CN114595600A - Foundation vibration reference quality analysis method for large power machine foundation - Google Patents

Foundation vibration reference quality analysis method for large power machine foundation Download PDF

Info

Publication number
CN114595600A
CN114595600A CN202210096339.0A CN202210096339A CN114595600A CN 114595600 A CN114595600 A CN 114595600A CN 202210096339 A CN202210096339 A CN 202210096339A CN 114595600 A CN114595600 A CN 114595600A
Authority
CN
China
Prior art keywords
foundation
model
vibration
power machine
large power
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.)
Pending
Application number
CN202210096339.0A
Other languages
Chinese (zh)
Inventor
王鸿振
张春生
周勇
封磊
郭德昌
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
PowerChina Huadong Engineering Corp Ltd
Original Assignee
PowerChina Huadong Engineering Corp Ltd
Priority date (The priority date 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 date listed.)
Filing date
Publication date
Application filed by PowerChina Huadong Engineering Corp Ltd filed Critical PowerChina Huadong Engineering Corp Ltd
Priority to CN202210096339.0A priority Critical patent/CN114595600A/en
Publication of CN114595600A publication Critical patent/CN114595600A/en
Pending legal-status Critical Current

Links

Images

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
    • G06T—IMAGE DATA PROCESSING OR GENERATION, IN GENERAL
    • G06T17/00—Three dimensional [3D] modelling, e.g. data description of 3D objects
    • G06T17/10—Constructive solid geometry [CSG] using solid primitives, e.g. cylinders, cubes
    • Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
    • Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
    • Y02T—CLIMATE CHANGE MITIGATION TECHNOLOGIES RELATED TO TRANSPORTATION
    • Y02T90/00—Enabling technologies or technologies with a potential or indirect contribution to GHG emissions mitigation

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)
  • Software Systems (AREA)
  • Computer Graphics (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Computational Mathematics (AREA)
  • Mathematical Analysis (AREA)
  • Mathematical Optimization (AREA)
  • Pure & Applied Mathematics (AREA)
  • Testing Of Devices, Machine Parts, Or Other Structures Thereof (AREA)

Abstract

The invention discloses a large power machine foundation vibration mass analysis method, which can accurately calculate the vibration mass of a foundation and meet the requirements of foundation design and analysis. The method comprises the following steps: establishing a finite element model of a large power machine foundation structure; establishing a finite element model of the solid foundation; establishing a coupling relation between a centrifuge foundation structure and a foundation soil body; setting an artificial boundary outside a solid foundation soil body; respectively arranging a mass foundation model and a non-mass foundation model; constructing a section of white noise time-course load; based on the quality-free foundation model, carrying out the power time course calculation of white noise excitation; carrying out power time course calculation of white noise excitation based on the quality foundation model; respectively carrying out frequency spectrum analysis on vibration displacement responses obtained by white noise excitation of the quality foundation model to obtain peak frequency; and calculating the foundation vibration reference mass according to the peak frequency obtained by the foundation mass model.

