in OpenSees |
FS02-M | Model FS02 described is enhanced with failure constraints | |
FHYS | Reinforcing bars are modeled using the “Hysteretic” material in OpenSees | |
FHYS-M | Failure constraints are added to the above-referenced FHYS model | |
SPR | Concentrated plasticity | The sectional response is simulated using rotational springs |
SPR-M | Failure constraints are added to the rotational springs defined above |
3.3 Building Collapse Criterion
4 Ground Motion Selection
4.1 GM Set 1—Site-Specific Motions for IDA Study
4.2 GM Set 2—Hazard-Consistent GM Selection Using Conditional Scenario Spectra
5 Nonlinear Seismic Simulations
6 Collapse Fragility Functions—Effect of Modeling Considerations
Bin | 1 | 2 | 3 | 4 | 5 | 6 | 7 | 8 | 9 | 10 |
---|---|---|---|---|---|---|---|---|---|---|
\(Sa_{i}\) (g) | 0.0 | 0.5 | 1.3 | 1.7 | 2.1 | 2.6 | 3.2 | 4.0 | 5.4 | 6.0 |
\(Sa_{i + 1}\) (g) | 0.5 | 1.3 | 1.7 | 2.1 | 2.6 | 3.2 | 4.0 | 5.4 | 6.0 | 6.0+ |
6.1 Fragility Functions Using Hazard-Consistent Ground Motions (GM Set 2)
Method | Pcollapse = 0.1 | Pcollapse = 0.5 | Pcollapse = 0.9 | |||
---|---|---|---|---|---|---|
Min | Max | Min | Max | Min | Max | |
IDA | 1.44 | 1.72 | 2.50 | 2.85 | 4.05 | 5.20 |
CSS | 2.05 | 2.80 | 3.18 | 4.12 | 4.71 | 6.15 |