The development of seismic fragility functions for buildings generally relies on simplified modelling methods and the use of indirect engineering demand parameters (EDPs) for the determination of collapse or other damage states. The collapse response of real buildings, particularly those that have not been specifically designed for seismic resistance, can often be driven by local failures that may not be captured in simplified models. Furthermore, the use of EDP thresholds to indicate damage states may not be consistent with multiple possible failure modes, which may be triggered by different characteristics of the ground shaking or variations in model parameters. This paper demonstrates the use of non-linear finite element models including explicit progressive collapse simulation for the development of fragility functions. It presents an overview of the method developed and its application to an unreinforced masonry (URM) building typology in the Groningen region of the Netherlands, where induced seismicity risk is currently being evaluated. Multiple index buildings were selected to represent the variations in geometry, material properties, and connection types found within the typology. For each index building, Latin Hypercube sampling was used to generate batches of several hundred realisations of an LS-DYNA time-history analysis, each selecting from a set of 100 hazard-consistent ground motions, and varying material properties and other uncertain variables according to pre-assigned probability distributions. Automation was used in model generation, running analyses and in post-processing to allow the required computation with minimal analyst intervention. The main output from each analysis was a normalised debris cover estimate, which describes the extent of damage observed in the model and is correlated with life safety risk. Regression analyses were carried out directly on threshold levels of debris cover identified building collapse. Fragility functions were developed for the URM terraced house typology by combining results from the individual index buildings together.

用于建筑物的地震易损性功能的开发通常依赖于简化的建模方法以及使用间接工程需求参数（EDP）来确定坍塌或其他破坏状态。实际建筑物的倒塌响应，尤其是那些未专门设计用于抗震性的建筑物，通常可能由局部故障驱动，而简化模型可能无法记录这些故障。此外，使用EDP阈值指示损坏状态可能与多种可能的故障模式不一致，这可能是由地面震动的不同特征或模型参数的变化触发的。本文演示了使用非线性有限元模型（包括显式渐进崩溃模拟）开发脆弱性函数。它概述了该方法的开发及其在荷兰格罗宁根地区的非加固石工（URM）建筑类型中的应用，目前正在评估诱发地震风险。选择了多个索引建筑物来表示类型学中发现的几何形状，材料属性和连接类型的变化。对于每个索引建筑物，使用拉丁超立方体采样生成LS-DYNA时程分析的数百个实现的批次，每个实现都从一组100个与危险一致的地震动中进行选择，并根据以下参数变化材料特性和其他不确定变量：预分配的概率分布。在模型生成，运行分析和后处理中使用了自动化，以允许所需的计算量最小化分析人员的干预。每次分析的主要输出是标准化的碎片覆盖率估计值，该估计值描述了模型中观察到的损坏程度，并与生命安全风险相关。对确定的建筑物倒塌的碎片覆盖的阈值水平直接进行了回归分析。通过将各个索引建筑物的结果结合在一起，为URM联排别墅类型开发了脆弱性函数。