CN108647366A - The non-linear course analysis method of architecture ensemble earthquake response and device - Google Patents
The non-linear course analysis method of architecture ensemble earthquake response and device Download PDFInfo
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Abstract
本发明公开了一种城市建筑群地震反应非线性历程分析方法及装置,其中,方法包括:采集建筑数据;根据建筑数据获取建筑数据对应的模型;根据建筑数据对应的模型建立建筑数据对应的多质点剪切串联模型或多质点并联剪切弯曲协调模型;根据每个建筑输入的地震动的加速度时间历程数据通过多质点剪切串联模型或多质点并联剪切弯曲协调模型进行非线性历程计算,以得到非线性历程计算结果;以及根据非线性历程计算结果得到每个建筑每个楼层的震害状态及分析结果。该方法能够准确反应不同高度建筑震害特征,更接近实际震害,计算效率高且建模方法简单,可以用于城市典型地震情景带来准确及时的震害预测与震害分析。
The invention discloses a method and device for analyzing the nonlinear process of earthquake response of urban building groups, wherein the method includes: collecting building data; obtaining a model corresponding to the building data according to the building data; Mass-point shear series model or multi-mass parallel shear-bending coordination model; according to the acceleration time history data of the input earthquake motion of each building, the nonlinear history calculation is performed through the multi-mass shear series model or multi-mass parallel shear-bending coordination model, In order to obtain the calculation results of the nonlinear history; and according to the calculation results of the nonlinear history, the seismic damage state and analysis results of each floor of each building are obtained. This method can accurately reflect the earthquake damage characteristics of buildings at different heights, and is closer to the actual earthquake damage. It has high calculation efficiency and a simple modeling method. It can be used in typical urban earthquake scenarios to bring accurate and timely earthquake damage prediction and analysis.
Description
技术领域technical field
本发明涉及土木工程技术领域,特别涉及一种城市建筑群地震反应非线性历程分析方法及装置。The invention relates to the technical field of civil engineering, in particular to a method and device for analyzing the nonlinear history of earthquake response of urban building groups.
背景技术Background technique
我国地震频发,大量人口稠密的城市处于高烈度地区,一旦发生地震,将造成严重的人员伤亡和经济损失。为了降低地震带来的城市经济损失与人员伤亡,对城市建筑地震群响应的合理预测显得尤为重要。Earthquakes occur frequently in our country, and a large number of densely populated cities are located in high-intensity areas. Once an earthquake occurs, it will cause serious casualties and economic losses. In order to reduce urban economic losses and casualties caused by earthquakes, it is particularly important to reasonably predict the seismic swarm response of urban buildings.
目前的城市建筑群震害分析方法主要为:易损性矩阵方法和能力谱法。易损性矩阵法仅适用于震害资料丰富的地区,且不适合推广;能力谱法难以考虑地震动的时域特性对结构的影响;因此,这两种方法都难以满足我国城市建筑群震害分析的需要The current seismic damage analysis methods for urban building groups are mainly: vulnerability matrix method and capacity spectrum method. The vulnerability matrix method is only suitable for areas with rich seismic damage data, and is not suitable for promotion; the capacity spectrum method is difficult to consider the influence of the time-domain characteristics of ground motion on structures; the need for hazard analysis
发明内容Contents of the invention
本发明旨在至少在一定程度上解决相关技术中的技术问题之一。The present invention aims to solve one of the technical problems in the related art at least to a certain extent.
为此,本发明的一个目的在于提出一种城市建筑群地震反应非线性历程分析方法,该方法能够准确反应不同高度建筑震害特征,简洁且效率高。Therefore, an object of the present invention is to propose a method for analyzing the nonlinear history of earthquake response of urban building groups, which can accurately reflect the characteristics of earthquake damage of buildings of different heights, and is simple and efficient.
本发明的另一个目的在于提出一种城市建筑群地震反应非线性历程分析装置。Another object of the present invention is to propose a device for analyzing the nonlinear history of earthquake response of urban building groups.
为达到上述目的,本发明一方面实施例提出了一种城市建筑群地震反应非线性历程分析方法,包括以下步骤:采集建筑数据;根据所述建筑数据获取所述建筑数据对应的模型;根据所述建筑数据对应的模型建立所述建筑数据对应的多质点剪切串联模型或多质点并联剪切弯曲协调模型;根据每个建筑输入的地震动的加速度时间历程数据通过所述多质点剪切串联模型或所述多质点并联剪切弯曲协调模型进行非线性历程计算,以得到非线性历程计算结果;以及根据所述非线性历程计算结果得到所述每个建筑每个楼层的震害状态及分析结果。In order to achieve the above-mentioned purpose, an embodiment of the present invention proposes a method for analyzing the nonlinear history of earthquake response of urban building groups, including the following steps: collecting building data; obtaining a model corresponding to the building data according to the building data; The model corresponding to the building data establishes a multi-mass point shear series model or a multi-mass parallel shear-bending coordination model corresponding to the building data; according to the acceleration time history data of the ground motion input by each building, through the multi-mass shear series The model or the multi-mass point parallel shear-bending coordination model performs nonlinear history calculation to obtain the nonlinear history calculation result; and obtains the seismic damage state and analysis of each floor of each building according to the nonlinear history calculation result result.
本发明实施例的城市建筑群地震反应非线性历程分析方法,通过建筑数据建立多质点剪切串联模型或多质点并联剪切弯曲协调模型,并根据地震动的加速度时间历程数据进行非线性历程计算,根据计算结果分析每个建筑每个楼层的震害状态,达到准确反应不同高度建筑震害特征,更接近实际震害的效果,且计算效率高且建模方法简单,可以用于城市典型地震情景带来准确及时的震害预测与震害分析。The method for analyzing the nonlinear history of earthquake response of urban building groups in the embodiment of the present invention establishes a multi-mass point shear series model or a multi-mass parallel shear-bending coordination model through building data, and performs nonlinear history calculation based on the acceleration time history data of the earthquake, According to the calculation results, the seismic damage status of each floor of each building can be analyzed to accurately reflect the seismic damage characteristics of buildings of different heights, which is closer to the actual seismic damage. The calculation efficiency is high and the modeling method is simple, which can be used in typical urban earthquake scenarios. Bring accurate and timely earthquake damage prediction and analysis.
另外,根据本发明上述实施例的城市建筑群地震反应非线性历程分析方法还可以具有以下附加的技术特征:In addition, the method for analyzing the nonlinear history of the seismic response of urban building groups according to the above-mentioned embodiments of the present invention may also have the following additional technical features:
进一步地,在本发明的一个实施例中,所述建筑数据包括结构类型、建筑高度、建筑层数、建造年代、楼层面积和使用功能中的一项或多项。Further, in an embodiment of the present invention, the building data includes one or more of structure type, building height, building storeys, construction year, floor area and use function.
进一步地,在本发明的一个实施例中,所述根据所述建筑数据对应的模型建立所述建筑数据对应的多质点剪切串联模型或多质点并联剪切弯曲协调模型,进一步包括:根据所述使用功能、所述建筑高度以及所述结构类型对未设防砌体、砌体结构、框架结构以及预设层以下结构建立所述多质点剪切串联模型,且对剪力墙结构、框架剪力墙结构与预设层及预设层以上建筑建立所述多质点并联剪切弯曲协调模型。Further, in an embodiment of the present invention, the establishment of a multi-mass point shear series model or a multi-mass parallel shear-bending coordination model corresponding to the building data according to the model corresponding to the building data further includes: according to the The multi-mass shear series model is established for the undefended masonry, masonry structure, frame structure and the structure below the preset layer according to the above-mentioned use function, the above-mentioned building height and the above-mentioned structure type, and the shear wall structure, frame shear The multi-mass-point parallel shear-bending coordination model is established for the force wall structure and the building at or above the preset floor.
