CN116720352A - Artificial simulation method for translation-rotation six-component multi-dimensional multipoint earthquake dynamic field of long and large structure - Google Patents
Artificial simulation method for translation-rotation six-component multi-dimensional multipoint earthquake dynamic field of long and large structure Download PDFInfo
- Publication number
- CN116720352A CN116720352A CN202310674574.6A CN202310674574A CN116720352A CN 116720352 A CN116720352 A CN 116720352A CN 202310674574 A CN202310674574 A CN 202310674574A CN 116720352 A CN116720352 A CN 116720352A
- Authority
- CN
- China
- Prior art keywords
- field
- displacement
- seismic
- earthquake
- translational
- 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.)
- Granted
Links
- 238000004088 simulation Methods 0.000 title claims abstract description 30
- 238000000034 method Methods 0.000 title claims abstract description 25
- 238000006073 displacement reaction Methods 0.000 claims abstract description 104
- 230000001133 acceleration Effects 0.000 claims abstract description 73
- 239000013598 vector Substances 0.000 claims abstract description 15
- 238000012546 transfer Methods 0.000 claims abstract description 6
- 238000001228 spectrum Methods 0.000 claims description 29
- 239000011159 matrix material Substances 0.000 claims description 17
- 238000004458 analytical method Methods 0.000 claims description 12
- 230000003595 spectral effect Effects 0.000 claims description 10
- 238000013016 damping Methods 0.000 claims description 7
- 239000011435 rock Substances 0.000 claims description 6
- 230000009471 action Effects 0.000 claims description 4
- 238000013519 translation Methods 0.000 claims description 4
- 230000010354 integration Effects 0.000 claims description 3
- 238000012512 characterization method Methods 0.000 claims description 2
- 238000012417 linear regression Methods 0.000 claims description 2
- 230000001131 transforming effect Effects 0.000 claims description 2
- 230000008859 change Effects 0.000 abstract description 4
- 239000002689 soil Substances 0.000 description 12
- 238000013461 design Methods 0.000 description 5
- 239000013535 sea water Substances 0.000 description 5
- 230000000694 effects Effects 0.000 description 4
- 230000005284 excitation Effects 0.000 description 4
- 230000004044 response Effects 0.000 description 4
- 239000004927 clay Substances 0.000 description 3
- 238000011160 research Methods 0.000 description 3
- 238000004364 calculation method Methods 0.000 description 2
- 238000010276 construction Methods 0.000 description 2
- 238000011161 development Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000000354 decomposition reaction Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 230000002950 deficient Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000005669 field effect Effects 0.000 description 1
- 239000012530 fluid Substances 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 238000005070 sampling Methods 0.000 description 1
- 230000009466 transformation Effects 0.000 description 1
Classifications
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01V—GEOPHYSICS; GRAVITATIONAL MEASUREMENTS; DETECTING MASSES OR OBJECTS; TAGS
- G01V1/00—Seismology; Seismic or acoustic prospecting or detecting
- G01V1/28—Processing seismic data, e.g. for interpretation or for event detection
- G01V1/282—Application of seismic models, synthetic seismograms
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01V—GEOPHYSICS; GRAVITATIONAL MEASUREMENTS; DETECTING MASSES OR OBJECTS; TAGS
- G01V1/00—Seismology; Seismic or acoustic prospecting or detecting
- G01V1/28—Processing seismic data, e.g. for interpretation or for event detection
- G01V1/30—Analysis
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F17/00—Digital computing or data processing equipment or methods, specially adapted for specific functions
- G06F17/10—Complex mathematical operations
- G06F17/11—Complex mathematical operations for solving equations, e.g. nonlinear equations, general mathematical optimization problems
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F17/00—Digital computing or data processing equipment or methods, specially adapted for specific functions
- G06F17/10—Complex mathematical operations
- G06F17/14—Fourier, Walsh or analogous domain transformations, e.g. Laplace, Hilbert, Karhunen-Loeve, transforms
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F17/00—Digital computing or data processing equipment or methods, specially adapted for specific functions
- G06F17/10—Complex mathematical operations
- G06F17/16—Matrix or vector computation, e.g. matrix-matrix or matrix-vector multiplication, matrix factorization
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F17/00—Digital computing or data processing equipment or methods, specially adapted for specific functions
- G06F17/10—Complex mathematical operations
- G06F17/18—Complex mathematical operations for evaluating statistical data, e.g. average values, frequency distributions, probability functions, regression analysis
-
- 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
- G06F30/00—Computer-aided design [CAD]
- G06F30/10—Geometric CAD
- G06F30/18—Network design, e.g. design based on topological or interconnect aspects of utility systems, piping, heating ventilation air conditioning [HVAC] or cabling
-
- 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
-
- 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
- G06F30/28—Design optimisation, verification or simulation using fluid dynamics, e.g. using Navier-Stokes equations or computational fluid dynamics [CFD]
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F2113/00—Details relating to the application field
- G06F2113/08—Fluids
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F2113/00—Details relating to the application field
- G06F2113/14—Pipes
-
- 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
-
- 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
- G06F2119/14—Force analysis or force optimisation, e.g. static or dynamic forces
Landscapes
- Engineering & Computer Science (AREA)
- Physics & Mathematics (AREA)
- General Physics & Mathematics (AREA)
- Theoretical Computer Science (AREA)
- Mathematical Physics (AREA)
- Mathematical Optimization (AREA)
- Mathematical Analysis (AREA)
- Pure & Applied Mathematics (AREA)
- Computational Mathematics (AREA)
- Data Mining & Analysis (AREA)
- General Engineering & Computer Science (AREA)
- Geometry (AREA)
- Computer Hardware Design (AREA)
- Algebra (AREA)
- Life Sciences & Earth Sciences (AREA)
- Evolutionary Computation (AREA)
- Databases & Information Systems (AREA)
- Software Systems (AREA)
- Remote Sensing (AREA)
- Geophysics (AREA)
- Operations Research (AREA)
- Computing Systems (AREA)
- Acoustics & Sound (AREA)
- Environmental & Geological Engineering (AREA)
- Geology (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Structural Engineering (AREA)
- Computer Networks & Wireless Communication (AREA)
- Fluid Mechanics (AREA)
- Civil Engineering (AREA)
- Architecture (AREA)
- Bioinformatics & Cheminformatics (AREA)
- Bioinformatics & Computational Biology (AREA)
- Evolutionary Biology (AREA)
- Probability & Statistics with Applications (AREA)
- Geophysics And Detection Of Objects (AREA)
Abstract
The invention belongs to the field of seismic engineering and engineering vibration, and provides a manual simulation method for a six-component multi-dimensional multi-point seismic dynamic field for translation-rotation of a long and large structure. Establishing stratum models of different medium fields and determining coordinates of different bearing points; calculating a ground vibration transfer function of a structure in the frequency domain on or in the ground surface; simulating translational component acceleration, speed and displacement time course on the surface and the inside of the supporting position of the long and large structure; establishing a field displacement field at each moment in the earthquake time course, determining a displacement field curved surface deformation form equation, and obtaining normal vectors corresponding to tangential planes of the displacement field at adjacent moments when the position of a supporting point is in earthquake, wherein the normal vectors obtained at the two moments are respectively projected into a plane to obtain an included angle; the ratio of the included angle to the time interval between the two moments is the change rate of the rotation component, and the differential method and the integral method are adopted to obtain the acceleration and displacement time of the earthquake motion component at all supporting points of the field, so as to obtain the six-component multidimensional multipoint earthquake motion field on the surface and inside of the field where the long and large structure is located.
