CN108647366B - 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
- Publication number
- CN108647366B CN108647366B CN201810112837.3A CN201810112837A CN108647366B CN 108647366 B CN108647366 B CN 108647366B CN 201810112837 A CN201810112837 A CN 201810112837A CN 108647366 B CN108647366 B CN 108647366B
- Authority
- CN
- China
- Prior art keywords
- building
- earthquake
- shear
- data
- floor
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Classifications
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/20—Design optimisation, verification or simulation
- G06F30/23—Design optimisation, verification or simulation using finite element methods [FEM] or finite difference methods [FDM]
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/10—Geometric CAD
- G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
- G06F2119/06—Power analysis or power optimisation
Landscapes
- Engineering & Computer Science (AREA)
- Physics & Mathematics (AREA)
- Geometry (AREA)
- Theoretical Computer Science (AREA)
- General Physics & Mathematics (AREA)
- Computer Hardware Design (AREA)
- Evolutionary Computation (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Computational Mathematics (AREA)
- Civil Engineering (AREA)
- Mathematical Analysis (AREA)
- Mathematical Optimization (AREA)
- Pure & Applied Mathematics (AREA)
- Architecture (AREA)
- Management, Administration, Business Operations System, And Electronic Commerce (AREA)
Abstract
The invention discloses a kind of non-linear course analysis method of architecture ensemble earthquake response and devices, wherein method includes: acquisition building data；According to the corresponding model of building data acquisition building data；According to the corresponding corresponding more particle shearing series models of model foundation building data of building data or more particle parallel connection shear-bow Coordination Models；Series model is sheared by more particles according to the acceleration time history data of the earthquake motion of each building input or more particle parallel connection shear-bow Coordination Models carry out non-linear course calculating, to obtain non-linear course calculated result；And the earthquake state and analysis result of each each floor of building are obtained according to non-linear course calculated result.This method can accurate response different height build earthquake damage characteristics, closer to practical earthquake, computational efficiency height and modeling method is simple can be used for Typical Urban earthquake scene and bring prediction of earthquake calamity and seismic demage analysis accurately and timely.
Description
Technical field
The present invention relates to technical field of civil engineering, in particular to a kind of non-linear course of architecture ensemble earthquake response point
Analyse method and device.
Background technique
China's earthquake takes place frequently, and a large amount of thickly populated cities are in highlight lines area, once earthquake occurs, will cause serious
Casualties and economic loss.In order to reduce the loss of earthquake bring urban economy and casualties, to urban architecture earthquake
The reasonable prediction of group's response is particularly important.
Current architecture ensemble Method of Seismic Disaster Analysisof is main are as follows: Seismic Vulnerability Matrixes method and Capacity spectrum method.Vulnerability square
The tactical deployment of troops is only applicable to Disaster Data area abundant, and is not suitable for promoting；Capacity spectrum method is difficult to consider the time domain specification of earthquake motion
Influence to structure；Therefore, both methods is all difficult to meet the needs of China's architecture ensemble seismic demage analysis
Summary of the invention
The present invention is directed to solve at least some of the technical problems in related technologies.
For this purpose, an object of the present invention is to provide a kind of non-linear course analysis sides of architecture ensemble earthquake response
Method, this method can accurate response different height build earthquake damage characteristics, it is succinct and high-efficient.
It is another object of the present invention to propose a kind of non-linear course analytical equipment of architecture ensemble earthquake response.
In order to achieve the above objectives, one aspect of the present invention embodiment proposes that a kind of architecture ensemble earthquake response is non-linear to be gone through
Journey analysis method, comprising the following steps: acquisition building data；The corresponding mould of building data according to the building data acquisition
Type；The corresponding more particle shearing series models of building data or more particles according to the building data corresponding model foundation
Shear-bow Coordination Model in parallel；Pass through more matter according to the acceleration time history data of the earthquake motion of each building input
Point shearing series model or more particle parallel connection shear-bow Coordination Models carry out non-linear course calculating, non-linear to obtain
Course calculated result；And the earthquake state of each each floor of building is obtained according to the non-linear course calculated result
And analysis result.
The non-linear course analysis method of the architecture ensemble earthquake response of the embodiment of the present invention is established more by building data
Particle shears series model or more particle parallel connection shear-bow Coordination Models, and according to the acceleration time history data of earthquake motion
Non-linear course calculating is carried out, the earthquake state of each each floor of building is analyzed according to calculated result, reaches accurate response not
With rise buildings earthquake damage characteristics, closer to the effect of practical earthquake, and computational efficiency is high and modeling method is simple, can be used for city
City's typical earthquake scene brings prediction of earthquake calamity and seismic demage analysis accurately and timely.
In addition, the non-linear course analysis method of architecture ensemble earthquake response according to the above embodiment of the present invention can be with
With following additional technical characteristic:
Further, in one embodiment of the invention, the building data include structure type, building height, build
It builds the number of plies, build age, floor area and using one or more in function.
Further, in one embodiment of the invention, described according to the corresponding model foundation institute of the building data
The corresponding more particle shearing series models of building data or more particle parallel connection shear-bow Coordination Models are stated, further comprises: root
According to it is described using function, the building height and the structure type to masonry of not setting up defences, masonry structure, frame structure and
Default layer establishes more particle shearing series models with flowering structure, and to shear wall structure, frame-shear-wall structure and presets
More than layer and default layer establish more particle parallel connection shear-bow Coordination Models.
Further, in one embodiment of the invention, in the non-linear course of architecture ensemble earthquake response
In analysis method, according to the structure type, the building height, the building storey, the construction age, the floor face
It is long-pending to determine more particle shearing series models using function with described, wherein the skeleton of more particles shearing series models
Line is three linear backbone lines, and the reciprocal stress relationship of interlayer uses the reciprocal stress model of one-parameter；According to the structure type, described
Building height, the building storey, the construction age, the floor area and the use function determine more particles simultaneously
Join shear-bow Coordination Model, wherein more particle parallel connection shear-bow Coordination Models are by bent beam, shear beam and rigid chain
Bar is constituted, to consider the bending deformation of skyscraper and shear-deformable simultaneously.