进一步地,在本发明的一个实施例中,在所述的城市建筑群地震反应非线性历程分析方法中,根据所述结构类型、所述建筑高度、所述建筑层数、所述建造年代、所述楼层面积和所述使用功能确定所述多质点剪切串联模型,其中,所述多质点剪切串联模型的骨架线为三线性骨架线,层间往复受力关系采用单参数往复受力模型;根据所述结构类型、所述建筑高度、所述建筑层数、所述建造年代、所述楼层面积和所述使用功能确定所述多质点并联剪切弯曲协调模型,其中,所述多质点并联剪切弯曲协调模型由弯曲梁、剪切梁和刚性链杆构成,以同时考虑高层建筑的弯曲变形和剪切变形。Further, in an embodiment of the present invention, in the method for analyzing the nonlinear history of the seismic response of urban building groups, according to the structure type, the building height, the number of building floors, the construction year, The floor area and the use function determine the multi-mass shear series model, wherein the skeleton line of the multi-mass shear series model is a trilinear skeleton line, and the reciprocating force relationship between layers adopts a single parameter reciprocating force Model; determine the multi-mass point parallel shear-bending coordination model according to the structure type, the building height, the number of building floors, the construction year, the floor area and the use function, wherein the multi-mass The particle-parallel shear-bending coordination model is composed of bending beams, shear beams and rigid links, so as to simultaneously consider the bending deformation and shear deformation of high-rise buildings.
进一步地,在本发明的一个实施例中,所述根据每个建筑输入的地震动的加速度时间历程数据通过所述多质点剪切串联模型或所述多质点并联剪切弯曲协调模型进行非线性历程计算,进一步包括:获取所述每个建筑输入的加速度时程数据;根据所述加速度时程数据通过结构动力学中的运动方程进行结构的非线性历程分析。Further, in one embodiment of the present invention, the acceleration time history data of the earthquake motion input according to each building is nonlinearly processed by the multi-mass shear series model or the multi-mass parallel shear-bend coordination model. The history calculation further includes: acquiring the input acceleration time history data of each building; performing nonlinear history analysis of the structure through the motion equation in structural dynamics according to the acceleration time history data.
进一步地,在本发明的一个实施例中,所述每个建筑每个楼层的震害状态及分析结果包括每个建筑每个楼层的震害状态、每个建筑每个楼层的位移历程结果、每个建筑每个楼层的速度历程结果、每个建筑每个楼层的加速度历程结果和城市建筑群地震反应与破坏状态的可视化图片与动画。Further, in one embodiment of the present invention, the seismic damage state and analysis results of each floor of each building include the seismic damage state of each floor of each building, the displacement history results of each floor of each building, The velocity history results of each floor of each building, the acceleration history results of each floor of each building, and the visualization pictures and animations of the earthquake response and damage status of urban buildings.
为达到上述目的,本发明另一方面实施例提出了一种城市建筑群地震反应非线性历程分析装置,包括:采集模块,用于采集建筑数据;获取模块,所述获取模块与所述采集模块相连,用于根据所述建筑数据获取所述建筑数据对应的模型;构建模块,所述构建模块与所述获取模块相连,用于根据所述建筑数据对应的模型建立所述建筑数据对应的多质点剪切串联模型或多质点并联剪切弯曲协调模型;计算模块,所述计算模块与所述构建模块相连,用于根据每个建筑输入的地震动的加速度时间历程数据通过所述多质点剪切串联模型或所述多质点并联剪切弯曲协调模型进行非线性历程计算,以得到非线性历程计算结果;以及分析模块,所述分析模块与所述计算模块相连,用于根据所述非线性历程计算结果得到所述每个建筑每个楼层的震害状态及分析结果。In order to achieve the above object, another embodiment of the present invention proposes a device for analyzing the nonlinear history of urban building group seismic response, including: an acquisition module for acquiring building data; an acquisition module, the acquisition module and the acquisition module connected, used to acquire the model corresponding to the building data according to the building data; a building module, the building module is connected to the acquiring module, used to build a multi-model corresponding to the building data according to the model corresponding to the building data A particle shear series model or a multi-mass parallel shear-bending coordination model; a calculation module, the calculation module is connected to the building module, and is used to pass through the multi-mass shear according to the acceleration time history data of the earthquake motion input by each building. The shear-series model or the multi-mass parallel shear-bending coordination model performs nonlinear history calculations to obtain nonlinear history calculation results; and an analysis module, the analysis module is connected to the calculation module, and is used to calculate the nonlinear history according to the nonlinear The history calculation results obtain the seismic damage state and analysis results of each floor of each building.
本发明实施例的城市建筑群地震反应非线性历程分析装置,通过建筑数据建立多质点剪切串联模型或多质点并联剪切弯曲协调模型,并根据地震动的加速度时间历程数据进行非线性历程计算,根据计算结果分析每个建筑每个楼层的震害状态,达到准确反应不同高度建筑震害特征,更接近实际震害的效果,且计算效率高且建模方法简单,可以用于城市典型地震情景带来准确及时的震害预测与震害分析。The device for analyzing the nonlinear history of earthquake response of urban building groups in the embodiment of the present invention establishes a multi-particle shear series model or a multi-mass parallel shear-bending coordination model through building data, and performs nonlinear history calculation based on the acceleration time history data of the earthquake, According to the calculation results, the seismic damage status of each floor of each building can be analyzed to accurately reflect the seismic damage characteristics of buildings of different heights, which is closer to the actual seismic damage. The calculation efficiency is high and the modeling method is simple, which can be used in typical urban earthquake scenarios. Bring accurate and timely earthquake damage prediction and analysis.
另外,根据本发明上述实施例的城市建筑群地震反应非线性历程分析装置还可以具有以下附加的技术特征:In addition, the device for analyzing the nonlinear history of seismic response of urban building groups according to the above-mentioned embodiments of the present invention may also have the following additional technical features:
进一步地,在本发明的一个实施例中,所述构建模块具体用于根据使用功能、建筑高度以及结构类型对未设防砌体、砌体结构、框架结构以及预设层以下结构建立所述多质点剪切串联模型,且对剪力墙结构、框架剪力墙结构与预设层及预设层以上建筑建立所述多质点并联剪切弯曲协调模型。Further, in an embodiment of the present invention, the building module is specifically used to build the multi-layer structure for undefended masonry, masonry structure, frame structure and structures below the preset level according to the use function, building height and structure type. A mass point shear series model, and the multi-mass point parallel shear bending coordination model is established for the shear wall structure, the frame shear wall structure, and the buildings above the preset storey.
进一步地,在本发明的一个实施例中,所述计算模块具体用于获取所述每个建筑输入的加速度时程数据,并根据所述加速度时程数据通过结构动力学中的运动方程进行结构的非线性历程分析。Further, in an embodiment of the present invention, the calculation module is specifically configured to obtain the input acceleration time history data of each building, and perform structural calculation according to the acceleration time history data through the motion equation in structural dynamics. nonlinear process analysis.
进一步地,在本发明的一个实施例中,所述每个建筑每个楼层的震害状态及分析结果包括每个建筑每个楼层的震害状态、每个建筑每个楼层的位移历程结果、每个建筑每个楼层的速度历程结果、每个建筑每个楼层的加速度历程结果和城市建筑群地震反应与破坏状态的可视化图片与动画。Further, in one embodiment of the present invention, the seismic damage state and analysis results of each floor of each building include the seismic damage state of each floor of each building, the displacement history results of each floor of each building, The velocity history results of each floor of each building, the acceleration history results of each floor of each building, and the visualization pictures and animations of the earthquake response and damage status of urban buildings.
本发明附加的方面和优点将在下面的描述中部分给出,部分将从下面的描述中变得明显,或通过本发明的实践了解到。Additional aspects and advantages of the invention will be set forth in part in the description which follows, and in part will be obvious from the description, or may be learned by practice of the invention.
