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The collapse probability was calculated using well-known incremental dynamic analysis (IDA) under far-field records.
Fragility curves based on buildings collapse probability have been developed following the FEMA P695 methodology.
Alternative dependent variables are suggested including the ratio of the conditional collapse probability for the damaged and intact buildings.
Moreover, this novel indicator is able to exceptionally estimate the collapse probability of offshore platforms utilizing a deterministic practice.
Additionally, the transverse seat width is found to be critical to reduce the collapse probability of the superstructure.
The SCWB design criterion leads to a slight reduction in collapse probability for low-rise (2- and 4-storied) buildings, while it causes a significant reduction in collapse probability for mid-rise (8-storied) buildings.
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Finally, using constructed fragility curves, collapse probabilities of existing public buildings were estimated according to PGV values.
Table 6 presents the obtained collapse probabilities corresponding to the MCE hazard level for the investigated building models.
Compared with the fragility curves of the model structures designed with R = 3 shown in Fig. 23, the collapse probabilities are significantly increased in the structures designed using R = 5.
However in the structures designed with the R factor of 5.0, the collapse probabilities turned out to be less than 0.1 only in the structures retrofitted with interior columns or friction dampers.
The collapse probabilities of all model structures designed with the R factor of 3.0 were smaller than 0.1, which confirmed that the seismic design variables used for the model structures were valid.
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