Description

Foundation vibration reference quality analysis method for large power machine foundation
Technical Field
The invention relates to the technical field of vibration analysis of a large power machine foundation in civil engineering, in particular to a foundation vibration participating quality analysis method of a large power machine foundation.
Background
With the rapid development of industrial technology and social economy, more and more large power machines are gradually put into application, such as ultra-large geotechnical centrifuges, high-speed turbines, ultrahigh-pressure compressors and the like. The operation of a large power machine needs a stable foundation support, and the vibration problem of the foundation under the action of power load cannot be ignored.
At present, for the analysis and research of the basic vibration characteristics of large power machines, the following two traditional classical theoretical systems are mainly available. The first is the theory of "mass-spring-damping" proposed by scholars represented by d.d.barkan, which assumes the basis of an inelastic rigid body with only mass, a spring with no mass and a damper reflecting the damping effect of the system, and analyzes the vibration of the system using a lumped parameter model. The second is the elastic half-space theory proposed by e.reissner et al, which assumes that the foundation soil is a homogeneous, isotropic elastic half-space body with a rigid foundation placed on the surface of the elastic half-space body, analyzed by the elastic fluctuation theory.
At present, the basic design standard of power machines adopted in China GB50040-2020, hereinafter referred to as dynamic standard, is mainly compiled according to the mass-elasticity-resistance theory, and the basic design of conventional large power machines is generally subjected to power calculation and check analysis according to the standard, such as a vibration table, a generator, a crusher, a grinder and the like. With the development of finite element computing technology, numerical simulation software is increasingly applied to the vibration analysis of the power machine foundation, and the computing efficiency and precision of complex foundation structure types are greatly improved.
However, with the progress of research, the problem that the value of the foundation vibration reference quality parameter is still unclear at present for a large power machine foundation in a complex foundation is found. The manual notes 3.4.11 of the written description: the mass change range of the soil is very large, about 0.43-2.9 times of the mass of the foundation, and the relationship between the mass ratio of the soil and the foundation or the bottom area has no obvious regularity. Therefore, in practical analysis, the dynamic regulation does not give a definite foundation vibration reference mass, which results in insufficient theoretical completeness in the analysis of the basic vibration characteristics of the power machine. Especially for large embedded power machine foundations in soft soil foundations, the influence of foundation vibration participating quality on foundation vibration characteristics is obvious, and calculation accuracy is obviously reduced due to value errors.
Disclosure of Invention
The invention provides a foundation vibration participating quality analysis method of a large power machine foundation aiming at the problems in the prior art, introduces a white noise excitation calculation means, can accurately analyze the foundation vibration participating quality of the large power machine foundation under the condition of comprehensively reflecting the actual foundation soil body effect, and has stronger practicability and scientificity.
In order to achieve the purpose, the invention adopts the following technical scheme.
The invention relates to a large power machine foundation vibration mass analysis method, which comprises the following steps:
step 1: establishing a finite element model of a large power machine foundation structure;
step 2: acquiring detailed survey data of the foundation and establishing a finite element model of a solid foundation soil body;
and step 3: establishing a coupling relation between a foundation structure of a large power machine and a foundation soil body;
and 4, step 4: constructing a viscoelastic artificial boundary outside the solid foundation soil body model;
and 5: defining a finite element model of an original foundation soil body as a quality foundation model A, and constructing a non-quality foundation model B according to the finite element model of the original foundation soil body;
