CN-120848169-B - Vibration-sedimentation-amount-based underwater rock block cushion vibration density parameter control method and system

CN120848169BCN 120848169 BCN120848169 BCN 120848169BCN-120848169-B

Abstract

The invention discloses a vibration density parameter control method and system of an underwater stone cushion layer based on vibration settlement, wherein the method comprises the steps of S100, establishing a vibration system of the stone cushion layer based on a spring-damping-centralized mass theory, S200, carrying out stress analysis on the vibration system of the stone cushion layer to obtain an integral dynamics equation of a vibration device and a reference stone, S300, combining the integral dynamics equation in the step S200 with displacement of the vibration system to obtain a third-order differential equation related to elastic deformation, S400, combining the integral dynamics equation in the step S200 with soil counterforce to obtain a second-order differential equation related to elastic deformation, S500, compiling an iterative algorithm based on a Dragon-Ku-ta method, solving the differential equation to obtain a numerical solution, S600, obtaining an output parameter in the vibration process, and adjusting an input value of the vibration system according to the output parameter. The elasticity, damping and plastic deformation of the block stone cushion layer in the vibration compaction process are comprehensively considered.

Inventors

WU QIXIAN
FU BAIYONG
Lu Xingbang
ZHANG LEI
Yu Shuangwu
GUO CHAO
HAN DONGDONG

Assignees

佛山市顺德区代建项目中心(佛山市顺德区工程建设中心)
中交公路长大桥建设国家工程研究中心有限公司

Dates

Publication Date: 20260512
Application Date: 20250522

Claims (8)

