CN108647366A - The non-linear course analysis method of architecture ensemble earthquake response and device - Google Patents

Abstract

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

Nonlinear analysis method and device for seismic response of urban building groups

technical field

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.

Background technique

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.

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

Contents of the invention

The present invention aims to solve one of the technical problems in the related art at least to a certain extent.

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.

Another object of the present invention is to propose a device for analyzing the nonlinear history of earthquake response of urban building groups.

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.

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.

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:

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.

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.

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.

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.

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.

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.

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.

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:

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.

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.

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.

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.

Description of drawings

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:

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;

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;

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;

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;

FIG. 5 is a flow chart of frame structure model parameter calibration according to an embodiment of the present invention;

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;

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;

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;

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;

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;

Fig. 11 is a flow chart of parameter calibration of a high-rise building model according to an embodiment of the present invention;

Fig. 12 is a composition diagram of Tangshan urban area building age and building type according to an embodiment of the present invention;

Fig. 13 is the time history curve of the input ground motion according to one embodiment of the present invention;

Fig. 14 is the PGA attenuation diagram of the input ground motion according to one embodiment of the present invention;

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.

Detailed ways

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.

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.

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 .

As shown in Figure 1, the analysis method for the nonlinear history of the urban building group's seismic response includes the following steps:

In step S101, building data is collected.

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.

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: Obtain a model corresponding to the building data according to the building data.

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.

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: 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.

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).

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.

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.

The method for determining parameters of various structures in the embodiments of the present invention will be described in detail below:

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) Elastic parameter calibration.

Among them, the elastic parameters include the mass and stiffness parameters of each layer.

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.

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.

T ₁ =(0.05～0.1)n, (2)

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) Skeleton line parameter calibration.

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) Capacity parameters include design capacity, yield capacity, peak capacity and ultimate capacity.

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.

The yield bearing capacity V _y,i and the peak bearing capacity V _p,i are calculated by equations (4) and (5) respectively.

V _y,i =Ω _y V _d,i , (4)

V _p,i =Ω _p V _y,i , (5)

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).

Ω _p = K ₁ K ₂ , (6)

K ₁ =0.1519DI ² -2.8238DI+14.9082, (7)

K ₂ =1-(0.0099n-0.0197), (8)

Where DI is the seismic fortification intensity of the structure, and n is the number of floors of the structure.

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) 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.

Δu _y,i = V _y,i /k ₀ , (9)

Δu _p,i = V _p,i /k _secant , (10)

Δu _u,i = δ _complete h, (11)

k secant = _{ηk 0} , (12)

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) Hysteresis parameter calibration.

The hysteresis energy consumption parameter τ can be calculated according to formula (13):

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.

Next, in one embodiment of the invention, masonry parameters are determined.

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) Elastic parameter calibration

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.

T ₁ =0.064+0.053n, undefended masonry structure, (14)

T ₁ =0.221+0.025n, fortified masonry structure, (15)

Undefended masonry structures, (16)

Fortified masonry structure. (17)

(2) Skeleton line parameter calibration.

(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.

For the undefended masonry, calculate the peak bearing capacity V _p,i of each layer of the undefended masonry structure according to formula (18).

V _p,i = RA _i , (18)

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.

V _y,i = V _p,i /Ω _y , (19)

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).

V _y,i =Ω _y V _d,i , (20)

V _p,i =Ω _p V _y,i , (21)

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.

In this example, for masonry structures, the ultimate bearing capacity is taken as 85% of the peak bearing capacity.

(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.

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.

Δu _y,i = V _y,i /k ₀ , (22)

Δu _p,i = δ _p h, (23)

Δu _soft,i = δ _soft h. (twenty four)

(3) Hysteresis parameter calibration.

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:

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:

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.

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) Yield parameter calibration

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.

u _i,j = Γ _j φ _i,j D _j , (29)

Δu _i,j = u _i,j /u _{i 1,j} , (30)

Δθ _i,j =θ _i,j /θ _{i 1,j} . (32)

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.

V _i,j =Δu _i,j GA/h _i , (33)

M _i,j =Δθ _i,j EI/h _i . (34)

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:

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).

V _y,i = V _d,i Ω _y , (37)

M _y,i = M _d,i Ω _y . (38)

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).

Ω _y =-0.1565DI+2.7499, (39)

Ω _p =(-0.5589DI+7.6346)/(-0.1565DI+2.7499). (40)

According to equations (41) and (42), the yield interstory displacement and the yield interstory displacement angle can be obtained.

(3) Peak parameter calibration.

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).

V _p,i =Ω _p V _y,i , (43

M _p,i =Ω _p M _y,i . (44)

where Ω _p is the peak superpower coefficient, which can be determined according to formula (40).

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)

G _r A = ηGA. (46)

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: 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.

