Calibrated Finite Element Model for Four Story Building under Seismic and Wind Events

This data set is for a calibrated FEM for the benchmark building developed by Lingos D, and Krawinkler H (Prediction and validation of sideway collapse of two scale models of a 4‐story steel moment frame. The building is a four-story steel moment frame, with reduced beam sections. The hysteresis behavior for the beam column connection has been verified with Lingos, Krawinkler data and showed a good agreement. The natural frequency for the first three modes has been identified using an eigen value analysis, where the frequencies match the values obtained by Lingos, Krawinkler.
The modeling is performed using LS-Dyna software. The modeling has gone through several steps: a) Implicit Modeling for the gravity load, followed by b) Explicit Dynamics Modeling for the seismic event followed by c) Explicit Dynamics Modeling for the wind events. LS-Dyna provides a “Restart” feature, where the user can start a new model from the end time of another model to continue the simulation. This feature has been adopted in this work.
In this data set, the calibrated model has been used to investigate the wind performance of seismically damaged structures. The model is subjected to three different seismic intensities, each seismic event is followed by a wind event. The objective is to investigate how does moderate seismic damages impact the total building drift under wind loads. Northridge earthquake is used in this study, and three seismic intensities are defined using this record by amplifying the acceleration with certain multiplier. The three records are a) Design Level Earthquake (DLE) where the record is multiplied by 1.0, b) Maximum Considered Earthquake (MCE) where the record is multiplied by 1.5, and c) Collapse Level Earthquake (CLE) where the record is multiplied by 1.9. After each of these three seismic events, the building is subjected to 4 wind events. The forces of the wind events are calculated using the ASCE 7-10 code. The wind velocities are for a) 10 MRI wind (wind with Mean Recurrence Interval of 10 years), b) 25 MRI wind, c) 50MRI Wind, and d) 100 MRI wind. The total building drift has been used as a metric to investigate the impact of seismic damages on the building performance. More information can be found in the following Thesis (Heba Elsisi. DEVELOPMENT OF WIND PERFORMANCE CURVES FOR SIESMICALLY DAMAGED STRUCTURES. University of Alabama at Birmingham, 2019).

本数据集用于支撑由Lingos D与Krawinkler H开发的基准建筑校准有限元模型（Finite Element Method, FEM），相关研究成果为《4层钢弯矩框架两个缩尺模型的侧向倒塌预测与验证》。该基准建筑为4层钢弯矩框架结构，采用削弱型梁截面。梁柱连接的滞回性能已通过Lingos与Krawinkler的试验数据验证，拟合效果良好。通过特征值分析识别出前3阶振型的固有频率，其结果与Lingos、Krawinkler的测算值一致。
建模工作采用LS-Dyna软件完成，整体流程分为三个阶段：a）重力荷载隐式建模，随后b）地震事件显式动力学建模，再辅以c）风荷载事件显式动力学建模。LS-Dyna提供了“重启”功能，允许用户基于前一模型的终止时刻启动新的仿真任务，本研究采用了该功能。
本数据集使用该校准模型开展抗震受损结构的风致性能研究。模型先后承受三种不同强度的地震作用，每种地震事件后均伴随一次风荷载工况。研究目标为探明中等程度地震损伤对风荷载作用下建筑整体层间位移的影响规律。本研究采用北岭地震的加速度记录作为输入，通过设置不同的加速度放大系数定义三种地震强度：a）设计基准地震（Design Level Earthquake, DLE），加速度记录放大系数为1.0；b）最大考虑地震（Maximum Considered Earthquake, MCE），放大系数为1.5；c）倒塌极限地震（Collapse Level Earthquake, CLE），放大系数为1.9。在上述三种地震事件完成后，建筑模型分别承受四种风荷载工况。风荷载依据ASCE 7-10规范计算得到，对应风速分别为：a）10年平均重现间隔（Mean Recurrence Interval, MRI）风（即重现期10年）；b）25年MRI风；c）50年MRI风；d）100年MRI风。本研究以建筑整体层间位移作为评价指标，分析地震损伤对结构性能的影响。更多详细信息可参阅学位论文：Heba Elsisi，《抗震受损结构风致性能曲线的开发》（DEVELOPMENT OF WIND PERFORMANCE CURVES FOR SEISMICALLY DAMAGED STRUCTURES），阿拉巴马大学伯明翰分校，2019年。