1. The method for controlling the vibration density parameters of the underwater rock block cushion layer based on the vibration sedimentation quantity is characterized by comprising the following steps: s100, establishing a vibration system of the block stone cushion layer vibration density based on a spring-damping-centralized mass theory; S200, carrying out stress analysis on a vibration system of the vibration density of the stone cushion layer to obtain an integral dynamics equation of the vibration device and the reference vibration stone; s300, combining the integral dynamics equation in the step S200 with the displacement of the vibration system to obtain a third-order differential equation about elastic deformation; S400, combining the integral dynamics equation in the step S200 with the soil body counter force to obtain a second-order differential equation about elastic deformation; s500, compiling an iterative algorithm based on a Dragon' S library tower method, and solving a differential equation to obtain a numerical solution; S600, obtaining an output parameter in the vibration process according to the obtained numerical solution, and adjusting an input value of the vibration system according to the output parameter; In step S200, under the action of the exciting force, the vibrating device and the stone cushion layer are always kept in contact, and at this time, the vibrating device and the stone cushion layer are regarded as a whole, and the vibrating device and the stone cushion layer comprise two degrees of freedom; The mass of the vibrating system comprises the mass of the vibrating device Mass of stone block Two parts; The stone cushion layer adopts a viscoelastic plastic element model, wherein 、 The spring coefficient and the plastic coefficient of the spring element respectively, Is the damping coefficient of the kettle sticking element; And taking into account the buoyancy effect of water, but not the resistance of water; spring coefficient of the spring element Damping coefficient of a kettle-sticking element All according to the current dynamic shear modulus The method specifically comprises the following steps: (28) (29) Wherein, the For the equivalent radius of the tamper, the equivalent radius of the tamper From its length Sum width of The method specifically comprises the following steps: (30) Is the poisson's ratio of the block stone, Is the density of the stone block; Considering the thickness H of the rock block cushion and considering the lower part of the cushion as a rigid body, the effect of the limited cushion thickness H on the improvement of the deformation rigidity is considered, and the elasticity coefficient of the spring element is calculated Damping coefficient of a kettle-sticking element The method comprises the following steps: (31) (32)
2. the method for controlling the vibration density parameter of the underwater rock block cushion based on the vibration and sedimentation amount according to claim 1, wherein the dynamic modulus of the rock block is continuously reduced along with the increase of the strain, and the relationship between the dynamic modulus and the dynamic modulus is as follows: (33) Wherein, the For the current dynamic shear strain of the rock block cushion, For the current dynamic shear stress of the rock block cushion, For the dynamic shear modulus of the rock block cushion, Dynamic shear strain for the reference state of the rock block cushion, The dynamic shear stress is the reference state, Dynamic shear modulus for the reference state of the rock block cushion, Dynamic shear modulus of reference state of the rock block cushion layer The method is determined according to the void ratio, and specifically comprises the following steps: (34) Wherein, the Is the pore ratio of the block stone cushion layer, For the effective confining pressure of the initial state of the block stone cushion, the confining pressure of the block stone cushion is taken when the vibrating hammer is placed at the top of the block stone cushion in a static mode.
3. The method for controlling vibration density parameters of an underwater stone cushion based on vibration and sedimentation according to claim 2, wherein the plasticity coefficient is as follows By coefficient of elasticity Determining that the relation between the two is as follows: (35) Wherein, the Is a plastic parameter, the value range is 0-1, when When=0, the corresponding plasticity coefficient The block stone cushion layer shows ideal plasticity when =0 When the number of the codes is =1, Approaching infinity, the stone cushion layer now appears to be fully elastic; in the vibration compaction process of soil and stones, the compactness of soil is gradually improved, the plastic rigidity is also increased, and the plastic parameters thereof are also increased Gradually increasing and eventually tending towards a steady state, at which point the plasticity coefficient The time t for the vibration system to operate is determined by: (36) Wherein, the And Is a transform coefficient over time.
4. The method for controlling the vibration density parameter of an underwater stone cushion based on the vibration and sedimentation amount according to claim 3, wherein in step S200, the overall kinetic equation of the vibration device and the reference stone is: (1) Wherein, the For the displacement of the vibrating device and the vibrating stone, In order to apply an exciting force to the system, Is the buoyancy force of the vibrating device and the vibrating stone in the water, For the rotational angular velocity of the eccentric mass, For the magnitude of the excitation force, T is the time for which the vibration system is running, Is the counterforce of the soil body.
5. The method for controlling vibration density parameters of an underwater stone mat based on vibration and sedimentation according to claim 4, wherein in step S300, the displacement of the vibration system is the displacement of the vibration device and the reference stone Which is equal to the elastic deformation of the rock block cushion Plastic deformation with a rock block cushion The sum is that: (5) the combination of formula (1) and formula (5) gives a composition concerning elastic deformation Is a third order differential equation: (6) Wherein, the Coefficient of and 、、 The method comprises the following steps of: (7) (8)
6. The method for controlling vibration density parameters of an underwater stone cushion layer based on vibration and sedimentation amount according to claim 5, wherein in step S400, when the exciting force enters the unloading stage, the soil body in the vibration system is only elastically deformed, the vibration device is in contact with the soil body, and the system has two degrees of freedom; At this time, since plastic deformation cannot be recovered, the relationship between the displacement of the vibration device and the elastic deformation and plastic deformation is: (9) Wherein, the For the plastic deformation of the previous elastoplastic stage, which is a constant, the derivation of equation (9) is obtained: (10) At this time, the soil body counter force The method comprises the following steps: (11) the combined type (1), (9), (10) and (11) obtain the elastic deformation of the soil body Is the second order differential equation of (2): (12)
7. the method for controlling vibration density parameters of an underwater stone mat based on vibration and sedimentation according to claim 6, wherein in step S500, the plasticity coefficient of the stone mat is The plastic deformation of the soil body can be smaller and smaller along with the continuous increase of the vibration compaction process; When (when) When reaching infinity, the effect is ignored, and at the moment, the soil body counter force The calculation formula of (c) is as follows, (13) The calculation formula of the displacement is that, (14) Obtained from the formula (3): (15) The vibration equation of formula (15) is: (16) The stable response of equation (16), i.e., the displacement relationship during underwater vibration, is set as: (17) Wherein, the For the amplitude of the vibration system, For the phase angle of the vibrating system, Is normally bright for displacement.
8. An underwater rock cushion vibration density parameter control system based on vibration and sedimentation, which is used for realizing the underwater rock cushion vibration density parameter control method based on vibration and sedimentation as set forth in any one of claims 1-7, and is characterized by comprising the following steps: The system building module is used for building a vibration system of the block stone cushion layer vibration density based on a spring-damping-centralized mass theory; The stress analysis module is used for carrying out stress analysis on the vibration system of the vibration density of the rock block cushion layer to obtain an integral dynamics equation of the vibration device and the reference vibration rock block; The first combination module is used for combining the integral dynamics equation in the step S200 with the displacement of the vibration system to obtain a third-order differential equation about elastic deformation; The second combination module is used for combining the integral dynamics equation in the step S200 with the soil body counter force to obtain a second-order differential equation about elastic deformation; the solving module is used for compiling an iterative algorithm based on a Dragon library tower method, and solving the differential equation to obtain a numerical solution of the differential equation; and the parameter feedback module is used for obtaining an output parameter in the vibration process according to the obtained numerical solution and adjusting the input value of the vibration system according to the output parameter.