Further, in one embodiment of the invention, the acceleration of the earthquake motion according to each building input
Time history data shear series model by more particles or more particle parallel connection shear-bow Coordination Model progress are non-
Linear course calculates, and further comprises: obtaining the Acceleration time course data of each building input；When according to the acceleration
Number of passes is according to the non-linear course analysis for carrying out structure by the equation of motion in Structural Dynamics.
Further, in one embodiment of the invention, the earthquake state and analysis of each each floor of building
As a result displacement course result, each building of earthquake state, each each floor of building including each each floor of building are every
The speed course result of a floor, the acceleration course result of each floor of each building and architecture ensemble earthquake response and broken
The visualization picture and animation of bad state.
In order to achieve the above objectives, it is non-linear to propose a kind of architecture ensemble earthquake response for another aspect of the present invention embodiment
Course analytical equipment, comprising: acquisition module, for acquiring building data；Obtain module, the acquisition module and the acquisition mould
Block is connected, for the corresponding model of building data according to the building data acquisition；Construct module, the building module and
The acquisition module is connected, and cuts for the corresponding more particles of building data according to the building data corresponding model foundation
Cut series model or more particle parallel connection shear-bow Coordination Models；Computing module, the computing module and the building module phase
Even, the acceleration time history data for the earthquake motion according to each building input shear series model by more particles
Or more particle parallel connection shear-bow Coordination Models carry out non-linear course calculating, to obtain non-linear course calculated result；
And analysis module, the analysis module are connected with the computing module, for being obtained according to the non-linear course calculated result
To the earthquake state and analysis result of each each floor of building.
The non-linear course analytical equipment of the architecture ensemble earthquake response of the embodiment of the present invention is established more by building data
Particle shears series model or more particle parallel connection shear-bow Coordination Models, and according to the acceleration time history data of earthquake motion
Non-linear course calculating is carried out, the earthquake state of each each floor of building is analyzed according to calculated result, reaches accurate response not
With rise buildings earthquake damage characteristics, closer to the effect of practical earthquake, and computational efficiency is high and modeling method is simple, can be used for city
City's typical earthquake scene brings prediction of earthquake calamity and seismic demage analysis accurately and timely.
In addition, the non-linear course analytical equipment of architecture ensemble earthquake response according to the above embodiment of the present invention can be with
With following additional technical characteristic:
Further, in one embodiment of the invention, the building module be specifically used for according to use function, building
Height and structure type establish more matter to masonry of not setting up defences, masonry structure, frame structure and default layer with flowering structure
Point shearing series model, and to described in the foundation of more than shear wall structure, frame-shear-wall structure and default layer and default layer building
More particle parallel connection shear-bow Coordination Models.
Further, in one embodiment of the invention, the computing module is specifically used for obtaining each building
The Acceleration time course data of input, and tied according to the Acceleration time course data by the equation of motion in Structural Dynamics
The non-linear course of structure is analyzed.
Further, in one embodiment of the invention, the earthquake state and analysis of each each floor of building
As a result displacement course result, each building of earthquake state, each each floor of building including each each floor of building are every
The speed course result of a floor, the acceleration course result of each floor of each building and architecture ensemble earthquake response and broken
The visualization picture and animation of bad state.
The additional aspect of the present invention and advantage will be set forth in part in the description, and will partially become from the following description
Obviously, or practice through the invention is recognized.
Detailed description of the invention
Above-mentioned and/or additional aspect and advantage of the invention will become from the following description of the accompanying drawings of embodiments
Obviously and it is readily appreciated that, in which:
Fig. 1 is the flow chart according to the non-linear course analysis method of architecture ensemble earthquake response of the embodiment of the present invention；
Fig. 2 is the flow chart according to the non-linear course analysis method of architecture ensemble earthquake response of the embodiment of the present invention；
Fig. 3 is that series model and more particle parallel connection shear-bows coordination are sheared according to more particles of one embodiment of the invention
Model schematic；
Fig. 4 is to be shown according to the three linear backbone line of model of one embodiment of the invention with the reciprocal stress model of interlayer one-parameter
It is intended to；
Fig. 5 is the flow chart according to the frame models parameter calibration of one embodiment of the invention；
Fig. 6 is the frame structure skeleton line bearing capacity parameter calibration flow chart according to one embodiment of the invention；
Fig. 7 is the frame structure skeleton line displacement parameter demarcation flow figure according to one embodiment of the invention；
Fig. 8 is the masonry structure skeleton line bearing capacity parameter calibration flow chart according to one embodiment of the invention；
Fig. 9 is the non-masonry structure skeleton line peak value mechanism probability distribution of setting up defences according to one embodiment of the invention
Figure；
Figure 10 is the masonry structure skeleton line displacement parameter demarcation flow figure according to one embodiment of the invention；
Figure 11 is the flow chart according to the model of high-rise building parameter calibration of one embodiment of the invention；
Figure 12 is the composition figure that age and building type are built according to the Tangshan City, Hebei Province of one embodiment of the invention；
Figure 13 is the time-history curves according to the input seismic wave of one embodiment of the invention；
Figure 14 is the PGA attenuation relation figure according to the input seismic wave of one embodiment of the invention；
Figure 15 is the non-linear course analytical equipment structure of architecture ensemble earthquake response according to one embodiment of the invention
Schematic diagram.
Specific embodiment
The embodiment of the present invention is described below in detail, examples of the embodiments are shown in the accompanying drawings, wherein from beginning to end
Same or similar label indicates same or similar element or element with the same or similar functions.Below with reference to attached
The embodiment of figure description is exemplary, it is intended to is used to explain the present invention, and is not considered as limiting the invention.
The non-linear course of architecture ensemble earthquake response proposed according to embodiments of the present invention point is described with reference to the accompanying drawings
Method and device is analysed, it is non-linear to describe the architecture ensemble earthquake response proposed according to embodiments of the present invention with reference to the accompanying drawings first
Course analysis method.