附图说明Description of drawings
本发明上述的和/或附加的方面和优点从下面结合附图对实施例的描述中将变得明显和容易理解,其中:The above and/or additional aspects and advantages of the present invention will become apparent and easy to understand from the following description of the embodiments in conjunction with the accompanying drawings, wherein:
图1为根据本发明实施例的城市建筑群地震反应非线性历程分析方法的流程图;Fig. 1 is the flow chart of the nonlinear course analysis method of urban building group's seismic response according to an embodiment of the present invention;
图2为根据本发明实施例的城市建筑群地震反应非线性历程分析方法的流程图;Fig. 2 is the flow chart of the method for analyzing the nonlinear course of seismic response of urban building groups according to an embodiment of the present invention;
图3为根据本发明一个实施例的多质点剪切串联模型和多质点并联剪切弯曲协调模型示意图;3 is a schematic diagram of a multi-mass shear series model and a multi-mass parallel shear-bending coordination model according to an embodiment of the present invention;
图4为根据本发明一个实施例的模型三线性骨架线与层间单参数往复受力模型示意图;Fig. 4 is a schematic diagram of a model trilinear skeleton line and a single-parameter reciprocating force model between layers according to an embodiment of the present invention;
图5为根据本发明一个实施例的框架结构模型参数标定的流程图;FIG. 5 is a flow chart of frame structure model parameter calibration according to an embodiment of the present invention;
图6为根据本发明一个实施例的框架结构骨架线承载力参数标定流程图;Fig. 6 is a flow chart of calibrating the parameters of the skeleton line bearing capacity of the frame structure according to an embodiment of the present invention;
图7为根据本发明一个实施例的框架结构骨架线位移参数标定流程图;Fig. 7 is a flow chart of calibrating the displacement parameters of the skeleton line of the frame structure according to one embodiment of the present invention;
图8为根据本发明一个实施例的砌体结构骨架线承载力参数标定流程图;Fig. 8 is a flow chart of calibrating the bearing capacity parameters of the masonry structure skeleton line according to an embodiment of the present invention;
图9为根据本发明一个实施例的非设防砌体结构骨架线峰值承载力取值概率分布图;Fig. 9 is a probability distribution diagram of the value probability distribution of the skeleton line peak bearing capacity of an undefended masonry structure according to an embodiment of the present invention;
图10为根据本发明一个实施例的砌体结构骨架线位移参数标定流程图;Fig. 10 is a flow chart of calibrating the displacement parameters of the skeleton line of a masonry structure according to an embodiment of the present invention;
图11为根据本发明一个实施例的高层建筑模型参数标定的流程图;Fig. 11 is a flow chart of parameter calibration of a high-rise building model according to an embodiment of the present invention;
图12为根据本发明一个实施例的唐山市区建筑年代和建筑类型的组成图;Fig. 12 is a composition diagram of Tangshan urban area building age and building type according to an embodiment of the present invention;
图13为根据本发明一个实施例的输入地震动的时程曲线;Fig. 13 is the time history curve of the input ground motion according to one embodiment of the present invention;
图14为根据本发明一个实施例的输入地震动的PGA衰减关系图;Fig. 14 is the PGA attenuation diagram of the input ground motion according to one embodiment of the present invention;
图15为根据本发明一个实施例的城市建筑群地震反应非线性历程分析装置结构示意图。Fig. 15 is a schematic structural diagram of an analysis device for nonlinear history of seismic response of urban building groups according to an embodiment of the present invention.
具体实施方式Detailed ways
下面详细描述本发明的实施例,所述实施例的示例在附图中示出,其中自始至终相同或类似的标号表示相同或类似的元件或具有相同或类似功能的元件。下面通过参考附图描述的实施例是示例性的,旨在用于解释本发明,而不能理解为对本发明的限制。Embodiments of the present invention are described in detail below, examples of which are shown in the drawings, wherein the same or similar reference numerals designate the same or similar elements or elements having the same or similar functions throughout. The embodiments described below by referring to the figures are exemplary and are intended to explain the present invention and should not be construed as limiting the present invention.
下面参照附图描述根据本发明实施例提出的城市建筑群地震反应非线性历程分析方法及装置,首先将参照附图描述根据本发明实施例提出的城市建筑群地震反应非线性历程分析方法。The method and device for analyzing the nonlinear history of seismic response of urban building groups according to the embodiments of the present invention will be described below with reference to the accompanying drawings.
图1为根据本发明实施例的城市建筑群地震反应非线性历程分析方法的流程图,结合图1和图2对本发明实施例提出的城市建筑群地震反应非线性历程分析方法进行详细讲解。Fig. 1 is a flow chart of a method for analyzing the nonlinear history of seismic response of urban building groups according to an embodiment of the present invention. The method for analyzing the nonlinear history of seismic response of urban building groups proposed in the embodiment of the present invention is explained in detail in combination with Fig. 1 and Fig. 2 .
如图1所示,该城市建筑群地震反应非线性历程分析方法包括以下步骤:As shown in Figure 1, the analysis method for the nonlinear history of the urban building group's seismic response includes the following steps:
在步骤S101中,采集建筑数据。In step S101, building data is collected.
在本发明的一个实施例中,建筑数据包括结构类型、建筑高度、建筑层数、建造年代、楼层面积和使用功能中的一项或多项。In one embodiment of the present invention, the building data includes one or more of structure type, building height, number of building floors, construction year, floor area and use function.
可以理解的是,建筑数据可以通过实地调研、查阅GIS(Geographic InformationSystem地理信息系统)信息等相关渠道获取。进一步地,获取所考虑区域范围内每栋建筑的具体信息,对于一些重要建筑,可以搜集更加详细的信息,如建筑图纸等,进行精细有限元模型建立,并获取相关参数,以供后续参数确定,使得模拟结果更加准确。It is understandable that construction data can be obtained through on-the-spot investigations, consulting GIS (Geographic Information System) information and other related channels. Further, obtain the specific information of each building in the considered area. For some important buildings, more detailed information can be collected, such as architectural drawings, etc., to establish a fine finite element model, and obtain relevant parameters for subsequent parameter determination , making the simulation results more accurate.
S102:根据建筑数据获取建筑数据对应的模型。S102: Obtain a model corresponding to the building data according to the building data.
在本发明的一个实施例中,根据使用功能、建筑高度以及结构类型对未设防砌体、砌体结构、框架结构以及预设层以下结构建立多质点剪切串联模型,且对剪力墙结构、框架剪力墙结构与预设层及预设层以上建筑建立多质点并联剪切弯曲协调模型。In one embodiment of the present invention, a multi-mass point shear series model is established for undefended masonry, masonry structure, frame structure and structures below the preset storey according to the use function, building height and structure type, and for the shear wall structure 1. Establish a multi-mass point parallel shear-bending coordination model for the frame-shear wall structure and the preset storey and buildings above the preset storey.
具体地,可以依据建筑的使用功能、建筑高度以及结构类型,未设防砌体、砌体结构、框架结构以及10层以下结构应选用多质点剪切串联模型,因为该模型可以准确的把握该类建筑在地震作用下的剪切变形模式;剪力墙结构、框架剪力墙结构与10层及10层以上建筑建立多质点并联剪切弯曲协调模型,因为该模型可以准确的把握该类建筑在地震作用下剪切-弯曲耦合的变形模式。Specifically, according to the use function, building height and structure type of the building, the multi-mass shear series model should be selected for unfortified masonry, masonry structure, frame structure and structures below 10 floors, because the model can accurately grasp the Shear deformation mode of buildings under earthquake action; multi-mass point parallel shear-bending coordination model is established for shear wall structures, frame shear wall structures and buildings with 10 floors and above, because this model can accurately grasp the Deformation modes of shear-bending coupling under earthquake action.
S103:根据建筑数据对应的模型建立建筑数据对应的多质点剪切串联模型或多质点并联剪切弯曲协调模型。S103: Establish a multi-mass point shear series model or a multi-mass parallel shear-bending coordination model corresponding to the building data according to the model corresponding to the building data.