Description
Technical Field
The invention relates to the field of seismic engineering and engineering vibration, in particular to a manual simulation method for a six-component multi-dimensional multi-point seismic dynamic field oriented to translation-rotation of a long and large structure.
Background
In recent years, in order to meet the development demands of society and economy, many long and large-span space structures, bridges, tunnels and other long and large-sized structural projects are built in inland and coastal areas in China. However, due to the influence of two large earthquake zones (the Pacific earthquake zone and the European and Asia earthquake zone) in the world, a considerable part of areas in China belong to high-risk areas of earthquakes, frequent earthquake disasters seriously threaten the safety of long structures and circulating staff, and the development of scientific and reasonable long structure earthquake resistance analysis and safety design research is urgent.
At present, china has rapidly developed in the engineering construction field of various long and large structures such as large-span stadiums, terminal buildings, large-span bridges, submarine tunnels, oil and gas pipelines and the like, but the research on the analysis of the fine earthquake resistance of the long and large structures has a plurality of defects. The traditional earthquake-proof analysis of the long and large structure generally takes three translational components of earthquake motion into consideration, and analyzes the dynamic response condition of the structure under earthquake excitation, wherein the influence of the earthquake motion component on the long and large structure is generally ignored. In the early stage, due to the low observation technology of the earthquake motion rotation component, the rotation component data of a sufficient quantity is difficult to acquire; meanwhile, due to the limitation of an observation field, extremely limited earthquake motion rotation component observation data cannot be directly applied to earthquake resistant analysis of a long and large structure. Most of the earthquake-resistant analysis of the long and large structure at present ignores the contribution of the rotation component of the earthquake motion in the earthquake excitation, however, a large number of actual earthquake motion shows that the rotation component can seriously influence the earthquake response of the long and large earthquake. In addition, the translational earthquake motion of the long and large structure at different supporting points is obviously different under the influence of earthquake motion space effects such as earthquake motion traveling wave effect, coherence effect, local field effect and the like, and the earthquake resistance analysis of the long and large structure is carried out by adopting multipoint earthquake motion; and for long and large structures buried in the site or supported by large pile foundations, it is obviously unreasonable to analyze the structural performance by simply inputting the ground vibration of the surface of the site.
The construction cost is high and the service life is long under the general condition of the long structure, the earthquake-resistant analysis method in the prior art ignores the earthquake-resistant rotation component or only adopts the uniform earthquake-resistant excitation of the surface of the field, the response of the long structure under the earthquake action can be calculated by mistake, and finally, an unreasonable structural design scheme is caused. At present, actual measurement records of multi-dimensional multi-point six-component earthquake motion are very deficient, and the existing manual simulation method cannot consider the earthquake motion characteristics simulation of a long and large structure, such as earthquake motion space difference, a field internal earthquake motion propagation effect, six-component multi-dimensional multi-point earthquake motion (three translational directions and three rotational directions (comprising two swinging directions and one torsion direction), and the like. Therefore, the research of an artificial simulation method for the translation-rotation six-component multi-dimensional multipoint earthquake dynamic field of the long structure is developed, the method is important for accurately calculating the structural response of the long structure under earthquake excitation, and an important premise can be provided for earthquake-resistant safety design of the long structure.
Disclosure of Invention
The invention aims to provide a manual simulation method of a six-component multi-dimensional multi-point earthquake dynamic field oriented to translation-rotation of a long structure, and provides a scientific and reasonable earthquake input foundation for earthquake resistance analysis and design of the long structure.
The technical scheme of the invention is as follows: firstly, establishing layered stratum models of different medium fields according to geological survey data of a field where a long and large structure is located, establishing a rectangular coordinate system and determining position coordinates of different supporting points of the structure in the field; secondly, calculating the earthquake motion transfer functions of different structures supported on the ground surface or inside the ground based on the one-dimensional wave propagation theory; then, defining a power spectrum and a coherence function of a three-way earthquake motion translational component at the free surface of the bedrock, generating a power spectrum density function matrix between different supporting points of the field, and simulating translational component acceleration, speed and displacement time courses on the surface and inside a supporting position of a long and large structure caused by earthquake by adopting a spectrum representation method; then, establishing displacement fields of fields at all moments in earthquake time history by combining earthquake motion translation component displacement data and supporting point position coordinates, analyzing and determining deformation form equations of curved surfaces of the displacement fields, solving normal vectors corresponding to tangential planes of the supporting point positions at the adjacent moments in earthquake, respectively projecting the normal vectors solved at the two moments into XOZ, YOZ and XOY planes, and solving included angles in the corresponding projection planes; and finally, taking the ratio of the included angle in the corresponding projection plane to the time interval of the two moments as the change rate of the corresponding rotation component, and adopting a difference method and an integration method for the rotation component speed time course to obtain the earthquake motion rotation component acceleration time course and displacement time course of all the supporting points of the field, thereby finally generating the six-component multidimensional multipoint earthquake motion field on the surface and the inside of the field where the long and large structure is positioned.