Fig. 1 is the flow chart according to the non-linear course analysis method of architecture ensemble earthquake response of the embodiment of the present invention,
It is carried out in conjunction with Fig. 1 and Fig. 2 non-linear course analysis method of architecture ensemble earthquake response proposed to the embodiment of the present invention detailed
Explanation.
As shown in Figure 1, the non-linear course analysis method of the architecture ensemble earthquake response the following steps are included:
In step s101, acquisition building data.
In one embodiment of the invention, building data include structure type, building height, building storey, build year
It is one or more in generation, floor area and use function.
It is understood that building data can be by investigating on the spot, consulting GIS (Geographic Information
System GIS-Geographic Information System) relevant channels such as information obtain.Further, every is obtained in considered regional scope to build
Specifying information can collect more detailed information, such as architectural drawing for some Important buildings, carry out refined finite element
Model foundation, and relevant parameter is obtained, so that subsequent parameter determines, so that analog result is more accurate.
S102: according to the corresponding model of building data acquisition building data.
In one embodiment of the invention, according to use function, building height and structure type to masonry of not setting up defences,
Masonry structure, frame structure and default layer establish more particle shearing series models with flowering structure, and to shear wall structure, frame
More than shear wall structure and default layer and default layer establish more particles shear-bow Coordination Model in parallel.
It specifically, can be according to use function, building height and the structure type of building, masonry of not setting up defences, masonry knot
Structure, frame structure and 10 layers should select more particle shearing series models with flowering structure, because the model can accurately be held
Such builds the shear-deformable mode under geological process；Shear wall structure, frame-shear-wall structure and 10 layers and 10 layers or more
More particle parallel connection shear-bow Coordination Models are established, because the model can accurately hold such building in geological process
Lower shearing-bending coupling deformation pattern.
S103: according to the corresponding corresponding more particle shearing series models of model foundation building data of building data or more matter
Point shear-bow Coordination Model in parallel.
In one embodiment of the invention, there are a large amount of median low structures, most of median low structure structures in city
Type is clear, body rule, typically exhibits more apparent shear-deformable mode.Therefore every building can be simplified to figure
More particles shown in 3 (a) shear series model.The quality of each layer of the model hypothesis structure all concentrates on flooring, it is believed that building
Plate is rigidity and the rotation displacement for ignoring floor, therefore each layer can be simplified to a particle.Between different floors
Particle is linked together by shear spring.The force-displacement relationship of shear spring is as shown in Figure 4 between floor.Wherein skeleton line
For three linear backbone lines, as shown in Fig. 4 (a), interlayer hysteretic behavior is using one-parameter hysteretic behavior shown in Fig. 4 (b).
Wherein, the lateral integrally bending deformation of skyscraper be can not ignore, therefore every building can be reduced to Fig. 3
(b) more particle parallel connection shear-bow Coordination Models shown in, the model use three linear backbone lines, can consider that simultaneously high level is built
The bending deformation built and shear-deformable.
Difference is respectively adopted for above two model and the structure of different types of structure, one embodiment of the present of invention
Parameter calibration method, parameter calibration method is built upon seismic design provision in building code, a large amount of test data and numerical analysis
Basis on.Therefore, either which kind of structure type, all it is only necessary to know that the structure type of building, height, the number of plies, building
Make the macroscopic informations such as age, floor area, utility function, so that it may determine each ginseng in Fig. 3 middle skeleton line and hysteretic behavior
Number, it is simple and convenient, to be highly suitable for the modeling of large-scale area groups of building.
The parameter determination method of each class formation to the embodiment of the present invention is described in detail below:
Firstly, the parameter for carrying out frame structure determines that process, the parameter of frame structure determine process as shown in figure 5, specific
Include:
(1) elastic parameter is demarcated.
Wherein, elastic parameter includes the quality and stiffness parameters of each layer.
In one embodiment of the invention, the quality m of each layer can be according to the quality of unit floor area multiplied by floor
Area obtains；The shearing rigidity of interlayer can be obtained according to the quality and single order cycle T 1 of each layer according to formula (1).Obtain m and k0
It can be obtained by the stiffness matrix and mass matrix of structure afterwards.
Wherein, [Φ 1] is the vibration shape vector of one first order mode of structure；[A] and [I] is respectively stiffness matrix [K] and moment of mass
The coefficient matrix of battle array [M]；Single order cycle T 1 can be according to suggestion in Chinese architecture structural load specification (GB 50009-2012)
Formula calculates, and as shown in formula (2), differs biggish structure for structural plan length axis direction size, model is proposed with formula
(3) the single order period is calculated.
T1=(0.05~0.1) n, (2)
Wherein, n is the number of floor levels of structure, and H is house total height, and B is house plane width.
(2) skeleton line parameter calibration.
Skeleton line parameter includes carrying force parameter and displacement parameter, and bearing capacity parameter calibration process is as shown in fig. 6, displacement
Parameter calibration process is as shown in Figure 7.
(a) carrying force parameter includes design bearing capacity, surrender bearing capacity, peak value bearing capacity and ultimate bearing capacity.
Frame structure all passes through stringent Aseismic Design, therefore the design bearing capacity V of each floord,iIt can be according in specification
The calculation method of design bearing capacity obtains, which calculates each layer design bearing capacity of structure using equivalent base shear method.
Carry out surrender bearing capacity Vy,iWith peak value bearing capacity Vp,iIt is calculated respectively with formula (4) and (5).
Vy,i=ΩyVd,i, (4)
Vp,i=ΩpVy,i, (5)
Wherein, y is the surrender over-strength factor of RC frame structure, suggests taking y=1.1 in the model；P is the peak value of structure
Over-strength factor is calculated according to formula (6), (7), (8).
Ωp=K1K2, (6)
K1=0.1519DI2- 2.8238DI+14.9082, (7)
K2=1- (0.0099n-0.0197), (8)
The seismic fortification intensity for the structure that wherein DI is, n are the number of plies of structure.