在本发明的一个实施例中,城市中存在大量中低层建筑,大部分中低层建筑结构类型明确,形体规则,通常表现出较为明显的剪切变形模式。因此可以将每栋建筑简化成图3(a)所示的多质点剪切串联模型。该模型假设结构每一层的质量都集中在楼面上,认为楼板为刚性并且忽略楼板的转动位移,因此可以将每一层简化成一个质点。不同楼层之间的质点通过剪切弹簧连接在一起。楼层之间剪切弹簧的力-位移关系如图4所示。其中骨架线为三线性骨架线,如图4(a)所示,层间滞回模型采用图4(b)所示的单参数滞回模型。In an embodiment of the present invention, there are a large number of low- and medium-rise buildings in the city, and most of the low- and medium-rise buildings have clear structural types and regular shapes, and usually show a relatively obvious shear deformation mode. Therefore, each building can be simplified into a multi-particle shear series model as shown in Fig. 3(a). The model assumes that the mass of each floor of the structure is concentrated on the floor, considers the floor as rigid and ignores the rotational displacement of the floor, so each floor can be simplified into a mass point. Mass points between different floors are connected together by shear springs. The force-displacement relationship of the shear springs between floors is shown in Fig. 4. The skeleton line is a trilinear skeleton line, as shown in Figure 4(a), and the interlayer hysteresis model adopts the single-parameter hysteresis model shown in Figure 4(b).
其中,高层建筑的侧向整体弯曲变形不可忽略,因此可以将每栋建筑简化为图3(b)所示的多质点并联剪切弯曲协调模型,该模型采用三线性骨架线,能够同时考虑高层建筑的弯曲变形和剪切变形。Among them, the lateral overall bending deformation of high-rise buildings cannot be ignored, so each building can be simplified into a multi-mass point parallel shear-bending coordination model shown in Figure 3(b). This model uses a trilinear skeleton line and can simultaneously consider the Bending and shear deformation of buildings.
针对上述两种模型以及不同结构类型的结构,本发明的一个实施例分别采用不同的参数标定方法,参数标定方法是建立在建筑抗震设计规范、大量的试验数据和数值分析的基础之上的。因此,无论是何种结构类型,都只需要知道建筑的结构类型、高度、层数、建造年代、楼层面积、实用功能等宏观信息,就可以确定图3中骨架线和滞回模型中的各个参数,简单方便,从而非常适用于大规模区域建筑群的建模。For the above two models and structures of different structural types, an embodiment of the present invention adopts different parameter calibration methods respectively, and the parameter calibration methods are based on building seismic design codes, a large number of test data and numerical analysis. Therefore, no matter what type of structure it is, you only need to know the macro information such as the structure type, height, number of floors, construction period, floor area, and practical functions of the building to determine the skeleton line and hysteresis model in Figure 3. parameters, simple and convenient, so it is very suitable for the modeling of large-scale regional building groups.
下面将对本发明实施例的各类结构的参数确定方法进行详细介绍:The method for determining parameters of various structures in the embodiments of the present invention will be described in detail below:
首先,进行框架结构的参数确定流程,框架结构的参数确定流程如图4 所示,具体包括:First, carry out the parameter determination process of the frame structure. The parameter determination process of the frame structure is shown in Figure 4, specifically including:
(1)弹性参数标定。(1) Elastic parameter calibration.
其中,弹性参数包括各层的质量和刚度参数。Among them, the elastic parameters include the mass and stiffness parameters of each layer.
在本发明的一个实施例中,各层的质量m可以根据单位楼层面积的质量乘以楼层面积得到;层间的剪切刚度可以根据各层的质量和一阶周期T1根据式(1)得到。得到m和k0后就可以得到结构的刚度矩阵和质量矩阵。In one embodiment of the present invention, the mass m of each layer can be obtained by multiplying the mass of the unit floor area by the floor area; the shear stiffness between layers can be obtained according to formula (1) according to the mass of each layer and the first-order period T1 . After obtaining m and k 0 , the stiffness matrix and mass matrix of the structure can be obtained.
其中,[Φ1]是结构一阶振型的振型向量;[A]和[I]分别为刚度矩阵[K]和质量矩阵[M]的系数矩阵;一阶周期T1可以根据中国建筑结构荷载规范(GB 50009-2012)中建议的公式计算,如式(2)所示,对于结构平面长短轴方向尺寸相差较大的结构,模型建议采用式(3)计算一阶周期。Among them, [Φ1] is the mode shape vector of the first-order mode shape of the structure; [A] and [I] are the coefficient matrices of the stiffness matrix [K] and the mass matrix [M] respectively; the first-order period T1 can be calculated according to the load of Chinese building structures The formula suggested in the specification (GB 50009-2012) is calculated, as shown in formula (2). For structures with large differences in the dimensions of the long and short axes of the structural plane, the model recommends using formula (3) to calculate the first-order period.
T1=(0.05~0.1)n, (2)T 1 =(0.05~0.1)n, (2)
其中,n为结构的楼层数,H为房屋总高度,B为房屋平面宽度。Among them, n is the number of floors of the structure, H is the total height of the house, and B is the plane width of the house.
(2)骨架线参数标定。(2) Skeleton line parameter calibration.
骨架线参数包括承载力参数和位移参数,其承载力参数标定过程如图6 所示,位移参数标定过程如图7所示。Skeleton line parameters include bearing capacity parameters and displacement parameters. The calibration process of bearing capacity parameters is shown in Figure 6, and the calibration process of displacement parameters is shown in Figure 7.
(a)承载力参数包括设计承载力、屈服承载力、峰值承载力和极限承载力。(a) Capacity parameters include design capacity, yield capacity, peak capacity and ultimate capacity.
框架结构都经过严格的抗震设计,因此各楼层的设计承载力Vd,i可以根据规范中设计承载力的计算方法得到,该模型采用底部剪力法来计算结构的各层设计承载力。The frame structure has undergone strict seismic design, so the design bearing capacity V d,i of each floor can be obtained according to the calculation method of the design bearing capacity in the code. This model uses the bottom shear force method to calculate the design bearing capacity of each floor of the structure.
进行屈服承载力Vy,i和峰值承载力Vp,i分别用式(4)和(5)计算。The yield bearing capacity V y,i and the peak bearing capacity V p,i are calculated by equations (4) and (5) respectively.
Vy,i=ΩyVd,i, (4)V y,i =Ω y V d,i , (4)
Vp,i=ΩpVy,i, (5)V p,i =Ω p V y,i , (5)
其中,y为RC框架结构的屈服超强系数,在该模型中建议取y=1.1; p为结构的峰值超强系数,根据式(6)、(7)、(8)计算。Among them, y is the yield overstrength coefficient of the RC frame structure, and it is recommended to take y=1.1 in this model; p is the peak overstrength coefficient of the structure, calculated according to formulas (6), (7), and (8).
Ωp=K1K2, (6)Ω p = K 1 K 2 , (6)
K1=0.1519DI2-2.8238DI+14.9082, (7)K 1 =0.1519DI 2 -2.8238DI+14.9082, (7)
K2=1-(0.0099n-0.0197), (8)K 2 =1-(0.0099n-0.0197), (8)
其中DI为的结构的抗震设防烈度,n为结构的层数。Where DI is the seismic fortification intensity of the structure, and n is the number of floors of the structure.
可以理解的是,因为框架结构具有很好的延性,所以取极限承载力等于峰值承载力。It can be understood that since the frame structure has good ductility, the ultimate bearing capacity is taken to be equal to the peak bearing capacity.
(b)位移参数包括屈服位移、峰值位移和极限位移。屈服位移、峰值位移和极限位移分别根据式(9)、(10)、(11)确定。(b) Displacement parameters include yield displacement, peak displacement and ultimate displacement. Yield displacement, peak displacement and limit displacement are determined according to equations (9), (10) and (11), respectively.
Δuy,i=Vy,i/k0, (9)Δu y,i = V y,i /k 0 , (9)
Δup,i=Vp,i/ksecant, (10)Δu p,i = V p,i /k secant , (10)
Δuu,i=δcompleteh, (11)Δu u,i = δ complete h, (11)
ksecant=ηk0, (12)k secant = ηk 0 , (12)
其中k0为结构层间初始刚度;层间剪切的割线刚度ksecant(图6所示)可以根据式(12)计算得到,为结构达到峰值承载力时割线刚度折减系数。δcomplete为结构毁坏时的层间位移角,h为结构的层高。where k 0 is the initial stiffness between layers of the structure; the secant stiffness ksecant (shown in Fig. 6) of interlayer shear can be calculated according to formula (12), which is the reduction coefficient of the secant stiffness when the structure reaches the peak bearing capacity. δ complete is the interstory displacement angle when the structure is destroyed, and h is the story height of the structure.