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)

S105: Obtain the seismic damage state and analysis results of each floor of each building according to the nonlinear history calculation results.

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.

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.

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.

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.

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.

Table 1

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.

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.

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.

Fig. 15 is an analysis device for nonlinear history of earthquake response of urban building groups according to an embodiment of the present invention.

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.

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.

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

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 .

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.

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.

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.

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.

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.

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.

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.

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.

Claims (10)

1. A method for analyzing the nonlinear course of seismic response of urban buildings, characterized in that it comprises the following steps: collect building data; Acquiring a model corresponding to the building data according to the building data; Establishing 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; According to the input acceleration time history data of each building, nonlinear history calculation is performed through the multi-mass shear series model or the multi-mass parallel shear-bend coordination model to obtain a nonlinear history calculation result; and The seismic damage state and analysis results of each floor of each building are obtained according to the calculation results of the nonlinear history. 2. the urban building group seismic response nonlinear history analysis method according to claim 1, is characterized in that, described building data comprises one in structure type, building height, building storey, building age, floor area and use function item or items. 3. the urban building group seismic response nonlinear history analysis method according to claim 2, is characterized in that, described according to the model corresponding to described building data, establishes the corresponding multi-mass point shear series model or multi-mass point of described building data Parallel shear-bending coordination model, further including: According to the use function, the building height and the structure type, the multi-mass shear series model is established for undefended masonry, masonry structure, frame structure and structures below the preset storey, and for the shear wall structure, The multi-mass-point parallel shear-bending coordination model is established for the frame shear wall structure and the buildings at or above the preset storey. 4. the urban building group seismic response nonlinear history analysis method according to claim 3, is characterized in that, wherein, The multi-mass point shear series model is determined 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 point shear series The skeleton line of the model is a trilinear skeleton line, and the reciprocating force relationship between layers adopts a single-parameter reciprocating force model; The multi-mass point parallel shear-bending coordination model is determined 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 point parallel connection The shear-bending coordination model is composed of bending beams, shear beams and rigid links to simultaneously consider the bending deformation and shear deformation of tall buildings. 5. the urban building group seismic response nonlinear history analysis method according to claim 3, is characterized in that, described according to the acceleration time history data of the earthquake motion input of each building through described multi-mass shear series model or described The multi-particle parallel shear-bending coordination model is used to calculate the nonlinear history, which further includes: Obtain the acceleration time history data input by each building; According to the acceleration time history data, the nonlinear history analysis of the structure is carried out through the motion equation in the structural dynamics. 6. according to any one of claim 1-5, the urban building group seismic response nonlinear history analysis method is characterized in that, the seismic damage state and analysis results of each floor of each building include each building each The seismic damage status of the floors, the displacement history results of each building and each floor, the velocity history results of each building and each floor, the acceleration history results of each building and each floor, and the visualization pictures of the earthquake response and damage status of urban buildings with animation. 7. A device for analyzing the nonlinear history of earthquake response of urban buildings, characterized in that it comprises: The collection module is used to collect building data; An acquisition module, the acquisition module is connected to the acquisition module, and is used to acquire a model corresponding to the building data according to the building data; A construction module, the construction module is connected to the acquisition module, and is used to establish a multi-mass shear series model or a multi-mass parallel shear-bend coordination model corresponding to the construction data according to the model corresponding to the construction data; A calculation module, the calculation module is connected with the construction module, and is used to perform the acceleration time history data input by each building through the multi-mass shear series model or the multi-mass parallel shear-bend coordination model. Non-linear history calculation to obtain the nonlinear history calculation result; and an analysis module, the analysis module is connected to the calculation module, and is used to obtain the earthquake damage of each floor of each building according to the nonlinear history calculation result status and analysis results. 8. The nonlinear history analysis device of urban building group seismic response according to claim 7, characterized in that, said building block is specifically used for unfortified masonry, masonry structure, The multi-mass point shear series model is established for the frame structure and the structure below the preset layer, and the multi-mass point parallel shear bending coordination is established for the shear wall structure, the frame shear wall structure and the building above the preset layer and the preset layer Model. 9. The device for analyzing the nonlinear history of earthquake response of urban building groups according to claim 8, characterized in that, the calculation module is specifically used to obtain the acceleration time-history data input by each building, and according to the acceleration time history data Process data can be used for nonlinear process analysis of structures through the equation of motion in structural dynamics. 10. The nonlinear history analysis device for seismic response of urban building groups according to any one of claims 7-9, wherein the seismic damage state and analysis results of each floor of each building include each building each The seismic damage status of the floors, the displacement history results of each building and each floor, the velocity history results of each building and each floor, the acceleration history results of each building and each floor, and the visualization pictures of the earthquake response and damage status of urban buildings with animation.