It is understood that taking ultimate bearing capacity to carry equal to peak value because frame structure has good ductility
Power.
(b) displacement parameter includes yield displacement, peak displacement and extreme displacement.Yield displacement, peak displacement and limit position
It moves and is determined respectively according to formula (9), (10), (11).
Δuy,i=Vy,i/k0, (9)
Δup,i=Vp,i/ksecant, (10)
Δuu,i=δcompleteH, (11)
ksecant=η k0, (12)
Wherein k0For structure interlayer initial stiffness；The secant stiffness ksecant (shown in Fig. 6) of interlayer shear can be according to formula
(12) it is calculated, η is secant stiffness reduction coefficient when structure reaches peak value bearing capacity.δcompleteInterlayer when for structural failure
Angle of displacement, h are that the layer of structure is high.
(3) hysteresis parameter calibration.
Hysteretic energy parameter τ can be calculated according to formula (13):
Wherein, ApTo pinch the area that envelope is surrounded；AbThe area surrounded by ideal elastic-plastic hysteresis loop.
Then, in one embodiment of the invention, masonry structure parameter is determined.
In one embodiment of the invention, masonry structure is divided into not setting up defences and masonry structure and is set up defences masonry structure, two
The elastic parameter and hysteresis determination method for parameter of class masonry structure are similar with frame structure；But skeleton line parameter calibration method
There is larger difference with frame structure, specifically include:
(1) elastic parameter is demarcated
The quality m of each layer can be obtained according to the quality of unit floor area multiplied by floor area；The shearing rigidity of interlayer
It can be obtained according to the quality and single order cycle T 1 of each layer according to formula (1).Obtain the rigidity square that can be obtained by structure after m and k0
Battle array and mass matrix.Do not set up defences masonry and set up defences masonry the single order period can respectively according to formula (14) and formula (15) determination；It is right
Biggish structure is differed in structural plan length axis direction size, model is proposed with formula (16) and (17) calculate the single order period.
T1=0.064+0.053n, masonry structure of not setting up defences, (14)
T1=0.221+0.025n, masonry structure of setting up defences, (15)
(2) skeleton line parameter calibration.
(a) do not set up defences masonry structure and set up defences masonry structure bearing capacity determination methods it is as shown in Figure 8.Masonry structure carrying
Power includes surrender bearing capacity, peak value bearing capacity and ultimate bearing capacity.
For masonry of not setting up defences, the peak value bearing capacity V for each layer of masonry structure of not setting up defences is calculated according to formula (18)p,i。
Vp,i=RAi, (18)
Wherein R is the structure peak bearing capacity of unit construction area, can carry out value according to Fig. 8；AiIt is i-th layer of structure
Area.It is calculated after the peak value bearing capacity of each layer, it can be according to the peak value over-strength factor Ω for masonry structure of not setting up defencespIt presses
Illuminated (19) calculates each layer surrender bearing capacity V for masonry of not setting up defencesy,i.According to statistics, ΩpMedian be 1.40.
Vy,i=Vp,i/Ωy, (19)
For masonry of setting up defences, obtain setting up defences the design bearing capacity V of each layer of masonry structure first, in accordance with equivalent base shear methodd,i
(GB50011-2010).Calculate the surrender bearing capacity V of layers by formula (20) and formula (21) again latery,iIt is carried with peak value
Power Vp,i。
Vy,i=ΩyVd,i, (20)
Vp,i=ΩpVy,i, (21)
Wherein Ωy, ΩpIt respectively sets up defences the surrender over-strength factor and peak value over-strength factor of masonry structure.According to statistics, Ωy
Median be 2.33, ΩpMedian be 1.41.
In this embodiment, for masonry structure, ultimate bearing capacity is taken as the 85% of peak value bearing capacity.
(b) do not set up defences masonry structure and masonry structure of setting up defences displacement parameter include skeleton line upper yield point, it is peak point, soft
The displacement for changing point and limit point, can be determined according to method shown in Fig. 9 respectively.
It is similar with frame structure, it is believed that masonry structure keeps elastic state before yield point.Therefore it does not set
The yield displacement Δ u of anti-masonry structure and masonry structure of setting up defencesy,iIt can be determined according to formula (22).Peak displacement angle according to
Formula (23) value, wherein h is that single layer layer is high.According to statistics, the δ for masonry structure of not setting up defencespMedian be 0.00268, set up defences
Masonry structure is 0.00317.Softening point angle of displacement is according to formula (24) value, and wherein h is that single layer layer is high.
Δuy,i=Vy,i/k0, (22)
Δup,i=δpH, (23)
Δusoft,i=δsofth。 (24)
(3) hysteresis parameter calibration.
In one embodiment of the invention, hysteretic energy parameter τ determines that method is identical with frame structure, can be according to formula
(13) it calculates.Determine the parameter process of skyscraper are as follows:
Skyscraper skeleton line uses skeleton line form identical with frame structure, and parameter determines that process is as shown in figure 11,
It specifically includes:
Elastic parameter includes bending stiffness EI and shearing rigidity GA.The two parameters can according to single order period of structure and
Second Order Periodic determines.The preceding two ranks period of structure can determine according to model analysis, actually detected or empirical equation.Further according to
Formula (25) to (28) can determine bending stiffness EI and shearing rigidity GA.
Wherein, α0For structure curved scissors rigidity ratio, ω1For single order circular frequency, γjIndicate spy relevant to the vibration of jth stage structure
Value indicative parameter.