(3)滞回参数标定。(3) Hysteresis parameter calibration.
滞回耗能参数τ可以根据式(13)计算:The hysteresis energy consumption parameter τ can be calculated according to formula (13):
其中,Ap为捏拢包络线所围成的面积;Ab为理想弹塑性滞回曲线所围成的面积。Among them, A p is the area enclosed by the pinched envelope; A b is the area enclosed by the ideal elastic-plastic hysteresis curve.
接着,在本发明的一个实施例中,确定砌体结构参数。Next, in one embodiment of the invention, masonry parameters are determined.
在本发明的一个实施例中,将砌体结构分为未设防砌体结构和设防砌体结构,两类砌体结构的弹性参数以及滞回参数的确定方法和框架结构类似;但骨架线参数标定方法与框架结构有较大差异,具体包括:In one embodiment of the present invention, masonry structures are divided into unfortified masonry structures and fortified masonry structures. The determination methods of the elastic parameters and hysteresis parameters of the two types of masonry structures are similar to those of frame structures; but the skeleton line parameters The calibration method is quite different from the frame structure, including:
(1)弹性参数标定(1) Elastic parameter calibration
各层的质量m可以根据单位楼层面积的质量乘以楼层面积得到;层间的剪切刚度可以根据各层的质量和一阶周期T1根据式(1)得到。得到m和k0后就可以得到结构的刚度矩阵和质量矩阵。未设防砌体和设防砌体的一阶周期可以分别按照式(14)和式(15)确定;对于结构平面长短轴方向尺寸相差较大的结构,模型建议采用式(16)和(17)计算一阶周期。The mass m of each floor can be obtained by multiplying the mass of the unit floor area by the floor area; the shear stiffness between floors can be obtained according to formula (1) according to the mass of each floor and the first-order period T1. After obtaining m and k0, the stiffness matrix and mass matrix of the structure can be obtained. The first-order periods of undefended masonry and fortified masonry can be determined according to formula (14) and formula (15) respectively; for structures with large differences in the dimensions of the long and short axes of the structural plane, the model suggests using formulas (16) and (17) Compute the first-order period.
T1=0.064+0.053n,未设防砌体结构, (14)T 1 =0.064+0.053n, undefended masonry structure, (14)
T1=0.221+0.025n,设防砌体结构, (15)T 1 =0.221+0.025n, fortified masonry structure, (15)
未设防砌体结构, (16) Undefended masonry structures, (16)
设防砌体结构。 (17) Fortified masonry structure. (17)
(2)骨架线参数标定。(2) Skeleton line parameter calibration.
(a)未设防砌体结构和设防砌体结构的承载力确定方法如图8所示。砌体结构承载力包含屈服承载力,峰值承载力和极限承载力。(a) The method for determining the bearing capacity of undefended masonry structures and fortified masonry structures is shown in Figure 8. The bearing capacity of masonry structures includes yield bearing capacity, peak bearing capacity and ultimate bearing capacity.
对于未设防砌体,根据式(18)计算未设防砌体结构各层的峰值承载力Vp,i。For the undefended masonry, calculate the peak bearing capacity V p,i of each layer of the undefended masonry structure according to formula (18).
Vp,i=RAi, (18)V p,i = RA i , (18)
其中R为单位建筑面积的结构峰值承载力,可以根据图8进行取值;Ai为结构第i层的面积。计算得到各层的峰值承载力之后,可以根据未设防砌体结构的峰值超强系数Ωp按照式(19)计算未设防砌体的各层屈服承载力Vy,i。根据统计,Ωp的中位值为1.40。Where R is the structural peak bearing capacity per unit building area, which can be taken according to Figure 8; A i is the area of the i-th floor of the structure. After calculating the peak bearing capacity of each layer, the yield bearing capacity V y,i of each layer of the unfortified masonry can be calculated according to the formula (19) according to the peak overstrength coefficient Ω p of the unfortified masonry structure. According to statistics, the median value of Ω p is 1.40.
Vy,i=Vp,i/Ωy, (19)V y,i = V p,i /Ω y , (19)
对于设防砌体,首先按照底部剪力法得到设防砌体结构各层的设计承载力 Vd,i(GB 50011-2010)。之后再通过式(20)和式(21)计算结构各层的屈服承载力 Vy,i和峰值承载力Vp,i。For the fortified masonry, the design bearing capacity V d,i (GB 50011-2010) of each layer of the fortified masonry structure is first obtained according to the bottom shear force method. Then calculate the yield bearing capacity V y,i and peak bearing capacity V p,i of each layer of the structure by formula (20) and formula (21).
Vy,i=ΩyVd,i, (20)V y,i =Ω y V d,i , (20)
Vp,i=ΩpVy,i, (21)V p,i =Ω p V y,i , (21)
其中Ωy,Ωp分别为设防砌体结构的屈服超强系数和峰值超强系数。根据统计,Ωy的中位值为2.33,Ωp的中位值为1.41。Among them, Ω y and Ω p are the yield overstrength coefficient and peak overstrength coefficient of the fortified masonry structure, respectively. According to statistics, the median value of Ω y is 2.33, and the median value of Ω p is 1.41.
在该实施例中,对于砌体结构,极限承载力取为峰值承载力的85%。In this example, for masonry structures, the ultimate bearing capacity is taken as 85% of the peak bearing capacity.
(b)未设防砌体结构和设防砌体结构的位移参数包括骨架线上屈服点、峰值点、软化点以及极限点的位移,可以分别按照图9所示的方法进行确定。(b) The displacement parameters of the undefended masonry structure and the fortified masonry structure include the displacement of the yield point, peak point, softening point and limit point on the skeleton line, which can be determined according to the method shown in Figure 9 respectively.
与框架结构类似,可以认为砌体结构在屈服点之前保持弹性工作状态。因此未设防砌体结构和设防砌体结构的屈服位移Δuy,i可以根据式(22)进行确定。峰值位移角按照式(23)取值,其中h为单层层高。根据统计,未设防砌体结构的δp的中位值为0.00268,设防砌体结构为0.00317。软化点位移角按照式(24) 取值,其中h为单层层高。Similar to frame structures, masonry structures can be considered to remain elastic until the yield point. Therefore, the yield displacement Δu y,i of the unfortified masonry structure and the fortified masonry structure can be determined according to formula (22). The peak displacement angle is taken according to formula (23), where h is the height of a single layer. According to statistics, the median value of δp is 0.00268 for unfortified masonry structures and 0.00317 for fortified masonry structures. The displacement angle of the softening point is determined according to formula (24), where h is the height of a single layer.
Δuy,i=Vy,i/k0, (22)Δu y,i = V y,i /k 0 , (22)
Δup,i=δph, (23)Δu p,i = δ p h, (23)
Δusoft,i=δsofth。 (24)Δu soft,i = δ soft h. (twenty four)
(3)滞回参数标定。(3) Hysteresis parameter calibration.
在本发明的一个实施例中,滞回耗能参数τ与框架结构确定方法相同,可以根据式(13)计算。确定高层建筑的参数流程为:In an embodiment of the present invention, the hysteresis energy consumption parameter τ is determined in the same way as the frame structure, and can be calculated according to formula (13). The procedure for determining the parameters of a tall building is:
高层建筑骨架线采用与框架结构相同的骨架线形式,参数确定流程如图 11所示,具体包括:The skeleton line of a high-rise building adopts the same skeleton line form as the frame structure, and the parameter determination process is shown in Figure 11, including:
弹性参数包括弯曲刚度EI和剪切刚度GA。这两个参数可以根据结构的一阶周期和二阶周期确定。结构的前两阶周期可以根据模态分析、实际检测或者经验公式确定。再根据式(25)至(28)即可确定弯曲刚度EI和剪切刚度GA。Elastic parameters include bending stiffness EI and shear stiffness GA. These two parameters can be determined according to the first-order period and the second-order period of the structure. The first two periods of the structure can be determined based on modal analysis, actual testing or empirical formulas. Then according to formulas (25) to (28), the bending stiffness EI and shear stiffness GA can be determined.