and 6: carrying out modal analysis based on the mass-free foundation model B to obtain the vibration mode and the natural vibration frequency of each order of modes of the large power machine foundation under the consideration of the elasticity of the actual foundation soil layer;
and 7: constructing a section of white noise time-course load;
and 8: based on the quality-free foundation model B, carrying out the power time course calculation of white noise excitation;
and step 9: carrying out spectrum analysis on the vibration displacement response obtained by white noise excitation to obtain peak frequency, comparing the peak frequency with the self-vibration frequency of each order obtained by the modal analysis in the step 6, checking the relative deviation of the self-vibration frequency, and verifying the reasonability of the model;
step 10: carrying out power time course calculation of white noise excitation based on the quality foundation model A;
step 11: carrying out spectrum analysis on a vibration displacement response obtained by white noise excitation of the quality foundation model A to obtain peak frequency; calculating the foundation vibration participating quality according to the peak frequency respectively obtained by the quality foundation model A and the non-quality foundation model B;
step 12: and repeating the steps 8-11, and calculating the foundation vibration reference mass of each order of mode.
Preferably, in the step 2, the values of the extension ranges of the solid foundation soil body in the horizontal direction and the vertical direction follow the following principles:
in the horizontal extension direction, the distance L from the outer side of the large power machine foundation structure to the outer side of the solid foundation is not less than the equivalent side length R of the foundation, namely L is more than or equal to R;
wherein, for a large power machine base structure with a round bottom area, R is the diameter; for a large power machine base structure with a square bottom area, taking the side length of R; for large power machine infrastructure with rectangular footprint,
Figure BDA0003490896240000031
wherein A is the base area;
in the vertical extending direction, the distance from the bottom surface of the foundation to the solid ground base surface is not less than the buried depth H of the foundation.
Preferably, in the step 2, the solid foundation is modeled in a layered mode according to the actual soil layer distribution characteristics,considering the layer thickness and the burial depth of each soil layer, the soil body material parameters of the solid foundation comprise the dynamic elastic modulus EdDynamic Poisson ratio mudThe calculation method comprises the following steps of deriving a formula according to an elastic wave fluctuation equation:
Figure BDA0003490896240000032
Figure BDA0003490896240000033
in the formula, rho is the mass density of the soil body and is obtained through indoor tests in the detailed survey data; v. ofpIs the compression wave velocity v of each layer of soil bodysThe shear wave velocity of each layer of soil is obtained through the field sound wave test in the detailed survey data.
Preferably, the coupling relation between the large power machine foundation structure and the foundation soil body is set to be a non-slip constraint coupling relation.
Preferably, in the step 5, the density of the foundation soil body material of the non-mass foundation model B is set to be 0 or 0.1kg/m3Or less than 0.1kg/m3。
Preferably, in step 7, the frequency bandwidth of the white noise time interval load is greater than the frequency range of the power machine load, the minimum time interval is not greater than 0.01s, and the total time interval is not less than 10 s.
Preferably, the step 12 further includes:
and 8-11 are repeated, and when the foundation vibration reference mass of each order mode is calculated, in the step 8 and the step 10, the acting direction of the white noise load is consistent with the vibration deformation direction of the corresponding order mode obtained in the step 6.
Preferably, in the step 9, if the relative deviation of the self-oscillation frequency is checked to be equal to or less than 5%, it indicates that the self-oscillation frequencies obtained by the steps 6 and 9 are basically accurate; and if the relative deviation of the self-vibration frequency is checked to be more than 5%, checking and modifying the model for recalculation.
Preferably, in step 11, the 1 st order ginseng mass m is calculated according to the following formula:
Figure BDA0003490896240000041
in the formula, ωAFor a quality foundation model A, omegaBAnd obtaining peak frequency by white noise excitation of the non-quality foundation model B, wherein M is the total mass of the foundation structure.