(2) parameter calibration is surrendered
In view of the contribution that high order mode responds high-level structure, which calculates ground using mode-shape decomposition response spectrum
Shake the corresponding spectral displacement D of each first order mode of interactive constructionj.It can be in the hope of the interlayer of structure by formula (29), (30), (31) and (32)
Displacement ui,jWith corner Δ θi,j。
ui,j=Γjφi,jDj, (29)
Δui,j=ui,j/ui 1,j, (30)
Δθi,j=θi,j/θi 1,j。 (32)
Wherein: φi,jFor the vibration shape vector of i-th layer of jth first order mode, Γ is mode participation coefficient.According to formula (33), (34)
It can be obtained by the corresponding each layer design shear V of each first order modei,jWith design moment Mi,j。
Vi,j=Δ ui,jGA/hi, (33)
Mi,j=Δ θi,jEI/hi。 (34)
Further according to SRSS (Square Root of the Sum of the Squares modal combination rule) to each terrace
Shake effect is combined (formula (35), (36)), can obtain the design shear of each layer shear spring and the design of flexural spring
Moment of flexure, formula are as follows:
Finally, the coupling model is right according to " seismic design provision in building code " and " technical specification for concrete structures of high-rise building "
Design shear and moment of flexure are adjusted, to meet the requirement of minimum shearing and bottom reinforced region moment of flexure.Yield shear force and surrender
Moment of flexure can be obtained by formula (37), (38).
Vy,i=Vd,iΩy, (37)
My,i=Md,iΩy。 (38)
According to statistical regression, over-strength factor Ω is surrenderedyWith peak value over-strength factor ΩpWith the seismic fortification intensity DI's of structure
Relationship, as shown in formula (39), (40).
Ωy=-0.1565DI+2.7499, (39)
Ωp=(- 0.5589DI+7.6346)/(- 0.1565DI+2.7499). (40)
According to formula (41), (42) available surrender relative storey displacement and surrender story drift.
(3) peak parameters are demarcated.
In one embodiment of the invention, the peak value shear V of flexural spring and each layer of shear springp,iWith peak value moment of flexure
Mp,iIt can be determined according to formula (43) and formula (44).
Vp,i=ΩpVy,i, (43
Mp,i=ΩpMy,i。 (44)
WhereinpFor peak value over-strength factor, can be determined according to formula (40).
Since rigidity can decline after concrete structure cracking, the peak displacement of structure can be according to equivalent after reduction
Bending stiffness ErI and Effective Shear Stiffness GrA is calculated.
ErI=η EI, (45)
GrA=η GA. (46)
The 10.10.4.1 articles of U.S. ACI 315-08 suggested corresponding Stiffness degradation coefficient η.Therefore, the peak value of structure
Relative storey displacement Δ up,iWith peak value interlayer corner Δ θp,iIt can be determined according to formula (47) and formula (48).
S104: pass through more particles shearing series connection mould according to the acceleration time history data of the earthquake motion of each building input
Type or more particle parallel connection shear-bow Coordination Models carry out non-linear course calculating, to obtain non-linear course calculated result
Specifically, every building inputs an Acceleration time course data；Using the equation of motion (formula in Structural Dynamics
(49)) the non-linear course analysis of structure, is carried out.M is model quality battle array in formula, and C is damping matrix, is used in the present invention
Rayleigh damping, F are structural internal force, and u, u and u are the corresponding acceleration of each freedom degree of structure, speed and motion vector, ugFor
Earthquake ground motion acceleration time-histories.
Mu+Cu+F=-Mug。 (49)
S105: the earthquake state and analysis result of each each floor of building are obtained according to non-linear course calculated result.
Wherein, the earthquake state for judging each each floor of building, obtains the significant datas such as corresponding displacement, acceleration.
Based on above step, one embodiment of the present of invention develops corresponding program, so as to execution correlometer more quickly, smooth
It calculates.
By taking Tangshan City, Hebei Province is built as an example, the embodiment of the present invention obtains this area 230,683 by regional planning agency, Tangshan City
Building attribute information of building, including structure type, height, the number of plies, construction age, floor area etc., data are full and accurate.Utilize this
A little data can be used analysis model used in the present invention and simulate to each building.Build the group in age and building type
It is as shown in figure 12 at situation.
When occurring due to Tangshan Earthquake, China strong-motion earthquake observation station is seldom, lacks the preferable relative earthquake record of quality, therefore
Present case picks 4 representative Near-source earthquake (focal length is less than 10km) notes from the P695 report of the United States Federal's contingency management administration
Record, earthquake magnitude is close with Tangshan Earthquake, and each earthquake motion time-history curves are as shown in figure 13.Wherein, TaiWan, China Chichi is recorded
Earthquake magnitude is 7.6 grades, and it is 7.5 grades that Turkey Kacaeli, which records earthquake magnitude, and U.S.'s Denali magnitude is 7.9 grades.
Since target area range is wider, single input earthquake and actual conditions difference are larger, it is therefore desirable to consider
The decaying of earthquake motion.This time simulation decays according to elliptical length axis direction, earthquake centre PGA=1160cm/s2, such as Figure 14 institute
Show.According to the PGA size of the available each position building of the attenuation relation of above-mentioned PGA, amplitude modulation is carried out to earthquake motion, is made with this
For the input of earthquake motion.
Table 1 is by the ration statistics table for the different extent of the destruction for building classification of setting up defences, based on the basic letter of area above building
Breath and earthquake motion information, using more particle shearing series models proposed by the present invention and more particle parallel connection shear-bow Coordination Models
Earthquake disaster simulation has been carried out to Tangshan City, it is often (intact and slight broken as shown in table 1 according to the earthquake Comparative result for building classification of setting up defences
Bad ratio is 0, so omitting).It is worth noting that, 230,683 buildings in above-mentioned case, carry out four earthquake motions
The overall operational time only needs about 5 hours, if introducing concurrent technique, this time will further shorten.
Table 1
To sum up, by the above case, the architecture ensemble earthquake response that can sum up proposition of the embodiment of the present invention is non-thread
Property course analysis method can get the significant datas such as earthquake state and displacement, the acceleration of each floor of each building.And this
More particles shearing series model of inventive embodiments and shear-bow Coordination Model in parallel can accurately respond different height building
Earthquake damage characteristics, and there is high computational efficiency and simple modeling method, it can be used for the shake of Typical Urban earthquake scene
Evil prediction and the near real-time seismic demage analysis after earthquake provide support for rescue work after shake and relevant Decision.