其中,α0为结构弯剪刚度比,ω1为一阶圆频率,γj表示与第j阶结构振动相关的特征值参数。Among them, α 0 is the bending-shear stiffness ratio of the structure, ω 1 is the first-order circular frequency, and γ j is the eigenvalue parameter related to the j-th order structural vibration.
(2)屈服参数标定(2) Yield parameter calibration
考虑到高阶振型对高层结构响应的贡献,该模型采用振型分解反应谱法来计算地震作用结构各阶振型对应的谱位移Dj。通过式(29)、(30)、(31)和(32)可以求得结构的层间位移Δui,j和转角Δθi,j。Considering the contribution of high-order mode shapes to the response of high-rise structures, the model adopts the mode-shape decomposition response spectrum method to calculate the spectral displacement D j corresponding to each mode-shape of the earthquake-induced structure. Through formulas (29), (30), (31) and (32), the layer displacement Δu i,j and rotation angle Δθ i,j of the structure can be obtained.
ui,j=Γjφi,jDj, (29)u i,j = Γ j φ i,j D j , (29)
Δui,j=ui,j/ui 1,j, (30)Δu i,j = u i,j /u i 1,j , (30)
Δθi,j=θi,j/θi 1,j。 (32)Δθ i,j =θ i,j /θ i 1,j . (32)
其中:φi,j为第i层第j阶振型的振型向量,Γ为振型参与系数。根据式(33)、 (34)就可以得到各阶振型对应的各层设计剪力Vi,j和设计弯矩Mi,j。Among them: φ i, j is the vibration vector of the jth order vibration shape of the i-th layer, and Γ is the vibration mode participation coefficient. According to formulas (33) and (34), the design shear force V i,j and design bending moment M i,j of each floor corresponding to each mode shape can be obtained.
Vi,j=Δui,jGA/hi, (33)V i,j =Δu i,j GA/h i , (33)
Mi,j=Δθi,jEI/hi。 (34)M i,j =Δθ i,j EI/h i . (34)
再根据SRSS(Square Root of the Sum of the Squares振型组合方法)对各阶地震作用进行组合(式(35)、(36)),便可以得到各层剪切弹簧的设计剪力和弯曲弹簧的设计弯矩,公式如下:Then according to the SRSS (Square Root of the Sum of the Squares mode shape combination method) to combine the seismic actions of each order (Equation (35), (36)), the design shear force and bending spring of each layer of shear spring can be obtained The design bending moment, the formula is as follows:
最后,该耦合模型根据《建筑抗震设计规范》和《高层建筑混凝土结构技术规程》对设计剪力和弯矩进行调整,以满足最小剪力和底部加强区域弯矩的要求。屈服剪力和屈服弯矩可以通过式(37)、(38)得到。Finally, the coupled model adjusts the design shear force and bending moment according to the "Code for Seismic Design of Buildings" and "Technical Regulations for Concrete Structures of Tall Buildings" to meet the requirements of minimum shear force and bending moment in the bottom reinforcement area. Yield shear force and yield bending moment can be obtained by equations (37) and (38).
Vy,i=Vd,iΩy, (37)V y,i = V d,i Ω y , (37)
My,i=Md,iΩy。 (38)M y,i = M d,i Ω y . (38)
根据统计回归,屈服超强系数Ωy与峰值超强系数Ωp与结构的抗震设防烈度DI的关系,如式(39)、(40)所示。According to statistical regression, the relationship between the yield overstrength coefficient Ω y and the peak overstrength coefficient Ω p and the seismic fortification intensity DI of the structure is shown in equations (39) and (40).
Ωy=-0.1565DI+2.7499, (39)Ω y =-0.1565DI+2.7499, (39)
Ωp=(-0.5589DI+7.6346)/(-0.1565DI+2.7499)。 (40)Ω p =(-0.5589DI+7.6346)/(-0.1565DI+2.7499). (40)
根据式(41)、(42)可以得到屈服层间位移和屈服层间位移角。According to equations (41) and (42), the yield interstory displacement and the yield interstory displacement angle can be obtained.
(3)峰值参数标定。(3) Peak parameter calibration.
在本发明的一个实施例中,弯曲弹簧和剪切弹簧各层的峰值剪力Vp,i和峰值弯矩Mp,i可以按照式(43)和式(44)确定。In one embodiment of the present invention, the peak shear force V p,i and peak bending moment M p,i of each layer of the bending spring and the shear spring can be determined according to formula (43) and formula (44).
Vp,i=ΩpVy,i, (43V p,i =Ω p V y,i , (43
Mp,i=ΩpMy,i。 (44)M p,i =Ω p M y,i . (44)
其中Ωp为峰值超强系数,可以按照式(40)确定。where Ω p is the peak superpower coefficient, which can be determined according to formula (40).
由于混凝土结构开裂后刚度会下降,因此结构的峰值位移可以根据折减后的等效弯曲刚度ErI和等效剪切刚度GrA来计算。Since the stiffness of the concrete structure will decrease after cracking, the peak displacement of the structure can be calculated according to the reduced equivalent bending stiffness E r I and equivalent shear stiffness G r A.
ErI=ηEI, (45) ErI =ηEI, (45)
GrA=ηGA。 (46)G r A = ηGA. (46)
美国ACI 315-08第10.10.4.1条建议了相应的刚度折减系数η。因此,结构的峰值层间位移Δup,i和峰值层间转角Δθp,i可以根据式(47)和式(48)确定。Clause 10.10.4.1 of American ACI 315-08 recommends the corresponding stiffness reduction factor η. Therefore, the peak interstory displacement Δu p,i and the peak interstory rotation angle Δθ p,i of the structure can be determined according to Equation (47) and Equation (48).
S104:根据每个建筑输入的地震动的加速度时间历程数据通过多质点剪切串联模型或多质点并联剪切弯曲协调模型进行非线性历程计算,以得到非线性历程计算结果.S104: According to the acceleration time history data of each building input, the nonlinear history calculation is performed through the multi-mass shear series model or the multi-mass parallel shear-bending coordination model to obtain the nonlinear history calculation results.
具体的,每栋建筑输入一个加速度时程数据;采用结构动力学中的运动方程(式(49)),进行结构的非线性历程分析。式中M为模型质量阵,C为阻尼矩阵,本发明中采用Rayleigh阻尼,F为结构内力,u、u和u为结构各自由度对应的加速度、速度和位移向量,ug为地震动加速度时程。Specifically, an acceleration time-history data is input for each building; the nonlinear history analysis of the structure is carried out by using the motion equation (equation (49)) in structural dynamics. In the formula, M is the model mass matrix, C is the damping matrix, Rayleigh damping is adopted in the present invention, F is the internal force of the structure, u, u and u are the acceleration, velocity and displacement vectors corresponding to the respective degrees of freedom of the structure, and u g is the ground motion acceleration schedule.
Mu+Cu+F=-Mug。 (49)Mu+Cu+F= -Mug . (49)
S105:根据非线性历程计算结果得到每个建筑每个楼层的震害状态及分析结果。S105: Obtain the seismic damage state and analysis results of each floor of each building according to the nonlinear history calculation results.
其中,判断每个建筑每个楼层的震害状态,获得相应的位移、加速度等重要数据。基于以上步骤,本发明的一个实施例开发了相应的程序,以便更加快速、流畅的执行相关计算。Among them, the earthquake damage state of each floor of each building is judged, and important data such as corresponding displacement and acceleration are obtained. Based on the above steps, an embodiment of the present invention develops a corresponding program so as to perform related calculations more quickly and smoothly.