A manual simulation method for a six-component multi-dimensional multipoint earthquake dynamic field oriented to translation-rotation of a long and large structure comprises the following steps:
step 1, determining position coordinate information of different supporting points of a site where a growing structure is located, and simplifying the site into a layered model consisting of bedrock and a plurality of medium layers from bottom to top, for example: the land field is a plurality of soil layers, and the offshore field is a plurality of soil layers and an overlying sea water layer; establishing a rectangular coordinate system and determining position coordinates of different supporting points of the structure in the field; determining relevant parameters of each medium layer of the field according to geological condition data of the field; relevant parameters include dielectric layer thickness, shear modulus, poisson ratio, damping ratio, density, etc.;
step 2, establishing a dynamic stiffness matrix of each layer of medium of the site based on a one-dimensional wave propagation theory, and combining the dynamic stiffness matrix with the dynamic stiffness matrix of the bedrock to assemble an overall stiffness matrix of the site; solving a dynamic balance equation of the substituted ground in a frequency domain to obtain the ratio of the three-way displacement amplitude of different supporting points of the structure at any position on the ground surface or inside the ground surface to the three-way displacement amplitude of the free surface of the bedrock, namely the three-way earthquake motion transfer function B of each supporting point at different positions on the ground surface and inside the ground in the frequency domain s (ω)；
Step 3, obtaining a seismic power spectrum density function M at the free surface of the bedrock b (ω) and the seismic coherence loss function between different support points of the field:
the cross-power spectral density function of the earthquake motion between different supporting points in the field is as follows:
M s (ω)＝M b (ω)B s (ω)γ jk (ω)
wherein: b (B) s (omega) is the three-way translational earthquake motion amplified spectrum at each supporting point of the field, M b (omega) is the free surface seismic power spectrum of the field foundation rock, gamma jk (ω) is a seismic coherence loss function between the support points;
combining the above steps to obtain a field surface or a field internal ground vibration power spectrum density function matrix at the supporting point;
step 4, combining the earthquake motion self-power spectrum at each simulation point and the cross power spectrum among different simulation points into a power spectrum matrix of multipoint translational earthquake motion, decomposing the power spectrum matrix by a Qiao Lesi base decomposition method, generating stable acceleration time courses at different supporting points of the structure in a frequency domain by adopting a spectrum representation method, transforming the stable acceleration time courses into a time domain by Fourier inversion transformation, and multiplying the stable acceleration time courses by a shape function taking time as a variable to obtain non-stable acceleration time courses at the supporting points; performing secondary integration treatment and zero line adjustment in a time domain to obtain translational earthquake velocity time course and displacement time course of the ground surface and any internal position at different supporting points of the long and large structure;
step 5, the displacement field of each moment in the field during earthquake can be considered to contain specific information of a rotation component, translational component displacement data and relevant position coordinates of all structural supporting points at all moments in the earthquake are combined based on translational earthquake velocity time course and displacement time course of step 4, a field displacement field consisting of a plurality of three-dimensional dense displacement points is established, and fitting analysis is carried out according to translational displacement field data of the field to determine the expression form of a three-dimensional curved surface of the displacement field; at any time t during earthquake 1 The linear regression method is adopted to determine the displacement field curved surface equation expression as follows:
M 1 (X i ,Y i ,Z i )＝g(X i ,Y i )-Z i
wherein g (X) i ,Y i ) The expression form of (2) is determined by analyzing, fitting and determining translational displacement field data on the surface and the interior of the field; x is X i 、Y i And Z i Three principal axis coordinates;
step 6, knowing the coordinates of the position of any structural supporting point in the field as (x) 1 ,y 1 ,z 1 ) Solving a normal vector corresponding to the supporting point at the tangential plane of the displacement field curved surface through a displacement field deformation equationNamely:
wherein M is 1X (x 1 ,y 1 ,z 1 ),M 1Y (x 1 ,y 1 ,z 1 ),M 1Z (x 1 ,y 1 ,z 1 ) Respectively M 1 (X i ,Y i ,Z i ) At the point (x) 1 ,y 1 ,z 1 ) Derivatives with respect to X, Y, Z;
at the adjacent time t of earthquake motion 2 Repeating the steps to obtain a field displacement field curved surface equation expression M 2 (X i ,Y i ,Z i ) Then solving to obtain a site support point (x 1 ,y 1 ,z 1 ) Tangential plane at curved surface of displacement field at time ti+delta t and corresponding normal vector
In a three-dimensional space coordinate system, the support point (x 1 ,y 1 ,z 1 ) Solving the normal vector at the tangent plane of the curved surfaces of two adjacent displacement fieldsProjected into the planes XOZ, YOZ, XOY, respectively, to solve the normal vector +.>The included angle in the corresponding two-dimensional projection plane is gamma x ,γ y ,γ z ；
Step 7, the included angle gamma in each projection plane is calculated x ,γ y ,γ z And time difference t 2 -t 1 As the rotation angle deformation rate of the field in the corresponding direction, because the angle change of the field in the corresponding direction is obtained by solving based on the translational displacement field, the rotation component information, namely, two swinging components (swinging-X, swinging-Y) and one Torsion component (Torsion-Z), is contained in the displacement field of the field, and the rotation component speeds of each point of the field at all times during the earthquake are obtained, namely:
and 8, after the velocity time course of the seismic rotation component is obtained, differentiating and integrating the obtained velocity time course data of the rotation component to obtain the acceleration time course and the displacement time course of the seismic rotation component at each supporting point, and finally generating the translational-rotational six-component multidimensional multipoint seismic action field at the surface and the inside of the field at different supporting points of the long and large structure.
The earthquake motion power spectral density function M at the free surface of the bedrock b (ω) using a modified Jin Jingqing power spectrum representation,
wherein: omega is the angular frequency; omega f Is the center frequency of the high-pass filter function, ζ f Damping ratio as high-pass filter function; omega g Center frequency, ζ, of Jin Jingqing power spectral density function g Damping ratio as a function of Jin Jingqing power spectral density; m is M 0 Is a characterization coefficient of the spectral amplitude.
The seismic coherence loss function between different supporting points of the field is simulated by adopting a Hao coherence function model,
wherein:for the projection distance of different two points in the field in the incident direction of the seismic wave, +.>Is the parallel distance between two different points in the field in the incident direction of the seismic wave, f is the frequency, v app For the view velocity, beta 1 ,β 2 ,α 1 ,α 2 Is a coherence function parameter.
It should be noted that, the bedrock free surface seismic power spectrum and the multipoint seismic coherence function may be replaced by other suitable models, and the model selection of these two functions does not affect the simulation method proposed in this patent.
According to the whole flow, the translational-rotational six-component multidimensional multipoint earthquake dynamic field applicable to the long and large structure can be obtained through simulation.
The invention has the beneficial effects that: the six-component multi-dimensional multipoint earthquake dynamic field oriented to the translation and rotation of the long and large structure is generated by the manual simulation method, and an important load input foundation is provided for the scientific and reasonable earthquake-proof analysis and design of the long and large structure. The invention is applicable to both land sites and offshore sites; the method can simulate the multidimensional multipoint earthquake motion of the surface of the field and simulate the multidimensional multipoint earthquake motion at any position inside the field.