The non-linear course analysis method of the architecture ensemble earthquake response of the embodiment of the present invention is established more by building data
Particle shears series model or more particle parallel connection shear-bow Coordination Models, and according to the acceleration time history data of earthquake motion
Non-linear course calculating is carried out, the earthquake state of each each floor of building is analyzed according to calculated result, reaches accurate response not
With rise buildings earthquake damage characteristics, closer to the effect of practical earthquake, and computational efficiency is high and modeling method is simple, can be used for city
City's typical earthquake scene brings prediction of earthquake calamity and seismic demage analysis accurately and timely.
The non-linear course of architecture ensemble earthquake response point proposed according to embodiments of the present invention referring next to attached drawing description
Analysis apparatus.
Figure 15 is the non-linear course analytical equipment of architecture ensemble earthquake response of one embodiment of the invention.
As shown in figure 15, the non-linear course analytical equipment 10 of the architecture ensemble earthquake response includes: acquisition module 100,
Data are built for acquiring；Module 200 is obtained, module is obtained and is connected with acquisition module, for according to building data acquisition building
The corresponding model of data；Module 300 is constructed, building module is connected with module is obtained, for according to the corresponding model of building data
Establish the corresponding more particle shearing series models of building data or more particle parallel connection shear-bow Coordination Models；Computing module 400,
Computing module is connected with building module, and the acceleration time history data of the earthquake motion for being inputted according to each building pass through more
Particle shears series model or more particle parallel connection shear-bow Coordination Models carry out non-linear course calculating, to obtain non-linear go through
Journey calculated result；And analysis module 500, analysis module is connected with computing module, for according to non-linear course calculated result
Obtain the earthquake state and analysis result of each each floor of building.
It should be noted that aforementioned explain the non-linear course analysis method embodiment of architecture ensemble earthquake response
The bright device for being also applied for the embodiment, details are not described herein again.
Further, in one embodiment of the invention, building module 300 be specifically used for according to use function, building
Height and structure type are established more particles to masonry of not setting up defences, masonry structure, frame structure and default layer with flowering structure and are cut
Cut series model, and to more than shear wall structure, frame-shear-wall structure and default layer and default layer establishing more particles simultaneously
Join shear-bow Coordination Model
Further, in one embodiment of the invention, computing module 400 is specifically used for obtaining each building input
Acceleration time course data, and the non-linear of structure is carried out by the equation of motion in Structural Dynamics according to Acceleration time course data
Course analysis.
Further, in one embodiment of the invention, the earthquake state and analysis result of each each floor of building
The displacement course result of earthquake state, each each floor of building including each each floor of building, each each building of building
The speed course result of layer, the acceleration course result of each each floor of building and architecture ensemble earthquake response and destruction shape
The visualization picture and animation of state.
The non-linear course analytical equipment of the architecture ensemble earthquake response of the embodiment of the present invention is established more by building data
Particle shears series model or more particle parallel connection shear-bow Coordination Models, and according to the acceleration time history data of earthquake motion
Non-linear course calculating is carried out, the earthquake state of each each floor of building is analyzed according to calculated result, reaches accurate response not
With rise buildings earthquake damage characteristics, closer to the effect of practical earthquake, and computational efficiency is high and modeling method is simple, can be used for city
City's typical earthquake scene brings prediction of earthquake calamity and seismic demage analysis accurately and timely.
In the description of the present invention, it is to be understood that, term " center ", " longitudinal direction ", " transverse direction ", " length ", " width ",
" thickness ", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom" "inner", "outside", " up time
The orientation or positional relationship of the instructions such as needle ", " counterclockwise ", " axial direction ", " radial direction ", " circumferential direction " be orientation based on the figure or
Positional relationship is merely for convenience of description of the present invention and simplification of the description, rather than the device or element of indication or suggestion meaning must
There must be specific orientation, be constructed and operated in a specific orientation, therefore be not considered as limiting the invention.
In addition, term " first ", " second " are used for descriptive purposes only and cannot be understood as indicating or suggesting relative importance
Or implicitly indicate the quantity of indicated technical characteristic.Define " first " as a result, the feature of " second " can be expressed or
Implicitly include at least one this feature.In the description of the present invention, the meaning of " plurality " is at least two, such as two, three
It is a etc., unless otherwise specifically defined.
In the present invention unless specifically defined or limited otherwise, term " installation ", " connected ", " connection ", " fixation " etc.
Term shall be understood in a broad sense, for example, it may be being fixedly connected, may be a detachable connection, or integral；It can be mechanical connect
It connects, is also possible to be electrically connected；It can be directly connected, can also can be in two elements indirectly connected through an intermediary
The interaction relationship of the connection in portion or two elements, unless otherwise restricted clearly.For those of ordinary skill in the art
For, the specific meanings of the above terms in the present invention can be understood according to specific conditions.
In the present invention unless specifically defined or limited otherwise, fisrt feature in the second feature " on " or " down " can be with
It is that the first and second features directly contact or the first and second features pass through intermediary mediate contact.Moreover, fisrt feature exists
Second feature " on ", " top " and " above " but fisrt feature be directly above or diagonally above the second feature, or be merely representative of
First feature horizontal height is higher than second feature.Fisrt feature can be under the second feature " below ", " below " and " below "
One feature is directly under or diagonally below the second feature, or is merely representative of first feature horizontal height less than second feature.
In the description of this specification, reference term " one embodiment ", " some embodiments ", " example ", " specifically show
The description of example " or " some examples " etc. means specific features, structure, material or spy described in conjunction with this embodiment or example
Point is included at least one embodiment or example of the invention.In the present specification, schematic expression of the above terms are not
It must be directed to identical embodiment or example.Moreover, particular features, structures, materials, or characteristics described can be in office
It can be combined in any suitable manner in one or more embodiment or examples.In addition, without conflicting with each other, the skill of this field
Art personnel can tie the feature of different embodiments or examples described in this specification and different embodiments or examples
It closes and combines.