以唐山市区建筑为例,本发明实施例通过唐山市规划局获得了该地区 230,683栋建筑的建筑属性信息,包括结构类型、高度、层数、建造年代、楼层面积等,数据详实。利用这些数据即可采用本发明所用的分析模型对每一栋建筑进行模拟。建筑年代和建筑类型的组成情况如图12所示。Taking buildings in Tangshan urban area as an example, the embodiment of the present invention obtained the architectural attribute information of 230,683 buildings in the area through the Tangshan City Planning Bureau, including structure type, height, number of floors, construction year, floor area, etc., with detailed data. Using these data, each building can be simulated using the analytical model used in the present invention. The composition of building age and building type is shown in Figure 12.
由于唐山地震发生时,我国强震观测站很少,缺少质量较好的相关地震记录,因此本案例从美国联邦应急管理署P695报告中挑选了4条代表性近场地震(震源距小于10km)记录,其震级与唐山大地震相近,各地震动时程曲线如图13所示。其中,中国台湾Chichi记录震级为7.6级,土耳其Kacaeli记录震级为7.5级,美国Denali地震震级为7.9级。Since there were few strong earthquake observation stations in my country when the Tangshan earthquake occurred, and there was a lack of relevant earthquake records of good quality, this case selected 4 representative near-field earthquakes (with focal distances less than 10km) from the P695 report of the US Federal Emergency Management Agency. According to records, its magnitude is similar to the Tangshan earthquake, and the time-history curves of the earthquakes in various places are shown in Figure 13. Among them, Chichi in Taiwan, China recorded a magnitude of 7.6, Kacaeli in Turkey recorded a magnitude of 7.5, and the Denali earthquake in the United States recorded a magnitude of 7.9.
由于目标区域范围较广,单一的地震动输入和实际情况相差较大,因此需要考虑地震动的衰减。此次模拟按照椭圆的长短轴方向进行衰减,震中 PGA=1160cm/s2,如图14所示。根据上述PGA的衰减关系可以得到各个位置建筑的PGA大小,对地震动进行调幅,以此作为地震动的输入。Due to the wide range of the target area, the single ground motion input is quite different from the actual situation, so the attenuation of ground motion needs to be considered. In this simulation, the attenuation is carried out according to the major and minor axes of the ellipse, and the epicenter PGA=1160cm/s2, as shown in Figure 14. According to the attenuation relationship of the above PGA, the size of the PGA of the building at each location can be obtained, and the amplitude of the ground motion can be modulated as the input of the ground motion.
表1为按建筑设防分类的不同破坏程度的比例统计表,基于以上区域建筑基本信息及地震动信息,采用本发明提出的多质点剪切串联模型和多质点并联剪切弯曲协调模型对唐山市进行了震害模拟,每按照建筑设防分类的震害结果对比如表1所示(完好和轻微破坏的比例均为0,所以略去)。值得注意的是,上述案例中230,683栋建筑,进行四条地震动的总体运算时间只需要约5个小时,如果引入并行技术,这一时间将进一步缩短。Table 1 is a statistical table of proportions of different degrees of damage classified by building fortification. Based on the above-mentioned regional building basic information and earthquake motion information, the multi-mass shear series model and multi-mass parallel shear-bending coordination model proposed by the present invention are used to analyze the damage of Tangshan City. The seismic damage simulation was carried out, and the comparison of the seismic damage results according to the building fortification classification is shown in Table 1 (the proportions of intact and slightly damaged are both 0, so they are omitted). It is worth noting that, for the 230,683 buildings in the above case, the overall calculation time for the four earthquake motions only takes about 5 hours. If parallel technology is introduced, this time will be further shortened.
表1Table 1
综上,通过以上案例,可以总结出本发明实施例提出的城市建筑群地震反应非线性历程分析方法可获得每个建筑每个楼层的震害状态及位移、加速度等重要数据。并且本发明实施例的多质点剪切串联模型和并联剪切弯曲协调模型可以准确反应不同高度建筑震害特征,而且具有极高的计算效率和简单的建模方法,可以用于城市典型地震情景的震害预测与地震后的近实时震害分析,为震后救援工作及相关决策提供支持。In summary, through the above cases, it can be concluded that the method for analyzing the nonlinear history of the seismic response of urban building groups proposed in the embodiment of the present invention can obtain important data such as the seismic damage state, displacement, and acceleration of each floor of each building. Moreover, the multi-particle shear series model and the parallel shear-bend coordination model of the embodiment of the present invention can accurately reflect the earthquake damage characteristics of buildings of different heights, and have extremely high calculation efficiency and simple modeling methods, and can be used in typical urban earthquake scenarios The earthquake damage prediction and near-real-time earthquake damage analysis after the earthquake provide support for post-earthquake rescue work and related decision-making.
本发明实施例的城市建筑群地震反应非线性历程分析方法,通过建筑数据建立多质点剪切串联模型或多质点并联剪切弯曲协调模型,并根据地震动的加速度时间历程数据进行非线性历程计算,根据计算结果分析每个建筑每个楼层的震害状态,达到准确反应不同高度建筑震害特征,更接近实际震害的效果,且计算效率高且建模方法简单,可以用于城市典型地震情景带来准确及时的震害预测与震害分析。The method for analyzing the nonlinear history of earthquake response of urban building groups in the embodiment of the present invention establishes a multi-mass point shear series model or a multi-mass parallel shear-bending coordination model through building data, and performs nonlinear history calculation based on the acceleration time history data of the earthquake, According to the calculation results, the seismic damage status of each floor of each building can be analyzed to accurately reflect the seismic damage characteristics of buildings of different heights, which is closer to the actual seismic damage. The calculation efficiency is high and the modeling method is simple, which can be used in typical urban earthquake scenarios. Bring accurate and timely earthquake damage prediction and analysis.
其次参照附图描述根据本发明实施例提出的城市建筑群地震反应非线性历程分析装置。Next, the device for analyzing the nonlinear history of seismic response of urban building groups proposed according to the embodiment of the present invention will be described with reference to the accompanying drawings.
图15是本发明一个实施例的城市建筑群地震反应非线性历程分析装置。Fig. 15 is an analysis device for nonlinear history of earthquake response of urban building groups according to an embodiment of the present invention.
如图15所示,该城市建筑群地震反应非线性历程分析装置10包括:采集模块100,用于采集建筑数据;获取模块200,获取模块与采集模块相连,用于根据建筑数据获取建筑数据对应的模型;构建模块300,构建模块与获取模块相连,用于根据建筑数据对应的模型建立建筑数据对应的多质点剪切串联模型或多质点并联剪切弯曲协调模型;计算模块400,计算模块与构建模块相连,用于根据每个建筑输入的地震动的加速度时间历程数据通过多质点剪切串联模型或多质点并联剪切弯曲协调模型进行非线性历程计算,以得到非线性历程计算结果;以及分析模块500,分析模块与计算模块相连,用于根据非线性历程计算结果得到每个建筑每个楼层的震害状态及分析结果。As shown in Figure 15, the device 10 for analyzing the nonlinear history of the urban building group's seismic response includes: an acquisition module 100 for acquiring building data; an acquisition module 200 connected to the acquisition module for acquiring building data corresponding to the building data; The model; the construction module 300, the construction module is connected with the acquisition module, and is used to establish a multi-particle shear series model or a multi-mass parallel shear-bending coordination model corresponding to the construction data according to the model corresponding to the construction data; the calculation module 400, the calculation module and The building blocks are connected, and are used to perform nonlinear history calculation through the multi-mass shear series model or the multi-mass parallel shear-bend coordination model according to the acceleration time history data of the ground motion input by each building, so as to obtain the nonlinear history calculation results; and The analysis module 500, which is connected with the calculation module, is used to obtain the seismic damage state and analysis results of each floor of each building according to the calculation results of the nonlinear history.
需要说明的是,前述对城市建筑群地震反应非线性历程分析方法实施例的解释说明也适用于该实施例的装置,此处不再赘述。It should be noted that the foregoing explanations of the embodiment of the method for analyzing the nonlinear history of the urban building group's seismic response are also applicable to the device of this embodiment, and will not be repeated here.