Drawings
FIG. 1 is a basic framework of the proposed simulation method of the present invention;
FIG. 2 is a schematic view of the planar position of the support points of a land area growing structure according to an embodiment of the present invention;
FIG. 3 is a graph showing translational seismic acceleration time course at four structural support points (in turn, ray1-s1, ray6-s2, ray11-s3, and ray16-s 4) in a land area 1 and interior 1' of a land area according to an embodiment of the present invention; FIG. 3 (a) is a plot of x-direction translational seismic acceleration time at the surface 1 and interior 1' of a ray1-s1 site; FIG. 3 (b) shows the course of y-translational seismic acceleration at the surface 1 and interior 1' of the ray1-s1 site; FIG. 3 (c) shows the z-translational seismic acceleration time course at the surface 1 and interior 1' of the ray1-s1 site; FIG. 3 (d) is a plot of x-direction translational seismic acceleration time at the surface 1 and interior 1' of the ray6-s2 site; FIG. 3 (e) shows the course of y-translational seismic acceleration at the surface 1 and interior 1' of the ray6-s2 site; FIG. 3 (f) ray6-s2, surface 1 and internal 1' z-translational seismic acceleration time course; FIG. 3 (g) is a plot of x-direction translational seismic acceleration time at the surface 1 and interior 1' of a ray11-s3 site; FIG. 3 (h) is a plot of y-translational seismic acceleration time at the surface 1 and interior 1' of the ray11-s3 site; FIG. 3 (i) is a plot of z-translational seismic acceleration time at the surface 1 and interior 1' of a ray11-s3 site; FIG. 3 (j) is a plot of x-direction translational seismic acceleration time at the surface 1 and interior 1' of the ray16-s4 site; FIG. 3 (k) is the course of y-translational seismic acceleration at the surface 1 and interior 1' of the ray16-s4 site; FIG. 3 (l) is a plot of z-translational seismic acceleration time at the surface 1 and interior 1' of the ray16-s4 site;
FIG. 4 is a graph showing translational seismic displacement time courses for four structural support points (in turn, ray1-s1, ray6-s2, ray11-s3, and ray16-s 4) in a land area 1 and interior 1' of a land area according to an embodiment of the present invention; FIG. 4 (a) is a graph showing the x-direction translational earthquake motion time course at the surface 1 and the interior 1' of a ray1-s1 site; FIG. 4 (b) shows the y-direction translational earthquake motion time course at the surface 1 and the interior 1' of the ray1-s1 site; FIG. 4 (c) shows the z-translational seismic displacement time course at the surface 1 and interior 1' of the ray1-s1 site; FIG. 4 (d) is a graph of x-direction translational earthquake motion time course at the surface 1 and the interior 1' of the ray6-s2 site; FIG. 4 (e) is a graph showing the y-translational seismic displacement time course at the surface 1 and interior 1' of a ray6-s2 field; FIG. 4 (f) ray6-s2, surface 1 and internal 1' z-translational seismic displacement time course; FIG. 4 (g) is a plot of x-direction translational earthquake motion time at the surface 1 and interior 1' of the ray11-s3 site; FIG. 4 (h) is a graph showing the y-direction translational earthquake motion time course at the surface 1 and the interior 1' of the ray11-s3 site; FIG. 4 (i) is a plot of z-translational seismic displacement time at the surface 1 and interior 1' of a ray11-s3 site; FIG. 4 (j) is a plot of x-direction translational seismic displacement time at the surface 1 and interior 1' of a ray16-s4 site; FIG. 4 (k) is a graph of y-direction translational seismic displacement time course at the surface 1 and interior 1' of a ray16-s4 plot; FIG. 4 (l) is a z-translational seismic displacement time course at the surface 1 and interior 1' of the ray16-s4 site;
FIG. 5 is a plot of rotational seismic acceleration time course at four structural support points (in turn, ray1-s1, ray6-s2, ray11-s3, ray16-s 4) in a land area 1 and interior 1' of a land area array in accordance with an embodiment of the present invention; FIG. 5 (a) is a plot of x-direction rotational seismic acceleration time at the surface 1 and interior 1' of a ray1-s1 plot; FIG. 5 (b) is a plot of y-direction rotational seismic acceleration time at the surface 1 and interior 1' of a ray1-s1 plot; FIG. 5 (c) is a plot of z-direction rotational seismic acceleration time at the surface 1 and interior 1' of a ray1-s1 plot; FIG. 5 (d) is a plot of x-direction rotational seismic acceleration time at the surface 1 and interior 1' of a ray6-s2 plot; FIG. 5 (e) is a plot of y-direction rotational seismic acceleration time at the surface 1 and interior 1' of a ray6-s2 plot; FIG. 5 (f) ray6-s2, surface 1 and internal 1' z-direction rotational seismic acceleration time course; FIG. 5 (g) is a plot of x-direction rotational seismic acceleration time at the surface 1 and interior 1' of a ray11-s3 plot; FIG. 5 (h) is a plot of y-direction rotational seismic acceleration time at the surface 1 and interior 1' of a ray11-s3 plot; FIG. 5 (i) is a plot of z-direction rotational seismic acceleration time at the surface 1 and interior 1' of a ray11-s3 plot; FIG. 5 (j) is a plot of x-direction rotational seismic acceleration time at the surface 1 and interior 1' of a ray16-s4 plot; FIG. 5 (k) is a plot of y-direction rotational seismic acceleration time at the surface 1 and interior 1' of a ray16-s4 plot; FIG. 5 (l) is a plot of z-direction rotational seismic acceleration time at the surface 1 and interior 1' of a ray16-s4 plot;
FIG. 6 is a plot of rotational seismic displacement time at four structural support points (in turn, ray1-s1, ray6-s2, ray11-s3, ray16-s 4) in a land area 1 and interior 1' of an embodiment of the invention; FIG. 6 (a) is a plot of x-direction rotational seismic displacement time at a surface 1 and an interior 1' of a ray1-s1 site; FIG. 6 (b) is a graph of y-direction rotational seismic displacement time course at the surface 1 and interior 1' of a ray1-s1 plot; FIG. 6 (c) shows the z-direction rotational seismic displacement time course at the surface 1 and interior 1' of the ray1-s1 site; FIG. 6 (d) is a plot of the displacement of x-direction rotational ground vibrations at the surface 1 and interior 1' of the ray6-s2 plot; FIG. 6 (e) is a plot of y-direction rotational seismic displacement time at the surface 1 and interior 1' of a ray6-s2 plot; FIG. 6 (f) ray6-s2, surface 1 and internal 1' z-direction rotational seismic displacement time course; FIG. 6 (g) is a plot of x-direction rotational seismic displacement time at the surface 1 and interior 1' of a ray11-s3 plot; FIG. 6 (h) is a plot of y-direction rotational seismic displacement time at the surface 1 and interior 1' of a ray11-s3 plot; FIG. 6 (i) is a plot of z-direction rotational seismic displacement time at the surface 1 and interior 1' of a ray11-s3 plot; FIG. 6 (j) is a plot of x-direction rotational seismic displacement time at the surface 1 and interior 1' of a ray16-s4 plot; FIG. 6 (k) is a plot of y-direction rotational seismic displacement time at the surface 1 and interior 1' of a ray16-s4 plot; FIG. 6 (l) is a plot of z-direction rotational seismic displacement time at the surface 1 and interior 1' of a ray16-s4 plot;
