地震研究

为研究钢-混凝土混合风电塔筒的抗震性能,基于弹塑性纤维梁柱单元理论建立了某钢-混凝土混合风电塔筒二维数值模型,先依据推覆分析结果确定塔筒的5种损伤状态限值,然后分别以截面曲率和考虑高阶振型的复合地震动强度参数IM_1I&2E作为结构需求参数和地震动强度参数,接着选取20条地震动记录进行塔筒的增量动力分析,建立塔筒的地震易损性曲线,并对塔筒的抗震性能进行评估。结果表明:混合塔筒模型的损伤程度与地震动强度参数呈正相关,其抗震性能可满足Ⅶ度(0.15 g)地震作用下的抗震要求,但在Ⅷ度罕遇地震作用下及处于更高烈度区的风电塔筒应当进行专门的抗震设计。

Based on the theory of the elastic-plastic fiber-beam-column element,a two-dimensional numerical model of a steel-concrete hybrid wind turbine tower is established to study the tower's aseismic performance.The limit values of five damage states of the tower are determined according to the results from the pushover analysis,then the sectional curvature is used as the structural demand parameter,and IM_1I&2E,which considers the higher order modes,is used as the composite ground motion intensity parameter.Twenty ground motion records are selected for the incremental dynamic analysis of the tower to establish the seismic vulnerability curves of the tower for the evaluation of the seismic performance of the tower.The results show that the hybrid tower model can meet the aseismic requirements for an Intensity Ⅶ(0.15 g)earthquake,and a special aseismic design should be taken into account when the tower is under the action of rare earthquakes(Intensity Ⅷ or over)or when the tower is located in the higher intensity areas.

引言
1 工程研究对象
2 数值模型建立
3 易损性分析中主要参数确定及处理
4 风电塔筒的地震易损性分析
5 结论

图1 钢-混凝土混合风电塔<br/>Fig.1 A steel-concrete hybrid tower of wind turbine

图1 钢-混凝土混合风电塔
Fig.1 A steel-concrete hybrid tower of wind turbine

图2 风电塔筒尺寸示意图(a)及计算简图(b)<br/>Fig.2 Dimensions of the wind turbine tower(a) and the tower's sketch for calculation(b)

图2 风电塔筒尺寸示意图(a)及计算简图(b)
Fig.2 Dimensions of the wind turbine tower(a) and the tower's sketch for calculation(b)

图3 各筒段纤维截面图<br/>Fig.3 Fiber cross-section of each tube segment

图3 各筒段纤维截面图
Fig.3 Fiber cross-section of each tube segment

图4 混凝土(a)和钢筋(b)本构关系<br/>Fig.4 The concrete constitutive relation(a)and the reinforcement constitutive relation(b)

图4 混凝土(a)和钢筋(b)本构关系
Fig.4 The concrete constitutive relation(a)and the reinforcement constitutive relation(b)

表1 Concrete 02材料本构参数<br/>Tab.1 Constitutive parameters of material Concrete 02

表1 Concrete 02材料本构参数
Tab.1 Constitutive parameters of material Concrete 02

表2 Steel 02材料本构参数<br/>Tab.2 Constitutive parameters of material Steel 02

表2 Steel 02材料本构参数
Tab.2 Constitutive parameters of material Steel 02

图5 基底剪力与顶点位移(a)和曲率与顶点位移(b)曲线<br/>Fig.5 Base shear vs vertex displacement(a)and curvature vs vertex displacement(b)

图5 基底剪力与顶点位移(a)和曲率与顶点位移(b)曲线
Fig.5 Base shear vs vertex displacement(a)and curvature vs vertex displacement(b)

表3 不同损伤状态特征描述<br/>Tab.3 Description of each damage state

表3 不同损伤状态特征描述
Tab.3 Description of each damage state

图6 20条与设计反应谱相匹配的地震波反应谱图<br/>Fig.6 20 seismic Vesponse spectra matching the designed response spectra

图6 20条与设计反应谱相匹配的地震波反应谱图
Fig.6 20 seismic Vesponse spectra matching the designed response spectra

表4 20条与设计反应谱相匹配的地震波详情<br/>Tab.4 Details of 20 seismic waves matching the designed response spectra

表4 20条与设计反应谱相匹配的地震波详情
Tab.4 Details of 20 seismic waves matching the designed response spectra

表5 模型动力特性参数表<br/>Tab.5 Dynamic characteristic parameters of the model

表5 模型动力特性参数表
Tab.5 Dynamic characteristic parameters of the model

图7 20条地震动作用下塔筒IM1I&2E-曲率IDA曲线<br/>Fig.7 IM1I&2E-curvature IDA curves of the tower when inputting 20 ground motions

图7 20条地震动作用下塔筒IM1I&2E-曲率IDA曲线
Fig.7 IM1I&2E-curvature IDA curves of the tower when inputting 20 ground motions

图8 400个离散数据点拟合<br/>Fig.8 Fitting of 400 discrete data points

图8 400个离散数据点拟合
Fig.8 Fitting of 400 discrete data points

图9 塔筒地震易损性曲线<br/>Fig.9 Seismic vulnerability curves of the tower barrel

图9 塔筒地震易损性曲线
Fig.9 Seismic vulnerability curves of the tower barrel

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备注

引言

1 工程研究对象

2 数值模型建立

3 易损性分析中主要参数确定及处理

4 风电塔筒的地震易损性分析

5 结论

期刊信息