进一步地,在本发明的一个实施例中,构建模块300具体用于根据使用功能、建筑高度以及结构类型对未设防砌体、砌体结构、框架结构以及预设层以下结构建立多质点剪切串联模型,且对剪力墙结构、框架剪力墙结构与预设层及预设层以上建筑建立多质点并联剪切弯曲协调模型Further, in one embodiment of the present invention, the construction module 300 is specifically used to establish multi-mass shearing for undefended masonry, masonry structures, frame structures, and structures below the preset level according to the use function, building height, and structure type. Series model, and establish a multi-mass point parallel shear-bending coordination model for shear wall structures, frame shear wall structures, and buildings above the preset storey
进一步地,在本发明的一个实施例中,计算模块400具体用于获取每个建筑输入的加速度时程数据,并根据加速度时程数据通过结构动力学中的运动方程进行结构的非线性历程分析。Further, in one embodiment of the present invention, the calculation module 400 is specifically used to obtain the input acceleration time history data of each building, and perform nonlinear history analysis of the structure through the motion equation in structural dynamics according to the acceleration time history data .
进一步地,在本发明的一个实施例中,每个建筑每个楼层的震害状态及分析结果包括每个建筑每个楼层的震害状态、每个建筑每个楼层的位移历程结果、每个建筑每个楼层的速度历程结果、每个建筑每个楼层的加速度历程结果和城市建筑群地震反应与破坏状态的可视化图片与动画。Further, in one embodiment of the present invention, the seismic damage state and analysis results of each floor of each building include the seismic damage state of each floor of each building, the displacement history result of each floor of each building, each The results of the velocity history of each floor of the building, the results of the acceleration history of each floor of each building, and the visualization pictures and animations of the earthquake response and damage status of urban buildings.
本发明实施例的城市建筑群地震反应非线性历程分析装置,通过建筑数据建立多质点剪切串联模型或多质点并联剪切弯曲协调模型,并根据地震动的加速度时间历程数据进行非线性历程计算,根据计算结果分析每个建筑每个楼层的震害状态,达到准确反应不同高度建筑震害特征,更接近实际震害的效果,且计算效率高且建模方法简单,可以用于城市典型地震情景带来准确及时的震害预测与震害分析。The device for analyzing the nonlinear history of earthquake response of urban building groups in the embodiment of the present invention establishes a multi-particle shear series model or a multi-mass parallel shear-bending coordination model through building data, and performs nonlinear history calculation based on the acceleration time history data of the earthquake, According to the calculation results, the seismic damage status of each floor of each building can be analyzed to accurately reflect the seismic damage characteristics of buildings of different heights, which is closer to the actual seismic damage. The calculation efficiency is high and the modeling method is simple, which can be used in typical urban earthquake scenarios. Bring accurate and timely earthquake damage prediction and analysis.
在本发明的描述中,需要理解的是,术语“中心”、“纵向”、“横向”、“长度”、“宽度”、“厚度”、“上”、“下”、“前”、“后”、“左”、“右”、“竖直”、“水平”、“顶”、“底”“内”、“外”、“顺时针”、“逆时针”、“轴向”、“径向”、“周向”等指示的方位或位置关系为基于附图所示的方位或位置关系,仅是为了便于描述本发明和简化描述,而不是指示或暗示所指的装置或元件必须具有特定的方位、以特定的方位构造和操作,因此不能理解为对本发明的限制。In describing the present invention, it should be understood that the terms "center", "longitudinal", "transverse", "length", "width", "thickness", "upper", "lower", "front", " Back", "Left", "Right", "Vertical", "Horizontal", "Top", "Bottom", "Inner", "Outer", "Clockwise", "Counterclockwise", "Axial", The orientation or positional relationship indicated by "radial", "circumferential", etc. is based on the orientation or positional relationship shown in the drawings, and is only for the convenience of describing the present invention and simplifying the description, rather than indicating or implying the referred device or element Must be in a particular orientation, be constructed in a particular orientation, and operate in a particular orientation, and therefore should not be construed as limiting the invention.
此外,术语“第一”、“第二”仅用于描述目的,而不能理解为指示或暗示相对重要性或者隐含指明所指示的技术特征的数量。由此,限定有“第一”、“第二”的特征可以明示或者隐含地包括至少一个该特征。在本发明的描述中,“多个”的含义是至少两个,例如两个,三个等,除非另有明确具体的限定。In addition, the terms "first" and "second" are used for descriptive purposes only, and cannot be interpreted as indicating or implying relative importance or implicitly specifying the quantity of indicated technical features. Thus, the features defined as "first" and "second" may explicitly or implicitly include at least one of these features. In the description of the present invention, "plurality" means at least two, such as two, three, etc., unless specifically defined otherwise.
在本发明中,除非另有明确的规定和限定,术语“安装”、“相连”、“连接”、“固定”等术语应做广义理解,例如,可以是固定连接,也可以是可拆卸连接,或成一体;可以是机械连接,也可以是电连接;可以是直接相连,也可以通过中间媒介间接相连,可以是两个元件内部的连通或两个元件的相互作用关系,除非另有明确的限定。对于本领域的普通技术人员而言,可以根据具体情况理解上述术语在本发明中的具体含义。In the present invention, unless otherwise clearly specified and limited, terms such as "installation", "connection", "connection" and "fixation" should be understood in a broad sense, for example, it can be a fixed connection or a detachable connection , or integrated; it may be mechanically connected or electrically connected; it may be directly connected or indirectly connected through an intermediary, and it may be the internal communication of two components or the interaction relationship between two components, unless otherwise specified limit. Those of ordinary skill in the art can understand the specific meanings of the above terms in the present invention according to specific situations.
在本发明中,除非另有明确的规定和限定,第一特征在第二特征“上”或“下”可以是第一和第二特征直接接触,或第一和第二特征通过中间媒介间接接触。而且,第一特征在第二特征“之上”、“上方”和“上面”可是第一特征在第二特征正上方或斜上方,或仅仅表示第一特征水平高度高于第二特征。第一特征在第二特征“之下”、“下方”和“下面”可以是第一特征在第二特征正下方或斜下方,或仅仅表示第一特征水平高度小于第二特征。In the present invention, unless otherwise clearly specified and limited, the first feature may be in direct contact with the first feature or the first and second feature may be in direct contact with the second feature through an intermediary. touch. Moreover, "above", "above" and "above" the first feature on the second feature may mean that the first feature is directly above or obliquely above the second feature, or simply means that the first feature is higher in level than the second feature. "Below", "beneath" and "beneath" the first feature may mean that the first feature is directly below or obliquely below the second feature, or simply means that the first feature is less horizontally than the second feature.
在本说明书的描述中,参考术语“一个实施例”、“一些实施例”、“示例”、“具体示例”、或“一些示例”等的描述意指结合该实施例或示例描述的具体特征、结构、材料或者特点包含于本发明的至少一个实施例或示例中。在本说明书中,对上述术语的示意性表述不必须针对的是相同的实施例或示例。而且,描述的具体特征、结构、材料或者特点可以在任一个或多个实施例或示例中以合适的方式结合。此外,在不相互矛盾的情况下,本领域的技术人员可以将本说明书中描述的不同实施例或示例以及不同实施例或示例的特征进行结合和组合。In the description of this specification, descriptions referring to the terms "one embodiment", "some embodiments", "example", "specific examples", or "some examples" mean that specific features described in connection with the embodiment or example , structure, material or characteristic is included in at least one embodiment or example of the present invention. In this specification, the schematic representations of the above terms are not necessarily directed to the same embodiment or example. Furthermore, the described specific features, structures, materials or characteristics may be combined in any suitable manner in any one or more embodiments or examples. In addition, those skilled in the art can combine and combine different embodiments or examples and features of different embodiments or examples described in this specification without conflicting with each other.
尽管上面已经示出和描述了本发明的实施例,可以理解的是,上述实施例是示例性的,不能理解为对本发明的限制,本领域的普通技术人员在本发明的范围内可以对上述实施例进行变化、修改、替换和变型。Although the embodiments of the present invention have been shown and described above, it can be understood that the above embodiments are exemplary and should not be construed as limiting the present invention, those skilled in the art can make the above-mentioned The embodiments are subject to changes, modifications, substitutions and variations.
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