FIG. 7 is a schematic representation of the planar location of the long and large structure support points of an offshore site in accordance with an embodiment of the invention;
FIG. 8 is a graph of translational seismic acceleration time course at four structural support points (n 1-m1, n5-m2, n9-m3, n13-m4, in order) in an offshore site, at the surface 2 and interior 2' of the site in accordance with an embodiment of the invention; FIG. 8 (a) is a plot of acceleration versus translational x-direction seismic acceleration at the surface 2 and interior 2' of an n1-m1 plot; FIG. 8 (b) is a plot of the acceleration of the y-translational seismic vibrations at the surface 2 and interior 2' of the field from n1 to m 1; FIG. 8 (c) is a plot of z-translational seismic acceleration time at the surface 2 and interior 2' of an n1-m1 plot; FIG. 8 (d) is the x-direction translational seismic acceleration time course at the surface 2 and interior 2' of the n5-m2 plot; FIG. 8 (e) is a plot of the acceleration of the y-translational seismic vibrations at the surface 2 and interior 2' of the field from n5-m 2; FIG. 8 (f) is a plot of z translational seismic acceleration time at the surface 2 and interior 2' of an n5-m2 plot; FIG. 8 (g) is the x-direction translational seismic acceleration time course at the surface 2 and interior 2' of the field n9-m 3; FIG. 8 (h) is the course of the y-translational seismic acceleration at the surface 2 and interior 2' of the n9-m3 plot; FIG. 8 (i) is a plot of z-translational seismic acceleration time at the surface 2 and interior 2' of an n9-m3 plot; FIG. 8 (j) is the x-direction translational seismic acceleration time course at the surface 2 and interior 2' of the n13-m4 plot; FIG. 8 (k) is the y-translational seismic acceleration time course at the surface 2 and interior 2' of the n13-m4 plot; FIG. 8 (l) is a plot of z translational seismic acceleration time at the surface 2 and interior 2' of the n13-m4 plot;
FIG. 9 is a graph of translational seismic displacement time course at four structural support points (n 1-m1, n5-m2, n9-m3, n13-m4, in sequence) in an offshore site, at the surface 2 and interior 2' of the site in accordance with an embodiment of the invention; FIG. 9 (a) is a plot of displacement time of x-direction translational earthquake motion at the surface 2 and interior 2' of an n1-m1 site; FIG. 9 (b) is a plot of the displacement time of the translational vibration in the y-direction at the surface 2 and interior 2' of the field n1-m 1; FIG. 9 (c) is a z-translational seismic displacement time course at the surface 2 and interior 2' of the n1-m1 plot; FIG. 9 (d) is the x-direction translational earthquake motion profile at the surface 2 and interior 2' of the n5-m2 plot; FIG. 9 (e) is a plot of the displacement time of the translational vibration in the y-direction at the surface 2 and interior 2' of the field n5-m 2; FIG. 9 (f) is a z-translational seismic displacement time course at the surface 2 and interior 2' of the n5-m2 plot; FIG. 9 (g) is a plot of displacement time of x-direction translational earthquake motion at the surface 2 and interior 2' of the field from n9-m 3; FIG. 9 (h) is a plot of the displacement time of the translational vibration in the y-direction at the surface 2 and interior 2' of the field n9-m 3; FIG. 9 (i) is a z-translational seismic displacement time course at the surface 2 and interior 2' of an n9-m3 plot; FIG. 9 (j) is the x-direction translational earthquake motion profile at the surface 2 and interior 2' of the field n13-m 4; FIG. 9 (k) is a plot of the y-translational seismic displacement time at the surface 2 and interior 2' of the n13-m4 plot; FIG. 9 (l) is a z-translational seismic displacement time course at the surface 2 and interior 2' of the n13-m4 plot;
FIG. 10 is a plot of rotational seismic acceleration time course at the surface 2 and interior 2' of a site at four structural support points (n 1-m1, n5-m2, n9-m3, n13-m4 in order) in an offshore site in accordance with an embodiment of the invention; FIG. 10 (a) is a plot of acceleration time of x-direction rotational seismic vibrations at the surface 2 and interior 2' of an n1-m1 plot; FIG. 10 (b) is a plot of the y-direction rotational seismic acceleration time at the surface 2 and interior 2' of an n1-m1 plot; FIG. 10 (c) is a plot of z-direction rotational seismic acceleration time at the surface 2 and interior 2' of an n1-m1 plot; FIG. 10 (d) is the x-direction rotational seismic acceleration time course at the surface 2 and interior 2' of the n5-m2 plot; FIG. 10 (e) is a plot of the y-direction rotational seismic acceleration time at the surface 2 and interior 2' of an n5-m2 plot; FIG. 10 (f) is a plot of z-rotational seismic acceleration time at the surface 2 and interior 2' of an n5-m2 plot; FIG. 10 (g) is a plot of acceleration versus rotational earth vibration in the x-direction at the surface 2 and interior 2' of the field from n9-m 3; FIG. 10 (h) is the time course of the y-direction rotational seismic acceleration at the surface 2 and interior 2' of the n9-m3 plot; FIG. 10 (i) is a plot of z-direction rotational seismic acceleration time at the surface 2 and interior 2' of a field of n9-m 3; FIG. 10 (j) is the x-direction rotational seismic acceleration time course at the surface 2 and interior 2' of the n13-m4 plot; FIG. 10 (k) is the time course of the y-direction rotational seismic acceleration at the surface 2 and interior 2' of the n13-m4 plot; FIG. 10 (l) is a plot of z-direction rotational seismic acceleration time at the surface 2 and interior 2' of an n13-m4 plot;
FIG. 11 is a plot of rotational seismic displacement time course at the surface 2 and interior 2' of a site at four structural support points (n 1-m1, n5-m2, n9-m3, n13-m4 in order) in an offshore site in accordance with an embodiment of the invention; FIG. 11 (a) is a plot of time for x-direction rotational seismic displacement at the surface 2 and interior 2' of an n1-m1 plot; FIG. 11 (b) is a plot of the y-direction rotational seismic displacement time at the surface 2 and interior 2' of an n1-m1 plot; FIG. 11 (c) is a plot of z-direction rotational seismic displacement time at the surface 2 and interior 2' of an n1-m1 plot; FIG. 11 (d) is a plot of time for an x-direction rotational seismic displacement at the surface 2 and interior 2' of an n5-m2 plot; FIG. 11 (e) is a plot of the y-direction rotational seismic displacement time at the surface 2 and interior 2' of an n5-m2 plot; FIG. 11 (f) is a plot of z-direction rotational seismic displacement time at the surface 2 and interior 2' of an n5-m2 plot; FIG. 11 (g) is a plot of time for x-direction rotational seismic displacement at the surface 2 and interior 2' of an n9-m3 plot; FIG. 11 (h) is a plot of the y-direction rotational seismic displacement time at the surface 2 and interior 2' of an n9-m3 plot; FIG. 11 (i) is a plot of z-direction rotational seismic displacement time at the surface 2 and interior 2' of an n9-m3 plot; FIG. 11 (j) is a plot of time for x-direction rotational seismic displacement at the surface 2 and interior 2' of an n13-m4 plot; FIG. 11 (k) is a plot of the y-direction rotational seismic displacement time at the surface 2 and interior 2' of an n13-m4 plot; FIG. 11 (l) shows the z-direction rotational seismic displacement time course at the surface 2 and interior 2' of the n13-m4 plot.