Preferably, the method is mainly applied to large power machine embedded foundations; the method can be applied to the foundation of a single host computer and also can be applied to the combined foundation of a plurality of host computers.
The invention has the following beneficial effects:
(1) aiming at the structural characteristics of a large complex foundation, a finite element is adopted for fine modeling, so that the analysis precision is improved;
(2) aiming at the problem of fuzzy dereferencing of foundation quality parameters in the specification, solid foundation modeling is adopted, and a solid foundation model is constructed based on the actually measured foundation dynamic characteristic parameters, so that the method is more accurate;
(3) the characteristics of the large power machine foundation structure such as the natural vibration frequency and the like are calculated by two methods of modal analysis and white noise excitation power time interval calculation, mutual verification is achieved, and higher accuracy is achieved;
(4) based on the comparison of the calculation results of the foundation quality models, the accurate foundation vibration participating quality of each order of mode can be quantitatively obtained, and the method has good scientificity and practicability.
Drawings
FIG. 1 is a flow chart of the method steps of the present invention application.
FIG. 2 is a schematic cross-sectional view of a finite element model according to an embodiment of the present invention.
FIG. 3 is a graphical representation of the results of a 1 st order modal analysis calculation of an example of the present application.
Fig. 4 is a diagram illustrating the calculation results of the 2 nd order modal analysis in the example of the present application.
Fig. 5 is a schematic diagram of the calculation result of the horizontal lateral white noise loading lateral excitation according to the embodiment of the present application.
FIG. 6 is a schematic diagram of the calculation result of the vertical excitation of the horizontal white noise load according to the embodiment of the present application.
Reference numerals: 1. a large power machine infrastructure; 2. a centrifuge main machine; 3. layering foundation; 4. binding constraints of the foundation and the foundation; 5. a viscoelastic artificial boundary.
Detailed Description
The invention is further described with reference to the following figures and detailed description.
As shown in FIG. 1, the invention discloses a large power machine foundation vibration reference quality analysis method. The method comprises the following steps:
step 1, establishing a basic structure model: and establishing a finite element model of the foundation structure of the large power machine. Collecting drawing data of the basic structure to be analyzed, and establishing a three-dimensional geometric model of the basic structure to be analyzed by using three-dimensional modeling software; and then importing the three-dimensional geometric model into finite element calculation software, dividing grids, and giving concrete structure material parameters.
Step 2, establishing an entity foundation model: and establishing a finite element model of the solid foundation. Collecting detailed survey data of the foundation where the large power machine foundation to be analyzed is located, obtaining soil layer distribution characteristics, and calculating power characteristic parameters. And establishing a three-dimensional geometric model of the foundation soil body, importing finite element software, dividing grids, and endowing corresponding material parameters to each soil layer.
In the step 2, the extension range of the solid foundation soil body in the horizontal direction and the vertical direction should be evaluated by combining experience and trial calculation, and the following principle should be followed:
(a) in the horizontal extension direction, the distance L from the outer side of the foundation to the outer side of the solid foundation should be not less than the equivalent side length R of the foundation, i.e. the equivalent side length R of the foundation
L≥R
Wherein, for a base with a round bottom area, R is the diameter; for a base with a square base area, taking the side length of R; for a base with a rectangular base area, the following equation is used
Figure BDA0003490896240000061
Wherein A is the basal area.
(b) In the vertical extending direction, the distance from the bottom surface of the foundation to the solid ground base surface is not less than the buried depth H of the foundation.