Although the embodiments of the present invention has been shown and described above, it is to be understood that above-described embodiment is example
Property, it is not considered as limiting the invention, those skilled in the art within the scope of the invention can be to above-mentioned
Embodiment is changed, modifies, replacement and variant.
Claims (4)
1. a kind of non-linear course analysis method of architecture ensemble earthquake response, which comprises the following steps:
Acquisition building data, wherein the building data include structure type, building height, building storey, build age, building
Level is long-pending and using one or more in function；
The corresponding model of building data according to the building data acquisition；
The corresponding more particle shearing series models of building data or more matter according to the building data corresponding model foundation
Point shear-bow Coordination Model in parallel, wherein described that data pair are built according to the corresponding model foundation of the building data
The more particles shearing series model answered or more particle parallel connection shear-bow Coordination Models further comprise: using function according to described
Can, the building height and the structure type be below masonry of not setting up defences, masonry structure, frame structure and default layer to tying
The more particles shearing series model is found in building, and to shear wall structure, frame-shear-wall structure and default layer and default layer with
It is upper to establish more particle parallel connection shear-bow Coordination Models；Wherein, according to the structure type, the building height,
The building storey, the construction age, the floor area and the use function determine more particle shearing series connection moulds
Type, wherein the skeleton line of more particle shearing series models is three linear backbone lines, and the reciprocal stress relationship of interlayer is using single ginseng
The reciprocal stress model of number；According to the structure type, the building height, the building storey, the construction age, the building
Level is long-pending to determine more particle parallel connection shear-bow Coordination Models using function with described, wherein more particle parallel connections are cut
It cuts bending Coordination Model to be made of bent beam, shear beam and rigid chain bar, to consider the bending deformation of skyscraper simultaneously and cut
Shear deformation；
According to the acceleration time history data of the earthquake motion of each building input by the more particles shear series models or
More particle parallel connection shear-bow Coordination Models carry out non-linear course calculating, to obtain non-linear course calculated result；With
And
According to the non-linear course calculated result obtain each floor of each building earthquake state and analysis as a result, its
In, the earthquake state and analysis result of each floor of each building include the earthquake state of each each floor of building, every
The displacement course result of a each floor of building, the speed course result of each each floor of building, each each floor of building
Acceleration course result and architecture ensemble earthquake response and collapse state visualization picture and animation.
2. the non-linear course analysis method of architecture ensemble earthquake response according to claim 1, which is characterized in that described
The acceleration time history data of the earthquake motion inputted according to each building pass through more particles and shear series models or described
More particle parallel connection shear-bow Coordination Models carry out non-linear course calculating, further comprise:
Obtain the Acceleration time course data of each building input；
The non-linear course analysis of structure is carried out by the equation of motion in Structural Dynamics according to the Acceleration time course data.
3. a kind of non-linear course analytical equipment of architecture ensemble earthquake response characterized by comprising
Acquisition module, for acquiring building data, wherein the building data include structure type, building height, building storey
Number builds age, floor area and using one or more in function；
Module is obtained, the acquisition module is connected with the acquisition module, for building according to the building data acquisition
The corresponding model of data；
Module is constructed, the building module is connected with the acquisition module, for building according to the corresponding model of the building data
Found the corresponding more particle shearing series models of the building data or more particle parallel connection shear-bow Coordination Models, wherein described
Building module be specifically used for according to use function, building height and structure type to masonry of not setting up defences, masonry structure, frame knot
Structure and default layer establish more particles with flowering structure and shear series model, and to shear wall structure, frame-shear-wall structure
Shear-bow Coordination Model in parallel with more particles more than default layer and default layer are established；Wherein, according to the structure
Type, the building height, the building storey, the construction age, the floor area and the use function determine institute
State more particle shearing series models, wherein the skeleton line of more particle shearing series models is three linear backbone lines, and interlayer is past
Multiple stress relationship uses the reciprocal stress model of one-parameter；According to the structure type, the building height, the building storey,
The construction age, the floor area and the use function determine more particle parallel connection shear-bow Coordination Models,
In, more particle parallel connection shear-bow Coordination Models are made of bent beam, shear beam and rigid chain bar, to consider high level simultaneously
The bending deformation of building and shear-deformable；
Computing module, the computing module are connected with the building module, and the earthquake motion for being inputted according to each building adds
Velocity Time course data by the more particles shear series models or more particle parallel connection shear-bow Coordination Models into
The non-linear course of row calculates, to obtain non-linear course calculated result；And
Analysis module, the analysis module are connected with the computing module, for being obtained according to the non-linear course calculated result
To the earthquake state and analysis result of each each floor of building, wherein the earthquake shape of each each floor of building
State and analysis result include the earthquake state of each floor of each building, the displacement course result of each each floor of building, every
The acceleration course result and architecture ensemble earthquake of the speed course result of a each floor of building, each each floor of building
The visualization picture and animation of reaction and collapse state.
4. the non-linear course analytical equipment of architecture ensemble earthquake response according to claim 3, which is characterized in that described
Computing module is specifically used for obtaining the Acceleration time course data of each building input, and according to the Acceleration time course data
The non-linear course analysis of structure is carried out by the equation of motion in Structural Dynamics.