Detailed Description
The following describes the embodiments of the present invention further with reference to the drawings and technical schemes. A simulation example is taken as an example of a land site where the long and large structure shown in fig. 2 is located and an offshore site shown in fig. 7. The land field consists of 81 stations (81 long and large structural supporting points) distributed in 20 directions, wherein the stations are sequentially arranged in the directions of ray1-ray20, the stations are sequentially arranged in the directions of s1-s4, and the corresponding radiuses are sequentially arranged in the directions of R 1 ＝30m、R 2 ＝35m、R 3 ＝40m、R 4 =45m; the layering consists mainly of bedrock, soft rock layer #1 with a thickness of 15m, silty sandy soil layer #2 with a thickness of 8m, and clay soil layer #3 with a thickness of 10 m. The offshore site consists of 49 stations (namely 49 long and large structural supporting points) which are distributed in 16 directions, wherein n1-n16 are arranged in sequence, four stations are arranged in each direction, m1-m4 are arranged in sequence, and the lengths are L respectively 1 ＝60m、L 2 ＝70m、L 3 ＝80m、L 4 =90m; the layering consists mainly of bedrock, soft rock layer #1 with a thickness of 20m, silty clay layer #2 with a thickness of 12m, and overlying sea water layer #3 with a depth of 50 m. And selecting all the stations in the two fields as target simulation points, and simulating a six-component multidimensional multipoint earthquake dynamic field at all the stations in the fields. The basic idea of the invention is shown in fig. 1, and the specific embodiment is as follows:
(1) Determining the position coordinates of each station simulation point of the field according to the field arrangement mode; and determining the values of parameters such as the soil layer thickness d, the soil shear modulus SM, the damping ratio DRO, the density GR, the Poisson ratio PRO, the porosity FOP, the saturation DBS and the like of the field according to geological survey data, and the bedrock shear modulus SM, the damping ratio DRO, the density GR and the Poisson ratio PRO. Gives the bedrock and the matrix of the Liu Detai array field in the calculation exampleThe related soil layer parameter takes value; wherein, soft rock soil layer #1 parameter value is: d=15m, sm=53.7mpa, dro=0.05, gr=2418 kg/m 3 Pro=0.45, fop=0.42, and dbs=70%; the parameters of the silty sandy soil layer #2 are as follows: d=8m, sm=118 mpa, dro=0.05, gr=2452 kg/m 3 Pro=0.40, fop=0.40, and dbs=80%; the clay layer #3 parameter values are: d=10m, sm=259.7mpa, dro=0.05, gr=2404 kg/m 3 Pro=0.35, fop=0.40, and dbs=85%; the bedrock parameter value is SM=1800MPa, DRO=0.05, GR=2300 kg/m 3 And pro=0.33. And (3) giving values of bedrock and related medium layer parameters of the offshore site in the calculation example: wherein, the sea water layer parameter takes the value as: d=50m, bm=2340 mpa, dro=0.015, gr=1005 kg/m 3 Pro=0.33; the parameter values of the seabed soft rock soil layer #1 are as follows: d=20m, sm=768 mpa, dro=0.05, gr=2858 kg/m 3 Pro=0.42, fop=0.38, and dbs=90%; the values of the parameters of the seabed soil layer #2 are as follows: d=12m, sm=53.2 mpa, dro=0.05, gr=2587 kg/m 3 Pro=0.45, fop=0.40, and dbs=95%; the value of the bedrock parameter is consistent with the land site.
(2) Assuming seawater as an ideal fluid, solving dynamic stiffness matrixes of all medium layers (bedrock, soil layer and seawater layer) of the field, combining to obtain an overall dynamic stiffness matrix of the field, substituting a dynamic balance equation of the field in a frequency domain to solve, and calculating to obtain ground vibration transfer functions B of the field surface at different supporting points and any position inside s (ω)。
(3) The bedrock surface power spectrum adopts a corrected Jin Jingqing power spectrum M b (omega) modeling coherence loss using Hao coherence function model, using calculated seismic transfer function B s And (omega) and a defined bedrock surface power spectrum and a coherence function to calculate a seismic cross-correlation power spectrum at each supporting point of the field, generate a seismic power spectrum density function matrix of all simulation points, and generate acceleration time course, speed time course and displacement time course at each target supporting point of the field based on a spectrum representation method. Wherein the sampling frequency is 100Hz, the time interval of the earthquake motion is 0.01s, and the duration is 20s. Liu Detai four of the fieldsThe translational earthquake motion acceleration time course and the displacement time course generated at the surface 1 and the inner 1' of the site at each station simulation point (in turn, ray1-s1, ray6-s2, ray11-s3 and ray16-s 4) are respectively shown in fig. 3 and 4; the translational seismic acceleration time course and displacement time course generated at the surface 2 and the interior 2' of the four station simulation points (n 1-m1, n5-m2, n9-m3, n13-m4 in order) in the offshore site are shown in fig. 8 and 9, respectively.
(4) And combining the position coordinates and translational displacement data of all the supporting points of the field at any moment in the earthquake motion time history to establish a translational displacement field composed of dense displacement points, analyzing and determining a reasonable deformation form equation of the displacement field at all the moments, and determining that the deformation form of the displacement field is close to a paraboloid through regression fitting analysis. Then, the normal vectors corresponding to tangential planes of the deformation displacement field at all times when the simulation points of all stations of the field are in the earthquake are obtained, the normal vectors are projected into the XOZ, YOZ and XOY planes respectively, and the included angles of the normal vectors at adjacent times in the corresponding projection planes are obtained; the ratio of the included angle in the projection plane to the time difference between the two moments is regarded as the change rate of the corresponding rotation component at the moment, so that the speed time course of the earthquake motion rotation component is obtained.
(5) And differentiating and integrating the obtained seismic rotation component speed time course to obtain the seismic rotation component acceleration time course and displacement time course at each station simulation point of the field. Four station simulation points (in turn, ray1-s1, ray6-s2, ray11-s3, and ray16-s 4) in the Liu Detai array are shown in fig. 5 and 6, respectively, for the acceleration time course and the displacement time course of the seismic motion rotational component generated at the surface 1 and the interior 1'; the acceleration time course and displacement time course of the seismic rotation component generated at the surface 2 and the interior 2' of the four station simulation points (n 1-m1, n5-m2, n9-m3, n13-m4 in order) in the offshore site are shown in fig. 10 and 11, respectively.