And 2, the soil layer distribution characteristics of the solid foundation soil body in the step 2 mainly refer to the layer thickness and the burial depth of each soil layer. The soil material parameters mainly comprise dynamic elastic modulus EdDynamic Poisson ratio mudThe calculation method comprises the following steps of deriving a formula according to an elastic wave fluctuation equation:
Figure BDA0003490896240000062
Figure BDA0003490896240000063
in the formula, rho is the mass density of the soil body and is obtained through indoor tests in the detailed survey data; v. ofpIs the compression wave velocity v of each layer of soil bodysThe shear wave velocity of each layer of soil is obtained through the field sound wave test in the detailed survey data.
Step 3, establishing a structure-foundation coupling relation: and establishing a coupling relation between the foundation structure of the large power machine and the foundation soil body. And respectively selecting nodes on two sides of the contact surface of the foundation structure and the foundation soil body through finite element software, and setting a non-slip constraint coupling relation.
And 4, step 4: setting a viscoelastic artificial boundary: and selecting outer side nodes of the foundation soil body through finite element software, and respectively arranging normal and horizontal springs and damping elements to construct a viscoelastic artificial boundary.
The parameters of the viscoelastic artificial boundary in the step 4 comprise normal and tangential rigidity KNAnd KTAnd damping CNAnd CTThe calculation formula is as follows:
Figure BDA0003490896240000071
CN＝ρvsAB，CT＝ρvsAB
in the formula, alphaNAnd alphaTNormal and tangential stiffness coefficients, which can be 1.0 and 0.5 respectively; gdFor dynamic shear modulus, it can be determined from the dynamic elastic modulus EdAnd dynamic Poisson's ratio mudCalculating to obtain; s is the distance from the boundary node to the vibration source load; a. theBThe area represented by each external node mainly depends on the size of the divided grid; v. ofpIs the compression wave velocity v of each layer of soil bodysAnd (3) for the shear wave velocity, rho is the mass density of the soil body, and the calculation method refers to the step 2.
And 5: defining a quality foundation model A and a non-quality foundation model B: and modifying the model, setting the density rho of the foundation soil body to be 0, and marking as a non-quality foundation model B, wherein the original quality foundation model A is defined as a model quality foundation model A.
In the step 5, in order to form a normal mass matrix during calculation and avoid a calculation error when the mass is 0, the density ρ of the foundation soil material in the non-mass foundation model B may be set to a very small value (0.1 kg/m) according to the actual situation of the software used3And below), the same effect can be achieved.
Step 6: and carrying out modal analysis based on the non-mass foundation model B to obtain the vibration mode and the natural vibration frequency of each order of modes of the foundation under the elastic action of the actual foundation soil layer.
And 7: and constructing a white noise time interval load based on programming software. The minimum time interval of the white noise time interval is not more than 0.01s, and the total time length is not less than 10 s.
And 8: and (3) applying the white noise time-course load in the step (7) on the typical base position of the foundation based on the non-quality foundation model B, carrying out power time-course analysis, and calculating to obtain the vibration displacement response of the typical base part.
In the step 8, the load direction should be consistent with the vibration deformation direction of the 1 st order mode shape obtained in the step 6.
And step 9: carrying out frequency spectrum analysis on the vibration displacement response obtained by white noise excitation to obtain peak frequency omegaB1(ii) a Will peak frequency omegaB1And the 1 st order mode natural vibration frequency omega obtained by the step 6 mode analysis1And comparing and checking the relative deviation. If the deviation is more than 5%, the calculation error is larger, the model needs to be checked and modified for recalculation, and if the deviation is within 5%, the natural vibration frequencies obtained by the two methods are basically accurate and can be mutually verified.
Step 10: and (4) carrying out white noise excitation calculation based on the quality foundation model A, wherein the method is the same as the step 8.
Step 11: carrying out frequency spectrum analysis on the vibration displacement response obtained by white noise excitation of the model A to obtain the peak frequency omegaA1(ii) a According to omegaA1And ωB1Calculating the ground vibration reference mass m of the 1 st order mode1The calculation formula is as follows:
Figure BDA0003490896240000081
in step 11, M is the total mass of the base structure.
Step 12: and 8-11 are repeated, wherein the direction of the white noise load is set to be consistent with the vibration deformation direction of the 2 nd order mode shape obtained in the step 6. The specific calculation order is determined according to the characteristics of the basic structure, and the first 2-3 orders of calculation are generally required.
Fig. 2 to 6 show an embodiment of the present application, which is an embodiment of a large scale embedded centrifuge, and the implementation steps are as follows.
Step 101: and establishing a basic structure model. As shown in FIG. 2, three giant supergravity centrifuges 2 are arranged in a large power machine foundation structure 1, and the frequency range of the power load is 1 Hz-11.1 Hz. The length of the large power machine foundation structure 1 is 90m, the width is 30m, the maximum buried depth is 20m, the foundation material is C40 concrete, and the total mass is 70323 tons.
Step 102: the outside of the foundation structure 1 of the large power machine is an entity foundation soil body, the entity foundation soil body in the embodiment is a layered foundation 3, four layers of typical soil bodies are provided, and soil body material parameters are calculated according to geological survey data; the foundation extends for a distance of 60m in the horizontal direction and 30m downwards.
Step 103: and arranging a non-slip binding constraint 4 on the contact surface of the large power machine foundation structure 1 and the layered foundation 3.
Step 104: and viscoelastic artificial boundaries 5 are arranged at the outer side and the bottom of the layered foundation, and the set spring and damping parameters are calculated according to soil body parameters.
Step 105: defining the above-mentioned quality foundation model A and marking it as model A, then building model copy, changing the density of four layers of soil body in the foundation into 0.1kg/m3And is marked as a non-quality foundation model B.
Step 106: modal analysis is performed based on the non-quality foundation model B, and the obtained mode shapes of the first two-order modes are shown in fig. 3 and 4. Vibration in horizontal and transverse directions on the basis of the 1 st order vibration mode, and the natural vibration frequency is 6.01 Hz; the 2 nd order mode vibration mode is vibration in the horizontal longitudinal direction, and the natural vibration frequency is 7.12 Hz.
Step 107: based on MATALB software, a section of white noise time interval load is constructed by writing commands, the frequency bandwidth is 0-50 Hz, the total length is 10s, and the time interval is 0.01 s.
Step 108: applying a horizontal and transverse white noise load to the non-quality foundation model B, and carrying out power time course calculation; extracting vibration displacement response to perform frequency spectrum analysis to obtain peak frequency omegaB16.05Hz, as shown in fig. 5.
Step 109: will omegaB1Comparing 6.05Hz with the 1 st order modal natural frequency 6.01Hz obtained by modal analysis, the relative deviation is 0.7 percent, which shows that the model is reasonably arranged, and the calculation results obtained by the two methods are basically consistent.
Step 110: applying a horizontal and transverse white noise load to the quality foundation model A, and carrying out power time course calculation; extracting vibration displacement response to perform frequency spectrum analysis to obtain peak frequency omegaA14.10Hz as shown in fig. 5.
Step 111: and calculating according to a formula to obtain the centrifuge foundation mass with the foundation participation vibration mass of the 1 st order horizontal transverse vibration mode being 1.177 times.
Step 112: and in the same way, respectively applying horizontal and longitudinal white noise loads to the non-quality foundation model B and the quality foundation model A, and performing frequency spectrum analysis after obtaining the response to obtain the peak frequency omegaB27.23Hz and ωA25.27Hz, as shown in fig. 6; and calculating to obtain the centrifuge foundation mass of which the foundation vibration reference mass of the 2 nd order horizontal longitudinal vibration mode is 0.779 times.
The above embodiment is only a preferred technical solution of the present invention, and shows that the present invention is still applicable to a more complex multi-machine combination base. It will be appreciated by those skilled in the art that changes in the form and details of the embodiments may be made without departing from the principles and spirit of the invention, and are intended to be within the scope of the invention.

Claims (10)

1. A foundation vibration participating quality analysis method of a large power machine foundation is characterized by comprising the following steps:
step 1: establishing a finite element model of a large power machine foundation structure;
step 2: acquiring detailed survey data of the foundation and establishing a finite element model of a solid foundation soil body;
and step 3: establishing a coupling relation between a foundation structure of a large power machine and a foundation soil body;
and 4, step 4: constructing a viscoelastic artificial boundary outside the solid foundation soil body model;
and 5: defining a finite element model of an original foundation soil body as a quality foundation model A, and constructing a non-quality foundation model B according to the finite element model of the original foundation soil body;
and 6: carrying out modal analysis based on the mass-free foundation model B to obtain the vibration mode and the natural vibration frequency of each order of modes of the large power machine foundation under the consideration of the elasticity of the actual foundation soil layer;
and 7: constructing a section of white noise time-course load;
and 8: based on the quality-free foundation model B, carrying out the power time course calculation of white noise excitation;
and step 9: carrying out spectrum analysis on the vibration displacement response obtained by white noise excitation to obtain peak frequency, comparing the peak frequency with the self-vibration frequency of each order obtained by the modal analysis in the step 6, checking the relative deviation of the self-vibration frequency, and verifying the reasonability of the model;
step 10: carrying out power time course calculation of white noise excitation based on the quality foundation model A;
step 11: carrying out spectrum analysis on a vibration displacement response obtained by white noise excitation of the quality foundation model A to obtain peak frequency; calculating the foundation vibration participating quality according to the peak frequency respectively obtained by the quality foundation model A and the non-quality foundation model B;
step 12: and repeating the steps 8-11, and calculating the foundation vibration reference mass of each order of mode.
2. The method for analyzing the foundation vibration reference quality of the large power machine foundation according to claim 1, wherein in the step 2, the values of the extending ranges of the solid foundation soil body in the horizontal direction and the vertical direction follow the following principles:
in the horizontal extension direction, the distance L from the outer side of the large power machine foundation structure to the outer side of the solid foundation is not less than the equivalent side length R of the foundation, namely L is more than or equal to R;
wherein, for a large power machine base structure with a round bottom area, R is the diameter; for a large power machine base structure with a square bottom area, taking the side length of R; for large power machine infrastructures with rectangular footprint,
Figure FDA0003490896230000021
wherein A is the base area;
in the vertical extending direction, the distance from the bottom surface of the foundation to the solid ground base surface is not less than the buried depth H of the foundation.
3. The method for analyzing the mass of ground foundation of large power machine foundation according to claim 1 or 2, wherein the mass of ground foundation is analyzed by vibration analysisIn the step 2, the solid foundation is modeled in a layered mode according to the distribution characteristics of actual soil layers, the layer thickness and the burial depth of each soil layer are considered, and the soil body material parameters of the solid foundation comprise the dynamic elastic modulus EdDynamic Poisson ratio mudThe calculation method comprises the following steps of:
Figure FDA0003490896230000022
Figure FDA0003490896230000023
in the formula, rho is the mass density of the soil body and is obtained through indoor tests in the detailed survey data; v. ofpIs the velocity of compressional waves, v, of the earth at each levelsThe shear wave velocity of each layer of soil is obtained through the field sound wave test in the detailed survey data.
4. The method for analyzing the foundation vibration reference quality of the large power machine foundation according to claim 1, wherein the coupling relationship between the large power machine foundation structure and the foundation soil body is set to be a non-slip constraint coupling relationship.
5. The method as claimed in claim 1, wherein in step 5, the density of the soil material of the foundation of the non-mass foundation model B is set to 0 or 0.1kg/m3Or less than 0.1kg/m3。
6. The method according to claim 1, wherein in step 7, the frequency bandwidth of the white noise time interval load is greater than the frequency range of the power machine load, the minimum time interval is not greater than 0.01s, and the total time interval is not less than 10 s.
7. The method for analyzing the mass of the foundation of the large power machine foundation according to claim 1, wherein the step 12 further comprises:
and 8-11 are repeated, and when the foundation vibration reference mass of each order mode is calculated, in the step 8 and the step 10, the acting direction of the white noise load is consistent with the vibration deformation direction of the corresponding order mode obtained in the step 6.
8. The method for analyzing the foundation vibration reference quality of the large power machine foundation according to claim 1, wherein in the step 9, if the relative deviation of the self-vibration frequency is checked to be equal to or less than 5%, it indicates that the self-vibration frequencies obtained in the steps 6 and 9 are basically accurate; and if the relative deviation of the self-vibration frequency is checked to be more than 5%, checking and modifying the model for recalculation.
9. The method of analyzing the mass of ground references of a large power machine foundation according to claim 1, wherein in step 11, the mass of ground references of order 1 m is calculated according to the following formula:
Figure FDA0003490896230000031
in the formula, ωAFor a quality foundation model A, omegaBAnd obtaining peak frequency by white noise excitation of the non-quality foundation model B, wherein M is the total mass of the foundation structure.
10. The method for analyzing the foundation vibration reference quality of the large power machine foundation according to claim 1, wherein the method is mainly applied to the large power machine embedded foundation; the method can be applied to the foundation of a single host computer and also can be applied to the combined foundation of a plurality of host computers.
CN202210096339.0A 2022-01-26 2022-01-26 Foundation vibration reference quality analysis method for large power machine foundation Pending CN114595600A (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN202210096339.0A CN114595600A (en) 2022-01-26 2022-01-26 Foundation vibration reference quality analysis method for large power machine foundation

