Table 3 Design parameters of the typical large-span bridge segment models
Parameters | Suspension Bridge A | Cable-stayed Bridge B | Arch Bridge C | |||||
|---|---|---|---|---|---|---|---|---|
Ratio of Similitude | Model | Ratio of Similitude | Model | Ratio of Similitude | Model | Ratio of Similitude | Model | |
Length L (m) | 1:40 | 1.700 | 1:208 | 0.330 | 1:55 | 1.760 | 1:70 | 1.700 |
Width B (m) | 1:40 | 0.900 | 1:208 | 0.170 | 1:55 | 0.618 | 1:70 | 0.560 |
Height H (m) | 1:40 | 0.090 | 1:208 | 0.020 | 1:55 | 0.064 | 1:70 | 0.040 |
Equivalent Mass (Kg/m) | 1:402 | 17.194 | 1:2082 | 0.636 | 1:552 | 8.473 | 1:702 | 7.942 |
Equivalent Mass Moments of Inertia (Kg.m2/m) | 1:404 | 1.564 | 1:2084 | 0.0022 | 1:554 | 0.231 | 1:704 | 0.309 |
Vertical bending frequency (Hz) | 6.324:1 | 0.632 | 14.422:1 | 1.449 | 7.929:1 | 1.941 | 6:1 | 3.569 |
Torsional Frequency (Hz) | 6.324:1 | 1.467 | 14.422:1 | 3.348 | 7.942:1 | 6.101 | 6:1 | 7.892 |
Wind Velocity Ratio (m/s) | 1:6.324 | – | 1:14.422 | – | 1:6.935 | – | 1:11.67 | – |
Vertical Bending Damping Ratio | 1.000 | 5.000 | 1.000 | 5.000 | 1.000 | 5.0 | 1.000 | 5.000 |
Torsional Damping Ratio | 1.000 | 5.000 | 1.000 | 5.000 | 1.000 | 5.0 | 1.000 | 5.000 |