Claims (3)
1. A manual simulation method for a six-component multi-dimensional multipoint earthquake dynamic field oriented to translation-rotation of a long and large structure is characterized by comprising the following steps:
step 1, determining position coordinate information of different supporting points of a place where a long and large structure is located, simplifying the place into a layered model consisting of bedrock and a plurality of medium layers from bottom to top, establishing a rectangular coordinate system and determining position coordinates of different supporting points of the structure in the place; determining relevant parameters of each medium layer of the field according to geological condition data of the field;
step 2, establishing a dynamic stiffness matrix of each layer of medium of the site based on a one-dimensional wave propagation theory, and combining the dynamic stiffness matrix with the dynamic stiffness matrix of the bedrock to assemble an overall stiffness matrix of the site; solving a dynamic balance equation of the substituted ground in a frequency domain to obtain the ratio of the three-way displacement amplitude of different supporting points of the structure at any position on the ground surface or inside the ground surface to the three-way displacement amplitude of the free surface of the bedrock, namely the three-way earthquake motion transfer function B of each supporting point at different positions on the ground surface and inside the ground in the frequency domain s (ω)；
Step 3, obtaining a seismic power spectrum density function M at the free surface of the bedrock b (ω) and the seismic coherence loss function between different support points of the field:
the cross-power spectral density function of the earthquake motion between different supporting points in the field is as follows:
M s (ω)＝M b (ω)B s (ω)γ jk (ω)
wherein: b (B) s (omega) is the three-way translational earthquake motion amplified spectrum at each supporting point of the field, M b (omega) is the free surface seismic power spectrum of the field foundation rock, gamma jk (ω) is a seismic coherence loss function between the support points;
step 4, combining the earthquake motion self-power spectrum at each simulation point and the cross power spectrum among different simulation points into a multi-point translational earthquake motion power spectrum matrix, decomposing the multi-point translational earthquake motion power spectrum matrix, generating stable acceleration time courses at different support points of the structure in a frequency domain by adopting a spectrum representation method, transforming the stable acceleration time courses into a time domain by Fourier inversion, and multiplying the stable acceleration time courses by a shape function taking time as a variable to obtain non-stable acceleration time courses at the support points; performing secondary integration treatment and zero line adjustment in a time domain to obtain translational earthquake velocity time course and displacement time course of the ground surface and any internal position at different supporting points of the long and large structure;
step 5, based on the stepsThe translational earthquake motion displacement time course of the step 4 combines translational component displacement data of all structural supporting points at all moments of earthquake with relevant position coordinates to establish a field displacement field consisting of a plurality of three-dimensional dense displacement points, and the translational displacement field data of the field are used for carrying out fitting analysis to determine the expression form of a three-dimensional curved surface of the displacement field; at any time t during earthquake 1 The linear regression method is adopted to determine the displacement field curved surface equation expression as follows:
M 1 (X i ,Y i ,Z i )＝g(X i ,Y i )-Z i
wherein g (X) i ,Y i ) The expression form of (2) is determined by analyzing, fitting and determining translational displacement field data on the surface and the interior of the field; x is X i 、Y i And Z i Three principal axis coordinates;
step 6, knowing the coordinates of the position of any structural supporting point in the field as (x) 1 ,y 1 ,z 1 ) Solving a normal vector corresponding to the supporting point at the tangential plane of the displacement field curved surface through a displacement field deformation equationNamely:
wherein M is 1X (x 1 ,y 1 ,z 1 ),M 1Y (x 1 ,y 1 ,z 1 ),M 1Z (x 1 ,y 1 ,z 1 ) Respectively M 1 (X i ,Y i ,Z i ) At the point (x) 1 ,y 1 ,z 1 ) Derivatives with respect to X, Y, Z;
at the adjacent time t of earthquake motion 2 Repeating the steps to obtain a field displacement field curved surface equation expression M 2 (X i ,Y i ,Z i ) Then solving to obtain a site support point (x 1 ,y 1 ,z 1 ) Tangential plane at curved surface of displacement field at time ti+ΔtCorresponding normal vector
In a three-dimensional space coordinate system, the support point (x 1 ,y 1 ,z 1 ) Solving the normal vector at the tangent plane of the curved surfaces of two adjacent displacement fieldsProjected into the planes XOZ, YOZ, XOY, respectively, to solve the normal vector +.>The included angle in the corresponding two-dimensional projection plane is gamma x ,γ y ,γ z ；
Step 7, the included angle gamma in each projection plane is calculated x ,γ y ,γ z And time difference t 2 -t 1 The ratio of (2) is used as the rotation angle deformation rate of the field in the corresponding direction, and the rotation component speeds of each point of the field at all times during earthquake are solved, namely:
and 8, after the velocity time course of the seismic rotation component is obtained, differentiating and integrating the obtained velocity time course data of the rotation component to obtain the acceleration time course and the displacement time course of the seismic rotation component at each supporting point, and finally generating the translational-rotational six-component multidimensional multipoint seismic action field at the surface and the inside of the field at different supporting points of the long and large structure.
2. The artificial simulation method for a six-component multi-dimensional multi-point seismic action for translation and rotation of a long and large structure according to claim 1, wherein the seismic power spectral density function M at the free surface of bedrock b (ω) using a modified Jin Jingqing power spectrum representation,
wherein: omega is the angular frequency; omega f Is the center frequency of the high-pass filter function, ζ f Damping ratio as high-pass filter function; omega g Center frequency, ζ, of Jin Jingqing power spectral density function g Damping ratio as a function of Jin Jingqing power spectral density; m is M 0 Is a characterization coefficient of the spectral amplitude.
