The seismic behaviour of a building on a liquefiable deposit is a complex interaction which involves quantifying both shaking induced damage and permanent ground deformation-related damage. In this paper the key parameters that influence both surface shaking and foundation settlements have been identified as the depth, thickness and liquefaction resistance of an equivalent liquefiable layer. These parameters can be used to develop an ‘equivalent soil profile’ that is analogous to the equivalent single degree-of-freedom that reduces the complexity of the dynamic response of a building into comparable and easily understood quantities. The equivalent soil profile is quantified independent of the seismic hazard, making it compatible with performance based design and assessment frameworks such that the building and soil profile can be directly assessed at different levels of seismic hazard. Several numerical studies are presented that demonstrate the influence of these key parameters on the ground surface shaking and foundation settlement. A set of criteria are proposed for classifying soil profiles into 22 different soil classes for regional loss assessment. An algorithm was developed for automatically fitting the equivalent soil profile to a cone penetration test trace and issues with the fitting are discussed. Field reconnaissance was undertaken to collect additional data to support existing datasets on the performance of buildings in Adapazari, during the 1999 Kocaeli, Turkey, earthquake (Mw = 7.4). The field case history data was used to investigate the correlation between the depth, thickness and liquefaction resistance of an equivalent liquefiable layer, on the extent of foundation permanent deformation. The case history data showed that in general a shallow, thick and weak liquefiable layer near the surface results in significant settlement but a lack of data for buildings on non-liquefiable deposits and the additional complexities involved with real buildings and soil deposits, meant that the trends observed in the idealised numerical models could not identified in the field case history data set.

建筑物在可液化沉积物上的地震行为是一个复杂的相互作用，涉及量化振动引起的损伤和永久性地面变形相关的损伤。在本文中，影响表面震动和基础沉降的关键参数已被确定为等效液化层的深度，厚度和抗液化性。这些参数可用于开发“等效土壤剖面”，类似于等效的单个自由度，可将建筑物动态响应的复杂性降低为可比较且易于理解的数量。等效土壤剖面的量化与地震危害无关，使其与基于性能的设计和评估框架兼容，从而可以直接在不同级别的地震危害下评估建筑物和土壤剖面。提出了一些数值研究，以证明这些关键参数对地表震动和地基沉降的影响。提出了一套用于将土壤剖面分类为22种不同土壤类别以进行区域损失评估的标准。开发了一种算法，用于将等效土壤剖面自动拟合到圆锥体渗透测试轨迹，并讨论了拟合问题。在1999年土耳其科贾埃利地震（Mw = 7.4）期间，进行了野外侦查以收集更多数据，以支持有关Adapazari建筑物性能的现有数据集。现场案例历史数据用于研究等效液化层的深度，厚度和抗液化性之间的相关性，取决于基础永久变形的程度。案例历史数据表明，一般来说，地表附近的浅，厚和薄弱的可液化层会导致大量沉降，但缺乏有关非液化沉积物的建筑物的数据以及与实际建筑物和土壤沉积物有关的额外复杂性，这意味着在实地案例历史数据集中无法确定理想化数值模型中观察到的趋势。