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN202210096339.0A CN114595600A (en) 2022-01-26 2022-01-26 Foundation vibration reference quality analysis method for large power machine foundation

Publications (1)

Publication Number Publication Date
CN114595600A true CN114595600A (en) 2022-06-07

Family

ID=81804427

Family Applications (1)

Application Number Title Priority Date Filing Date
CN202210096339.0A Pending CN114595600A (en) 2022-01-26 2022-01-26 Foundation vibration reference quality analysis method for large power machine foundation

Country Status (1)

Country Link
CN (1) CN114595600A (en)

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN116090257A (en) * 2023-03-07 2023-05-09 中大智能科技股份有限公司 Theoretical model of road roller-soil-based material system
CN116659941A (en) * 2023-07-28 2023-08-29 北京建工环境修复股份有限公司 Design method of mechanical metamaterial, soil sampler and device

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN116090257A (en) * 2023-03-07 2023-05-09 中大智能科技股份有限公司 Theoretical model of road roller-soil-based material system
CN116659941A (en) * 2023-07-28 2023-08-29 北京建工环境修复股份有限公司 Design method of mechanical metamaterial, soil sampler and device
CN116659941B (en) * 2023-07-28 2023-09-29 北京建工环境修复股份有限公司 Design method of mechanical metamaterial, soil sampler and device

Similar Documents

Publication Publication Date Title
CN114595600A (en) Foundation vibration reference quality analysis method for large power machine foundation
CN107315862B (en) Method for establishing open cut foundation pit engineering investigation and simulation parameter relationship
Li et al. A 3D grain-based model for simulating the micromechanical behavior of salt rock
AU2020100727A4 (en) Method For Dynamic Test Of 100 m-High Earth And Rockfill Dam Under Real Stress Field
CN102368277B (en) Building method of load-structure model in view of arch effect of tunnel stress
CN111475882A (en) ABAQUS-based rock mass tunnel concrete structure seismic response numerical simulation analysis method
CN115983062B (en) High arch dam seismic damage assessment method and system based on finite element model correction
CN111553107A (en) Liquefiable site pile foundation random earthquake response analysis and safety evaluation method
CN110414183A (en) Configure the pipe gallery Aseismic Analytical Method of FRP tendons
Motlagh et al. Damage detection in a 3D wind turbine tower by using extensive multilevel 2D wavelet decomposition and heat map, including soil-structure interaction
CN113011062A (en) Transformer substation foundation treatment numerical simulation analysis method
CN113836625A (en) Power transmission tower anti-seismic performance grade division method and system based on power spectrum method
Ma et al. Study on representative volume elements considering inhomogeneity and anisotropy of rock masses characterised by non-persistent fractures
JP6598651B2 (en) Rough stone concrete strength evaluation method and rough stone concrete strength evaluation program
Çelebi et al. Seismic soil response of scaled geotechnical test model on small shaking table
Duan Mechanical characteristics of monopile foundation in sand for offshore wind turbine
Ren et al. Support condition monitoring of monopile-supported offshore wind turbines in layered soil based on model updating
Lv et al. Seismic response characteristics of nuclear island structure at generic soil and rock sites
CN113420427B (en) Rock structural surface shearing continuous-discontinuous numerical method under constant rigidity
CN115455754A (en) Mine hydraulic support design method based on digital twinning
CN113204910A (en) Modeling method of root soil complex finite element model based on ABAQUS
CN112485106A (en) Physical model layered preparation and test method for controlling soil body state parameters
Shah et al. Experimental and computational dynamic response comparison of hybrid and mono windmill towers considering soil–structure interaction
Borsutzky et al. Application of the Domain Reduction Method in Seismic Analyses of Nuclear Power Plants
Taborda et al. Alternative formulations for cyclic nonlinear elastic models: Parametric study and comparative analyses

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