3. The artificial simulation method of the six-component multi-dimensional multi-point seismic moving field facing to the translation and rotation of the long and large structure according to claim 1 or 2 is characterized in that the seismic coherence loss function between different supporting points of the field is simulated by adopting a Hao coherence function model,
wherein:for the projection distance of different two points in the field in the incident direction of the seismic wave, +.>Is the parallel distance between two different points in the field in the incident direction of the seismic wave, f is the frequency, v app For the view velocity, beta 1 ,β 2 ,α 1 ,α 2 Is a coherence function parameter.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202310674574.6A CN116720352B (en) | 2023-06-08 | 2023-06-08 | Artificial simulation method for earthquake dynamic field of long and large structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202310674574.6A CN116720352B (en) | 2023-06-08 | 2023-06-08 | Artificial simulation method for earthquake dynamic field of long and large structure |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN116720352A true CN116720352A (en) | 2023-09-08 |
| CN116720352B CN116720352B (en) | 2024-01-30 |
Family
ID=87865449
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202310674574.6A Active CN116720352B (en) | 2023-06-08 | 2023-06-08 | Artificial simulation method for earthquake dynamic field of long and large structure |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN116720352B (en) |
Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2013087857A (en) * | 2011-10-18 | 2013-05-13 | Mitsubishi Heavy Industries Bridge & Steel Structures Engineering Co Ltd | Vibration damping system and vibration damping method |
| CN110794459A (en) * | 2019-11-14 | 2020-02-14 | 福州大学 | Fitting method for seabed near fault seismic oscillation |
| CN111458744A (en) * | 2020-04-09 | 2020-07-28 | 西南交通大学 | Spatial rotation seismic oscillation simulation method |
| AU2020101492A4 (en) * | 2019-07-26 | 2020-08-27 | China Institute Of Water Resources And Hydropower Research | Method for acquiring seismic dynamic amplification effect of slope under oblique incidence effect of seismic wave |
| CN112069569A (en) * | 2020-08-07 | 2020-12-11 | 华中科技大学 | Multipoint earthquake motion synthesis method and system |
| CN112082779A (en) * | 2019-06-12 | 2020-12-15 | 中南大学 | Real-time simulation test system for high-speed railway train running under earthquake action |
| CN112528375A (en) * | 2020-12-10 | 2021-03-19 | 扬州大学 | Method for analyzing seismic response of long-span bridge by considering traveling wave effect based on large-mass method |
| CN112698406A (en) * | 2020-12-22 | 2021-04-23 | 大连理工大学 | Method for simulating seawater velocity potential under seismic excitation of ocean field |
| WO2022242435A1 (en) * | 2021-05-21 | 2022-11-24 | 浙江大学 | Rapid evaluation method of site seismic liquefaction disaster based on artificial intelligence |
-
2023
- 2023-06-08 CN CN202310674574.6A patent/CN116720352B/en active Active
Patent Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2013087857A (en) * | 2011-10-18 | 2013-05-13 | Mitsubishi Heavy Industries Bridge & Steel Structures Engineering Co Ltd | Vibration damping system and vibration damping method |
| CN112082779A (en) * | 2019-06-12 | 2020-12-15 | 中南大学 | Real-time simulation test system for high-speed railway train running under earthquake action |
| AU2020101492A4 (en) * | 2019-07-26 | 2020-08-27 | China Institute Of Water Resources And Hydropower Research | Method for acquiring seismic dynamic amplification effect of slope under oblique incidence effect of seismic wave |
| CN110794459A (en) * | 2019-11-14 | 2020-02-14 | 福州大学 | Fitting method for seabed near fault seismic oscillation |
| CN111458744A (en) * | 2020-04-09 | 2020-07-28 | 西南交通大学 | Spatial rotation seismic oscillation simulation method |
| CN112069569A (en) * | 2020-08-07 | 2020-12-11 | 华中科技大学 | Multipoint earthquake motion synthesis method and system |
| CN112528375A (en) * | 2020-12-10 | 2021-03-19 | 扬州大学 | Method for analyzing seismic response of long-span bridge by considering traveling wave effect based on large-mass method |
| CN112698406A (en) * | 2020-12-22 | 2021-04-23 | 大连理工大学 | Method for simulating seawater velocity potential under seismic excitation of ocean field |
| WO2022242435A1 (en) * | 2021-05-21 | 2022-11-24 | 浙江大学 | Rapid evaluation method of site seismic liquefaction disaster based on artificial intelligence |
Non-Patent Citations (6)
| Title |
|---|
| PAN HAIYANG等: "Seismic fragility analysis of free-spanning submarine pipelines incorporating soil spatial variability in soil-pipe interaction and offshore motion propagation", ENGINEERING STRUCTURES * |
| 李杰;代跃;陈淮;: "随机地震动场多点激励下宽幅大跨桥梁结构地震响应研究", 地震工程学报, no. 01 * |
| 李永华;李思明;: "多维多点激励下某多塔连体结构地震反应分析", 土木工程学报, no. 04 * |
| 李超: "海底空间地震动作用下近海桥梁结构全寿命易损性分析", 中国博士学位论文全文数据库 * |
| 田利;盖霞;: "复杂地形场地上多维多点地震动模拟研究", 振动与冲击, no. 14 * |
| 高平;魏德敏;徐梦华;: "大型渡槽槽身的地震扭转效应研究", 水力发电学报, no. 03 * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN116720352B (en) | 2024-01-30 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN110838175B (en) | Geological model building method for gas injection development oil reservoir | |
| CN105160162B (en) | Lake based on splitting algorithm three-dimensional hydrodynamic force water temperature and quality simulating and predicting method | |
| CN108875195B (en) | Contact-considered three-dimensional mechanical random vibration simulation method | |
| CN112698406B (en) | Method for simulating seawater velocity potential under seismic excitation of ocean field | |
| Carey et al. | Effect of soil gradation on embankment response during liquefaction: A centrifuge testing program | |
| Luo et al. | A modified domain reduction method for numerical simulation of wave propagation in localized regions | |
| CN112485106B (en) | Physical model layered preparation and test method for controlling soil body state parameters | |
| CN116720352B (en) | Artificial simulation method for earthquake dynamic field of long and large structure | |
| Iqbal et al. | Numerical study on seismic response of offshore wind turbine monopile in multi-layered soil profile of Arabian sea | |
| WO2024032522A1 (en) | Method for calculating pressure of soil between double-row piles of foundation pit on pile side on the basis of natural source surface waves | |
| Iqbal et al. | Numerical assessment of offshore monopile-soil interface subjected to different pile configurations and soil features of Arabian sea in a frequency domain | |
| Nunziata et al. | Validated estimation of response spectra for the 1980 Irpinia earthquake in the Eastern Area of Naples | |
| CN116822267A (en) | Efficient parallel computing simulation method considering local discontinuous domain based on OPenSeesMP | |
| CN116383917A (en) | Large dynamic deformation numerical simulation method for dykes and dams in seismic liquefaction field | |
| CN110210051A (en) | Geotechnical engineering cloud micro-informatization technology | |
| CN104834830A (en) | Liquefiable ground inclined straight alternating pile group-soil-structural numerical calculation model | |
| Sugimoto et al. | RESEARCH OF DAMAGED CONDITION BY THE 2016 KUMAMOTO EARTHQUAKE AND GROUND INVESTIGATION ON STONE WALLS AND ERATH STRUCTURES IN KUMAMOTO CASTLE | |
| Corciulo | Dynamic hydro-mechanical analysis of soil-monopile interaction in offshore wind turbines | |
| CN111046468A (en) | Underground comprehensive pipe gallery anti-seismic design method | |
| CN114036785B (en) | Deep-sea hydrothermal area deep-structure stress field simulation method based on ocean shell speed structure | |
| Zhang et al. | Velocity structure building and ground motion simulation of the 2014 Ludian M s 6.5 Earthquake | |
| CN116699682A (en) | Soil layer time domain integration method based on dynamic skeleton structure and saturated sand pore pressure growth model | |
| Hao et al. | Simulation of subsea seismic ground motions | |
| Dawadi et al. | Two-dimensional Ground Response Analyses at the Delaney Park Downhole Array Site | |
| CN117348076A (en) | Fluctuation input method for nonlinear horizontal layering coverage layer field |
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 |