Description

Vibration-sedimentation-amount-based underwater rock block cushion vibration density parameter control method and system Technical Field The invention belongs to the technical field of cushion settlement calculation, and particularly relates to a method and a system for controlling vibration density parameters of an underwater rock block cushion based on vibration settlement. Background The vibration compaction technology is widely applied to the earth and stone engineering, so that the research on the interaction mechanism of the soil body and the vibratory roller becomes a core problem in the field of engineering mechanics. In order to reveal the dynamic response of vibration compaction equipment to soil, various vibration compaction models are proposed in the prior art. The vibration road roller-soil system is described by a classical two-degree-of-freedom centralized mass model which adopts a linear elastic vibration theory and a centralized mass-spring-damping system, wherein the centralized mass is used for simulating the inertial characteristics of a vibration wheel and a soil body of the road roller, the spring is used for simulating the elastic response of the system, and the damping is used for simulating the energy loss caused by friction, internal energy consumption and the like. The viscosity and elastic response of the soil mass is described by a parallel linear spring and damper model assuming the mass is a complete elastomer. The model is widely applied due to the simplicity and the clear physical meaning, but the simplification assumption of the model cannot describe the nonlinear and plastic deformation of the soil body in the vibration compaction process, so that the model has limitations in practical engineering application. Along with the deep understanding of the nonlinear behavior of the soil body, a nonlinear elastic model is also provided. The model divides the soil mass vibration compaction process into two stages of contact and separation, and adopts piecewise linear rigidity to describe the rigidity change of the soil mass. The nonlinear characteristics of the soil body can be reflected, but the plastic deformation of the soil body can not be effectively described. In practical engineering, plastic deformation of a soil body, particularly in the early stage of vibration compaction, usually presents a strong plastic characteristic, so that the behavior of the soil body cannot be comprehensively represented only by relying on a nonlinear viscoelastic model. In order to consider the plastic property of the soil mass in the vibration compaction process, a plastic element is introduced on the basis of a viscoelastic model, and a viscoelastic-plastic model is formed. The model can simultaneously consider the elasticity, damping and plastic deformation of the soil body. Specifically, in the vibrocompaction process, the soil mass generates a part of unrecoverable plastic deformation besides elastic deformation and viscoelastic deformation. The plastic deformation directly determines the settlement in the vibration compaction process, and is important to the vibration compaction effect, deformation modulus and shear strength of the cushion layer. Therefore, the viscoelastic-plastic model can comprehensively describe the soil response in the vibration compaction process, and particularly the transition from loose to compact states. However, the viscoelastic-plastic model still has a certain challenge in practical application. First, the complexity of the viscoelastic-plastic model makes the determination of its parameters more difficult. Especially when considering the multistage compaction process, how to accurately determine the soil parameters of each stage becomes a key problem because the mechanical properties of the soil are continuously changed. Secondly, because different soil body types have differences in plastic deformation characteristics and constitutive models, the universality of the viscoelastic-plastic model is also limited. Disclosure of Invention Aiming at the defects or improvement demands of the prior art, the invention provides a vibration density parameter control method and system for an underwater rock block cushion layer based on vibration settlement, and a vibration density mechanism of the rock block cushion layer is discussed by selecting a viscoelastic-plastic model based on a spring-damping-centralized mass theory. The applicability and reliability of the model are improved through theoretical deduction research and calculation parameter determination, and more accurate prediction and guidance are provided for engineering practice. The model can comprehensively consider elasticity, damping and plastic deformation of the block stone cushion layer in the vibration compaction process, and describes the conversion process of the block stone from loose to compact. In order to achieve the above object, according to a first aspect of the embodiments of the present i