Priority Applications (3)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810112837.3A CN108647366B (en) | 2018-02-05 | 2018-02-05 | The non-linear course analysis method of architecture ensemble earthquake response and device |
| PCT/CN2018/117680 WO2019148950A1 (en) | 2018-02-05 | 2018-11-27 | Method and device for analyzing nonlinear seismic response history of urban building group |
| US16/940,141 US11371907B2 (en) | 2018-02-05 | 2020-07-27 | Method and device for city-scale nonlinear time-history analysis |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810112837.3A CN108647366B (en) | 2018-02-05 | 2018-02-05 | The non-linear course analysis method of architecture ensemble earthquake response and device |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN108647366A CN108647366A (en) | 2018-10-12 |
| CN108647366B true CN108647366B (en) | 2019-10-29 |
Family
ID=63744123
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201810112837.3A Active CN108647366B (en) | 2018-02-05 | 2018-02-05 | The non-linear course analysis method of architecture ensemble earthquake response and device |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN108647366B (en) |
Families Citing this family (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2019148950A1 (en) * | 2018-02-05 | 2019-08-08 | 清华大学 | Method and device for analyzing nonlinear seismic response history of urban building group |
| CN109544683B (en) * | 2018-11-07 | 2023-01-10 | 北京科技大学 | Urban building group seismic response dynamic visualization method based on oblique photography data |
| CN110674595B (en) * | 2019-10-17 | 2023-04-07 | 上海市建筑科学研究院 | Displacement-based masonry structure anti-seismic performance evaluation method |
| CN111177819B (en) * | 2019-11-28 | 2022-04-01 | 北京大学 | Rapid simulation method for multi-point damage of complex building structure |
| CN110990935B (en) * | 2019-12-24 | 2023-02-28 | 上海市建筑科学研究院有限公司 | Masonry structure anti-seismic performance evaluation method based on ductility |
| CN111695268B (en) * | 2020-06-17 | 2022-05-31 | 青岛理工大学 | Quick dynamic time course analysis method for earthquake prediction of smart city |
| CN112634727A (en) * | 2020-12-07 | 2021-04-09 | 广东省建筑设计研究院有限公司 | Constitutive model for simulating coupled vibration of arbor and structure |
| CN114859752A (en) * | 2021-02-05 | 2022-08-05 | 中国地震局工程力学研究所 | Regional earthquake damage real-time online simulation system based on structural health monitoring data |
| CN113064381A (en) * | 2021-03-29 | 2021-07-02 | 中信国安建工集团有限公司 | Multilayer formwork stress model construction method, monitoring system and method |
| CN113484911B (en) * | 2021-04-30 | 2022-11-15 | 石家庄学院 | Earthquake motion evolution power spectrum-based earthquake displacement response calculation method |
| CN113435091B (en) * | 2021-06-29 | 2022-11-11 | 哈尔滨工业大学 | Method for rapidly evaluating earthquake damage of urban building group bridge group |
| CN113268807B (en) * | 2021-07-19 | 2022-02-18 | 汕头大学 | Finite particle method-based disaster simulation distributed computing method for building group |
Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2014164323A (en) * | 2013-02-21 | 2014-09-08 | Mitsubishi Heavy Ind Ltd | Earthquake resistance evaluation method of steam generator |
Family Cites Families (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN204010481U (en) * | 2014-08-22 | 2014-12-10 | 金陵科技学院 | Soil-underground structure Interaction System earthquake response simplified model |
| CN106570580A (en) * | 2016-10-31 | 2017-04-19 | 暨南大学 | Group building earthquake damage prediction method based on age through weighted average vulnerability matrix |
| CN106651039A (en) * | 2016-12-27 | 2017-05-10 | 中国地震局工程力学研究所 | City building group seismic hazard matrix dynamic prediction method |
| CN107590853A (en) * | 2017-08-25 | 2018-01-16 | 北京科技大学 | A kind of high validity methods of exhibiting of architecture ensemble earthquake |
-
2018
- 2018-02-05 CN CN201810112837.3A patent/CN108647366B/en active Active
Patent Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2014164323A (en) * | 2013-02-21 | 2014-09-08 | Mitsubishi Heavy Ind Ltd | Earthquake resistance evaluation method of steam generator |
Also Published As
| Publication number | Publication date |
|---|---|
| CN108647366A (en) | 2018-10-12 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN108647366B (en) | The non-linear course analysis method of architecture ensemble earthquake response and device | |
| WO2019148950A1 (en) | Method and device for analyzing nonlinear seismic response history of urban building group | |
| Colombi et al. | Deriving vulnerability curves using Italian earthquake damage data | |
| Ortega et al. | A vulnerability index formulation for the seismic vulnerability assessment of vernacular architecture | |
| Shakeel et al. | Behaviour factor evaluation of CFS shear walls with gypsum board sheathing according to FEMA P695 for Eurocodes | |
| Mahmoud | Horizontally connected high-rise buildings under earthquake loadings | |
| Fanaie et al. | Response modification factor of mixed structures | |
| CN103678937A (en) | Method for evaluating overall earthquake damage level of reinforced concrete frame structure based on equivalent single-degree-of-freedom system | |
| Tondini et al. | Seismic performance and fragility functions of a 3D steel-concrete composite structure made of high-strength steel | |
| CN110472350A (en) | A kind of earthquake disaster appraisal procedure based on virtual emulation | |
| Sun et al. | Practical displacement-based seismic design approach for PWF structures with supplemental yielding dissipators | |
| Lacey et al. | Structural response of modular building subjected to earthquake loading | |
| Seyedkazemi et al. | Comparison of static pushover analysis and IDA-based probabilistic methods for assessing the seismic performance factors of diagrid structures | |
| Chácara et al. | Parametric numerical studies on the dynamic response of unreinforced masonry structures | |
| CN102930086B (en) | Fractured steel frame progressive collapse analysis method based on column removing method | |
| CN110188024A (en) | The system and method for data managing capacity assessment are realized under big data environment | |
| Han et al. | Component deformation-based seismic design method for RC structure and engineering application | |
| Desai | A study of the behavior of veneer wall systems in medium rise buildings under seismic loads | |
| Hosahalli et al. | Seismic vulnerability of flat slab-core buildings | |
| Lai et al. | Experimental and analytical performance of concentrically braced steel frames | |
| Al Samouly | High-performance steel-timber composite rocking shear-wall system for the next generation of tall mass timber buildings: seismic design for system acceptability | |
| Londono Lopez | Dynamic Identification of confined masonry for existing buildings via AI techniques | |
| Shakeel et al. | Numerical evaluation of the behaviour factor of lightweight steel lateral force resisting systems according to FEMA P695 | |
| Parammal Vatteri | Performance Assessment of Masonry School Buildings to Seismic and Flood Hazards Using Bayesian Networks | |
| Rajeev et al. | Displacement profile for displacement based seismic design of concentric braced frames |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |