CN114969951A - Numerical calculation method and device for reinforced earth structure, storage medium and electronic equipment - Google Patents
Numerical calculation method and device for reinforced earth structure, storage medium and electronic equipment Download PDFInfo
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Abstract
The invention discloses a numerical calculation method, a numerical calculation device, a storage medium and electronic equipment of a reinforced earth structure, wherein the method comprises the following steps: carrying out stress analysis on the reinforced soil, and calculating the average level equivalent additional stress increment applied to the filling soil based on the axial force distribution of the reinforced soil and the influence range of the reinforcement effect of the reinforced soil; based on a Duncan model, calculating filling modulus and filling strength increment according to the original filling stress and the main stress determined by the average level equivalent additional stress increment applied to the filling; constructing a reinforced soil structure numerical model according to the filling modulus and the filling strength increment; and performing numerical calculation according to the numerical model of the reinforced soil structure. By implementing the method, the influence of the axial force distribution of the reinforcement on the equivalent additional stress is considered when the model is constructed, and the influence range and the spatial distribution rule of the equivalent additional stress in the filled soil are considered, so that the calculation result of the model is more accurate. And no rib material unit and a rib soil contact surface unit are required to be arranged, so that the modeling efficiency is improved.
Description
Technical Field
The invention relates to the technical field of geotechnical engineering, in particular to a method and a device for calculating a numerical value of a reinforced soil structure and a storage medium.
Background
Reinforced earth is generally composed of geosynthetics and compacted fill which are laid alternately, wherein the geosynthetics mainly comprise geogrids and geotextiles. In the reinforced soil body, the reinforced material can well make up the defect of low tensile strength of filled soil, and the lateral deformation of the soil body is limited through the friction and the interlocking effect between reinforced soils, so that the reinforced soil has higher strength and rigidity. Through further research on a reinforcement mechanism, the reinforcement effect of the reinforcement materials is not limited to the friction effect of a reinforcement soil interface, and the soil body in a certain range around the reinforcement materials is also reinforced.
With the continuous maturity of numerical calculation methods, the application of the numerical calculation methods in geotechnical engineering is also wider and wider. The existing numerical calculation method for reinforced soil mainly comprises a reinforced soil separation analysis method, a composite material analysis method, an equivalent additional stress analysis method and an equivalent spring method. However, the existing numerical calculation methods cannot well describe the reinforcement effect of the reinforcement materials on the soil body, so that a calculation result has certain deviation from the actual situation.
Disclosure of Invention
In view of this, embodiments of the present invention provide a method and an apparatus for calculating a numerical value of a reinforced earth structure, and a storage medium, so as to solve a technical problem in the prior art that a certain deviation exists between the actual situation and the calculation of a reinforcement effect by using an existing numerical value calculation method.
The technical scheme provided by the invention is as follows:
a first aspect of an embodiment of the present invention provides a method for calculating a numerical value of a reinforced earth structure, including: carrying out stress analysis on the reinforced soil, and calculating the average level equivalent additional stress increment applied to the filling soil based on the axial force distribution of the reinforced soil and the influence range of the reinforcement effect of the reinforced soil; based on a Duncan model, calculating filling modulus and filling strength increment according to the original filling stress and the main stress determined by the average level equivalent additional stress increment applied to the filling; constructing a reinforced soil structure numerical model according to the filling modulus and the filling strength increment; and performing numerical calculation of the reinforced earth structure according to the numerical model of the reinforced earth structure.
Optionally, the method includes performing stress analysis on the reinforced earth, and calculating an average equivalent additional stress increment applied to the filled earth based on the bar axial force distribution of the reinforced earth and the influence range of the bar reinforcement effect, including: acquiring reinforcement parameters, wherein the reinforcement parameters comprise reinforced retaining wall design parameters, filling parameters and reinforcement parameters; calculating the axial force distribution of the reinforcement material in unit width according to the reinforcement parameters; and calculating the average equivalent additional stress increment applied to the filled soil according to the influence range of the reinforcement effect of the reinforcement determined by the stress analysis and the axial force distribution of the reinforcement in unit width.
Optionally, calculating an average equivalent additional stress increment applied to the filled earth according to the influence range of the reinforcement effect of the reinforcement determined by the stress analysis and the axial force distribution of the reinforcement in unit width, including: obtaining the shear stress distribution of the rib-soil interface according to the axial force distribution conversion of the rib material with unit width; determining the shear stress value of each section in the influence range according to the influence range of the reinforcement effect of the reinforcement material determined by the stress analysis and the shear stress distribution of the reinforcement-soil interface; calculating the total additional force generated by the reinforcement action of the reinforcement material according to the shear stress value of each section in the influence range; and calculating the average equivalent additional stress increment applied to the filling according to the ratio of the total additional force to the width of the reinforced soil and the particle size of the maximum filling soil particles.
Optionally, calculating a fill modulus and a fill strength increment according to a principal stress determined by an original fill stress and an average level equivalent additional stress increment applied to the fill based on the duncan model, including: determining the current horizontal stress of the filled soil according to the original horizontal stress in the filled soil and the equivalent average additional stress increment applied to the filled soil; calculating the maximum principal stress and the minimum principal stress according to the current horizontal stress of the filled soil, the vertical stress in the filled soil and the shear stress in the filled soil; calculating a filling modulus according to the internal friction angle of filling, the maximum principal stress and the minimum principal stress based on a Duncan tensile model; and calculating the filling strength increment according to the maximum principal stress and the minimum principal stress.
Optionally, constructing a reinforced soil structure numerical model according to the filling modulus and the filling strength increment, including: converting the fill modulus to a shear modulus and a bulk modulus; and constructing a reinforced soil structure numerical model according to the filling strength increment, the shear modulus and the volume modulus.
Optionally, the influence range of the reinforcement effect of the reinforcement material is a preset height range of the upper surface and the lower surface of the reinforcement material, the preset height is a preset multiple of the particle size of the maximum soil filling particles, and the preset multiple is fifteen times.
A second aspect of the embodiments of the present invention provides a numerical calculation apparatus for a reinforced earth structure, including: the increment calculation module is used for carrying out stress analysis on the reinforced soil and calculating the average level equivalent additional stress increment applied to the filling soil based on the axial force distribution of the reinforced soil and the influence range of the reinforcement action of the reinforced soil; the filling parameter calculation module is used for calculating filling modulus and filling strength increment according to the original filling stress and the main stress determined by the average level equivalent additional stress increment applied to the filling based on the Duncan tensile model; the model construction module is used for constructing a reinforced soil structure numerical model according to the filling modulus and the filling strength increment; and the calculation module is used for calculating the numerical value of the reinforced earth structure according to the numerical value model of the reinforced earth structure.
A third aspect of the present embodiment provides a computer-readable storage medium storing computer instructions for causing a computer to execute the method for calculating a numerical value of a reinforced earth structure according to any one of the first aspect and the second aspect of the present embodiments.
A fourth aspect of an embodiment of the present invention provides an electronic device, including: a memory and a processor, the memory and the processor being communicatively connected to each other, the memory storing computer instructions, and the processor executing the computer instructions to perform the method for calculating a numerical value of a reinforced earth structure according to any one of the first aspect and the first aspect of the embodiments of the present invention.
The technical scheme provided by the invention has the following effects:
according to the method, the device and the storage medium for calculating the numerical value of the reinforced soil structure, provided by the embodiment of the invention, the reinforced soil is subjected to stress analysis, the average level equivalent additional stress increment applied to the filled soil is calculated based on the axial force distribution of the reinforced soil and the influence range of the reinforcement effect of the reinforced soil, and the filling modulus and the filling strength increment calculated by the increment are adopted when a numerical model of the reinforced soil structure is constructed, so that the influence of the axial force distribution of the reinforced soil on the equivalent additional stress is considered when the model is constructed, the influence range and the space rule of the equivalent additional stress in the filled soil are considered, and the model calculation result is more accurate. Meanwhile, mechanical property analysis is carried out on the reinforced soil, a reinforcement unit and a reinforced soil contact surface unit do not need to be arranged, and modeling efficiency is improved.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below, and it is obvious that the drawings in the following description are some embodiments of the present invention, and other drawings can be obtained by those skilled in the art without creative efforts.
Fig. 1 is a flowchart of a numerical calculation method of a reinforced earth structure according to an embodiment of the present invention;
FIG. 2 is a fragmentary view of axial force of a tendon according to an embodiment of the present invention;
FIG. 3 is a schematic diagram of an equivalent additional stress segment according to an embodiment of the invention;
FIG. 4 is a graph of the variation law of the base 0.7 exponential sum according to an embodiment of the present invention;
fig. 5 is a schematic view of a numerical model grid for a reinforced retaining wall according to an embodiment of the present invention;
fig. 6 is a block diagram of a numerical calculation apparatus of a reinforced earth structure according to an embodiment of the present invention;
FIG. 7 is a schematic structural diagram of a computer-readable storage medium provided in accordance with an embodiment of the present invention;
fig. 8 is a schematic structural diagram of an electronic device provided in an embodiment of the present invention.
Detailed Description
In order to make the technical solutions of the present invention better understood, the technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
The terms "first," "second," "third," "fourth," and the like in the description and in the claims, as well as in the drawings, are used for distinguishing between similar elements and not necessarily for describing a particular sequential or chronological order. It will be appreciated that the data so used may be interchanged under appropriate circumstances such that the embodiments described herein may be practiced otherwise than as specifically illustrated or described herein. Furthermore, the terms "comprises," "comprising," and "having," and any variations thereof, are intended to cover a non-exclusive inclusion, such that a process, method, system, article, or apparatus that comprises a list of steps or elements is not necessarily limited to those steps or elements expressly listed, but may include other steps or elements not expressly listed or inherent to such process, method, article, or apparatus.
As described in the background art, the current methods for calculating the numerical value of reinforced earth mainly include a reinforced earth separation analysis method, a composite material analysis method, an equivalent additional stress analysis method, and an equivalent spring method. For the reinforcement-soil separation analysis method, a soil body and a reinforcement material are considered separately, the filling soil is not changed before and after reinforcement, the reinforcement material is considered as an elastic rod (in a two-dimensional model) or an elastic film (in a three-dimensional model) which can only bear tensile force but not pressure, the interaction between the reinforcement and the soil is considered through an interface unit, and the interface has own constitutive relation. Regarding the composite material method, the reinforced earth is regarded as a macroscopically homogeneous composite body, and a macroscopically constitutive model of the reinforced earth and the relation between the macroscopically constitutive model and the microscopic stress strain of the reinforced material and the filled earth are established under various assumed conditions. For the equivalent additional stress method, the reinforcement effect is equivalent to additional confining pressure, the additional confining pressure is applied to the framework of the soil according to the direction of reinforcement arrangement, and in view of the fact that the proportion of the reinforcement materials relative to the filled soil is small, reinforcement material units and interface units do not appear in the simulation analysis of the reinforced soil body. The method superimposes the action of reinforcement equivalent to the additional stress of the reinforcement on the framework of the soil, only a soil body constitutive model is required to appear in the model, and the reinforcement and a reinforcement-soil interface constitutive model are not appeared. For the equivalent spring method, a corresponding mechanical model is established on the basis of a wedge body failure mode of the reinforced retaining wall, wherein the soil body is simulated by a Mohr-Coulomb constitutive model, the rib material is simulated by an ideal elastic-plastic spring, and the panel is simulated by a linear elastic spring, namely, a horizontal spring is applied to the soil body unit nodes at the positions of the reinforcement and the panel to limit the deformation of the soil body.
However, the existing numerical calculation methods have certain defects. For example, for a rib-soil separation analysis method, an interface unit is arranged between a soil body and a rib material to consider the rib-soil interaction, and the mechanical properties of the filled soil are not changed before and after the reinforcement, which is not consistent with the research result that the rib material has a certain influence range in the filled soil. Furthermore, when the interface unit is installed, the mechanical properties thereof are often set to the same parameters in the longitudinal direction of the rib, and the change thereof in the longitudinal direction of the rib is not considered. In addition, for the small-spacing reinforced earth, if too many interface units are arranged in the calculation grid, the influence of the earth body and the reinforced material on the calculation result can be covered. For the composite method, there is a major problem in assuming an ideal condition, such as assuming that the anisotropic reinforced earth is macroscopically homogeneous or has a transverse isotropy. Secondly, the parameters of the macroscopic constitutive model of the reinforced soil are difficult to reasonably determine. The "equivalent additional stress" does not take into account the variation with distance from the web-soil interface for the equivalent additional stress method. For the equivalent spring method, although the rib and the contact surface are not separately arranged, only the tension action generated by the rib is considered, and the reinforcement action of the influence range generated by the rib on the filling soil is not considered.
In view of this, the embodiment of the present invention provides a method for calculating a numerical value of a reinforced earth structure, which considers the influence of the axial force distribution of the reinforced material on the equivalent additional stress, and the influence range and the spatial distribution rule of the equivalent additional stress in the filled earth, and realizes the calculation of the stressed deformation of the reinforced earth structure under different loads.
According to an embodiment of the present invention, there is provided a method for calculating a numerical value of a reinforced earth structure, it should be noted that the steps shown in the flowchart of the drawings may be executed in a computer system such as a set of computer executable instructions, and although a logical order is shown in the flowchart, in some cases, the steps shown or described may be executed in an order different from that here.
In this embodiment, a method for calculating a numerical value of a reinforced earth structure is provided, which can be used in electronic devices, such as a computer, a mobile phone, a tablet computer, and the like, fig. 1 is a flowchart of the method for calculating a numerical value of a reinforced earth structure according to an embodiment of the present invention, and as shown in fig. 1, the method includes the following steps:
step S101: and (3) carrying out stress analysis on the reinforced soil, and calculating the average level equivalent additional stress increment applied to the filled soil based on the axial force distribution of the reinforced soil and the influence range of the reinforcement action of the reinforced soil.
Specifically, for the convenience of analysis, the length is selected as
Height of S v The unit bodies are subjected to stress analysis, and the reinforced soil generates shear stress at a rib-soil interface under the action of load
And the shear stress increment generated from the first layer to the nth layer of soil particles in the filling layer is respectively as follows:
setting the average transmission efficiency between the soil particles of the adjacent layers to be 0.7, and expressing the relation between the shear stress increment and the shear stress of the rib-soil interface as
。
As the value of n increases, the value of n,
coefficient of (2)
Is gradually reduced when
Less than or equal to a preset value (wherein, the
The preset value of (a) is a number close to 0), the shear stress of the nth layer of soil particles is close to 0, when the number of layers of the soil particles is greater than n, the reinforcement material has a very small constraint effect on the soil particles and can be ignored, therefore, n is considered to be the number of force transmission influence layers of the reinforcement material on the soil particles, the reinforcement material generates shear stress on the upper side and the lower side of the reinforcement material, when the upper end and the lower end of each layer of filling layer are provided with the reinforcement material, the thickness of each layer of filling layer (namely the distance d between two adjacent layers of reinforcement materials) is 2n times of the height of each layer of soil particles, wherein the height of the soil particles is the maximum particle diameter d of the soil particles max Thus obtaining d =2n · d max
Further, for lengths of
Height of S v The total additional force generated by the reinforcement of the rib material
Is shown as
Namely, it is
Wherein W represents the width of the reinforced earth, and as shown in fig. 4, fig. 4 is a graph showing the variation trend of the index based on 0.7 and the number of terms of the index, and it can be seen from fig. 4 that the index based on 0.7 and the upward convex variation law are adopted, the increase rate of the sum is continuously reduced with the increase of the index term, and when the index term reaches 15 terms (i.e. n = 15), the index sum is basically not increased, the number of the force transmission influencing layers of the reinforcement material on the earth particles is considered to be 15, so as to obtain d =30d max . Because the transmission influence layer number of the rib on the soil particles is 15, the influence range of the rib reinforcement effect can be determined to be that the height of the upper surface and the height of the lower surface of the rib are 15d max The range of (1). That is, the influence range varies with the variation of the maximum earth-filling particle size, and for example, when the maximum earth-filling particle size is larger, the influence range is also increased, and when the maximum earth-filling particle size is smaller, the influence range is also decreased.
Meanwhile, in the reinforced soil structure, the bars at the same position can generate bar axial force in different directions and different sizes, namely, different shear stress can be generated on bar-soil interfaces at different positions, so that the axial force distribution of the bars in the reinforced soil structure can be calculated, and corresponding shear stress is obtained.
After determining the influence range of the rib material, when analyzing the axial force distribution of the rib material, taking the rib material asThe center is selected to have a length L and a height of 30d max I.e. the height of the upper surface and the lower surface of the rib material is 15d max The influence range of (a) was analyzed as shown in fig. 2. And (5) segmenting the ribs on the left side and the right side of the destruction surface within the influence range by taking the Rankine destruction surface as a boundary, wherein the length of each section of rib is x. In the figure T l (x 1 ) Axial force, T, of the first section of reinforcement divided on the left side of the fracture surface l (x 2 ) Axial force, T, of the second section of reinforcement divided on the left side of the fracture surface r (x 1 ) Axial force, T, of the first section of reinforcement divided on the right side of the fracture surface r (x 2 ) And the axial force of the second section of the rib material divided at the right side of the damage surface is shown, and the like. And finally, the axial force distribution of the reinforcement materials of the corresponding reinforced earth structure can be obtained.
The axial force distribution is obtained by performing segmentation processing on the rib materials on two sides of the Rankine fracture surface, so that the average level equivalent additional stress increment applied to the filling is obtained by superposing the calculated average level equivalent additional stress increments on each filling. As shown in figure 3 of the drawings,
represents the calculated value of the average equivalent additional stress increment on the first section of the filling on the left side of the failure surface,
represents the calculated value of the average equivalent additional stress increment on the second section of the filling on the left side of the failure surface,
represents the calculated value of the average equivalent additional stress increment on the first section of the filling on the right side of the failure surface,
and the calculated value of the average equivalent additional stress increment on the second section of the filling on the right side of the failure surface is shown, and the like. Whereby the average level of equivalent additional stress increase applied to the first section of fill on the left side of the failure plane is equal to
The average level equivalent additional stress increment applied to the second section of filling on the left side of the failure surface is equal to
The average level equivalent additional stress increment applied to the nth section of filling on the left side of the failure surface is equal to
The same is true on the right side of the fracture surface, and the direction of the average equivalent additional stress on the left and right sides of the fracture surface is opposite.
Step S102: and calculating the filling modulus and the filling strength increment according to the original filling stress and the main stress determined by the average equivalent additional stress increment applied to the filling based on the Duncan model. Specifically, the calculated average level equivalent additional stress increment applied to the filling soil and the corresponding reinforced soil structure are imported into two-dimensional finite difference software FLAC by adopting FISH language 2D And constructing an equivalent additional stress model of the reinforced earth structure.
The required model parameters are calculated in two-dimensional finite element software on the basis of the dunken model. Since the dunken model acts as a nonlinear constitutive model, the relationship between stress and strain is reflected. The filling modulus is related to soil deformation, and the filling strength increment is related to the soil ultimate bearing energy, so that the filling modulus and the filling strength increment required by the model can be calculated through the Duncan model.
Step S103: and constructing a reinforced soil structure numerical model according to the filling modulus and the filling strength increment. Specifically, the filling modulus and the filling strength increment can be used as input parameters of the model, and the filling modulus and the filling strength increment are input into the equivalent additional stress model for simulation, so that the numerical model of the reinforced soil structure can be obtained.
Step S104: and performing numerical calculation of the reinforced earth structure according to the numerical model of the reinforced earth structure. After the model is built, deformation monitoring points are set in the model, and monitoring data of the corresponding deformation points can be obtained through simulation calculation of the model. The monitoring data specifically comprise vertical settlement of the top of the reinforced retaining wall and the like.
According to the numerical calculation method of the reinforced soil structure provided by the embodiment of the invention, the reinforced soil is subjected to stress analysis, the average equivalent additional stress increment applied to the filling is calculated based on the axial force distribution of the reinforced soil and the influence range of the reinforcement effect of the reinforced soil, and the filling modulus and the filling strength increment calculated by the increment are adopted when the numerical model of the reinforced soil structure is constructed, so that the influence of the axial force distribution of the reinforced soil on the equivalent additional stress is considered when the model is constructed, and the influence range and the space rule of the equivalent additional stress in the filling are considered, so that the model calculation result is more accurate. Meanwhile, mechanical property analysis is carried out on the reinforced soil, a reinforcement unit and a reinforced soil contact surface unit do not need to be arranged, and modeling efficiency is improved.
In one embodiment, the method for analyzing the stress of the reinforced earth and calculating the average level equivalent additional stress increment applied to the filled earth based on the bar axial force distribution of the reinforced earth and the influence range of the bar reinforcement effect comprises the following steps:
step S201: and acquiring reinforcement parameters, wherein the reinforcement parameters comprise reinforced retaining wall design parameters, filling parameters and reinforcement parameters. Specifically, the design parameters of the reinforced retaining wall comprise the height H of the retaining wall and the reinforced distance S v And a reinforcement length L; the filling parameters comprise a filling internal friction angle phi, a filling cohesive force c, a shearing expansion angle psi and the like; the parameters of the rib material comprise modulus J of the rib material r And the like. The soil filling parameters are obtained through an indoor unconsolidated and non-drainage triaxial test, and the reinforcement parameters are obtained through an indoor tensile test.
Step S202: and calculating the axial force distribution of the reinforcement material in unit width according to the reinforcement parameters.
Specifically, the axial force distribution of the reinforcement per unit width is calculated by the following formula:
in the formula (I), the compound is shown in the specification,
，
，
，
Step S203: and calculating the average equivalent additional stress increment applied to the filled soil according to the influence range of the reinforcement effect of the reinforcement determined by the stress analysis and the axial force distribution of the reinforcement in unit width. Specifically, after the axial force distribution of the reinforcement with the unit width is calculated by the above formula, the conversion relationship between the axial force distribution of the reinforcement and the shear stress distribution of the reinforcement-soil interface is obtained
The axial force distribution of the reinforcement is converted into shear stress distribution of the reinforcement-soil interface. Meanwhile, when the axial force distribution analysis of the rib material is carried out, the length is L, and the height is 30d max If the influence range of the shear stress is analyzed in a segmented manner, the shear stress of each segment can be calculated according to the segmentation. Specifically, for the shear stress at an Δ x of each segment, the coordinates of the center point of each segment can be substituted into the bar-soil interface shear stress distribution calculation formula to obtain the average value of the shear stress of each segment of the bar-soil interface
。
And the length of the obtained product is
Height of S v In the unit body, the total additional force generated by the reinforcement of the rib material
The shear stress of the rib-soil interface obtained by the conversion
Substituted into the above-mentioned additional force
In the calculation formula (2), the corresponding segment is obtainedAdditional force
Wherein, it should be noted that n is 15 in the additional force calculation.
And the average level equivalent additional stress increment applied to the fill is expressed by the following formula:
from the above analysis, the calculation is
The average level equivalent additional stress increment on the fill of each segment is summed with the average level equivalent additional stress increment applied to the fill of the corresponding segment prior to each segment. For example, the average level equivalent additional stress increment applied to the nth section of filling on the left side of the failure surface is equal to
。
In one embodiment, the method for calculating the filling modulus and the filling strength increment according to the principal stress determined by the original filling stress and the average level equivalent additional stress increment applied to the filling based on the duncan tensile model comprises the following steps:
step S301: and determining the current horizontal filling stress according to the original horizontal stress in the filling and the average horizontal equivalent additional stress increment applied to the filling. Specifically, after the average level equivalent additional stress increment applied to the filling soil is obtained through calculation, an equivalent additional model corresponding to the increment is imported into two-dimensional finite difference software FLAC 2D Modeling is performed so that the current fill level stress can be monitored by FISH language sxx () in the software. Since the calculated increments are imported into the software, the monitored current fill level stress is the sum of the original level stress in the fill and the average level equivalent additional stress increment applied to the fill.
Step S302: and calculating the maximum principal stress and the minimum principal stress according to the current horizontal stress of the filled soil, the vertical stress in the filled soil and the shear stress in the filled soil. The vertical stress in the filling and the shear stress in the filling can be obtained by monitoring through the two-dimensional finite difference software, and specifically, the vertical stress in the filling is monitored through FISH (fluorescence in situ hybridization) syy (); shear stress in the fill is monitored by FISH language sxy (). Because the stress increment is only horizontal stress increment, the vertical stress in the filling is the original vertical stress and does not need to be added with the increment.
Thus, the maximum principal stress is expressed by the following equation:
wherein σ x Representing the current fill level stress in kPa; sigma y Vertical stress in the fill is expressed in kPa; tau is xy Representing shear stress in the fill in kPa.
Minimum principal stress σ 3 Expressed by the following formula:
step S303: and calculating the filling modulus according to the internal friction angle of the filling, the maximum principal stress and the minimum principal stress based on the Duncan tensile model. Specifically, in order to consider the change of the filling modulus with the depth, the filling modulus is calculated by using a dunken model, and thus, the filling modulus is expressed by the following formula:
in the formula (I), the compound is shown in the specification,
representing the internal friction angle of the filling, and the unit is degree; c represents the cohesive force of the filling soil, and the unit is kPa; r f Represents the destruction ratio; m represents model parameters and can use three-axis pressureDetermining by shrinkage test; p is a radical of a Which represents atmospheric pressure, is equal to 101 kPa in this example.
Because parameters of shear modulus and bulk modulus are required when a reinforced earth structure numerical model is constructed, the calculated filling modulus is converted into shear modulus G and bulk modulus B through the following formula.
Step S304: and calculating the filling strength increment according to the maximum principal stress and the minimum principal stress. Specifically, the reinforcement mechanism of the reinforced soil shows that the confining pressure increment generated by the reinforcement effect of the reinforcement materials can increase the strength of the soil body, which is reflected by the unchanged internal friction angle and the increased cohesive force. In the molar stress circle, the relationship between the maximum principal stress and the minimum principal stress is:
for the soil body without cohesive force, such as sandy soil, broken stone and the like, filled soil is subjected to deformation derivation by the formula, and the cohesive force increment of the filled soil can be further obtained and expressed by the following formula:
in the formula (I), the compound is shown in the specification,
representing the minimum principal stress increment.
In an embodiment, taking numerical analysis of vertical settlement of a top of a reinforced retaining wall as an example, the method for calculating the numerical value of the reinforced earth structure provided by the embodiment of the invention specifically includes the following steps: obtaining design parameters of the reinforced retaining wall, including the height H of the retaining wall and the reinforced spaceDistance S v The reinforcement length L; obtaining filling parameters which are obtained through an indoor unconsolidated and non-drainage triaxial test and comprise a filling internal friction angle phi, a filling cohesive force c, a shear expansion angle psi and a Duncan model parameter R f N, k, etc.; obtaining the parameters of the rib material through an indoor tensile test, wherein the parameters are mainly the modulus J of the rib material r (ii) a Determining the influence range of the reinforcement effect of the reinforcement materials; calculating the average level equivalent additional stress increment applied to the filled soil due to the reinforcement effect of the reinforcement materials; calculating the modulus and strength increment of the filling; establishing a reinforced soil structure numerical model; setting a deformation monitoring point; and calculating and acquiring monitoring data.
In this embodiment, the calculation parameters of the retaining wall obtained by the indoor triaxial test and the reinforcement tensile test are shown in table 1:
TABLE 1
The reinforced retaining wall grid model corresponding to the numerical model of the reinforced earth structure finally established through the calculation is shown in fig. 5. The dotted line in the figure indicates the position of the original rib, and no rib unit appears in the numerical calculation. With the rib material as the center, at the upper and lower surfaces 30d max Equivalent additional stress is applied within the range to replace the reinforcement effect of the rib material, as shown by a dotted line rectangular frame in the figure. Calculating the length of the reinforcement material by sections
Take 0.2 m. And traversing each grid unit by the calculated filling modulus and filling strength increment through a loop cycle statement in the FISH language to assign the filling. And outside the influence range of the reinforcement effect of the rib material, the filling modulus and the filling strength are kept unchanged. For the reinforced retaining wall, the bottom of the model adopts a fixed boundary condition to limit horizontal and vertical deformation, the right side of the model limits horizontal deformation, and the vertical deformation is not restricted.
The results of the calculation of the vertical settlement of the top of the wall of the reinforced retaining wall under the action of different loads q are shown in table 2 by performing simulation calculation analysis on the established numerical model of the reinforced earth structure.
TABLE 2
An embodiment of the present invention further provides a device for calculating a numerical value of a reinforced earth structure, as shown in fig. 6, the device includes:
the increment calculation module is used for carrying out stress analysis on the reinforced soil based on the axial force distribution of the reinforced soil and the influence range of the reinforcement effect of the reinforced soil, and calculating the average level equivalent additional stress increment applied to the filled soil; for details, reference is made to the corresponding parts of the above method embodiments, which are not described herein again.
The filling parameter calculation module is used for calculating filling modulus and filling strength increment according to the original filling stress and the main stress determined by the average level equivalent additional stress increment applied to the filling based on the Duncan tensile model; for details, reference is made to the corresponding parts of the above method embodiments, and details are not repeated herein.
The model construction module is used for constructing a reinforced soil structure numerical model according to the filling modulus and the filling strength increment; for details, reference is made to the corresponding parts of the above method embodiments, which are not described herein again.
And the calculation module is used for calculating the numerical value of the reinforced earth structure according to the numerical value model of the reinforced earth structure. For details, reference is made to the corresponding parts of the above method embodiments, which are not described herein again.
According to the numerical calculation device of the reinforced soil structure, provided by the embodiment of the invention, the reinforced soil is subjected to stress analysis through the influence range based on the axial force distribution of the bars of the reinforced soil and the reinforcement effect of the bars, the average equivalent additional stress increment applied to the filled soil is calculated, and the filling modulus and the filling strength increment calculated by the increment are adopted when the numerical model of the reinforced soil structure is constructed, so that the influence of the axial force distribution of the bars on the equivalent additional stress is considered when the model is constructed, the influence range and the space law of the equivalent additional stress in the filled soil are considered, and the model calculation result is more accurate. Meanwhile, mechanical property analysis is carried out on the reinforced soil, a reinforcement unit and a reinforced soil contact surface unit do not need to be arranged, and modeling efficiency is improved.
The functional description of the numerical calculation apparatus of a reinforced earth structure provided in the embodiment of the present invention is described in detail with reference to the numerical calculation method of a reinforced earth structure in the above embodiment.
An embodiment of the present invention further provides a storage medium, as shown in fig. 7, on which a computer program 601 is stored, where the instructions are executed by a processor to implement the steps of the numerical calculation method of the reinforced earth structure in the above-described embodiment. The storage medium is also stored with audio and video stream data, characteristic frame data, an interactive request signaling, encrypted data, preset data size and the like. The storage medium may be a magnetic Disk, an optical Disk, a Read-Only Memory (ROM), a Random Access Memory (RAM), a Flash Memory (Flash Memory), a Hard Disk (Hard Disk Drive, abbreviated as HDD) or a Solid State Drive (SSD), etc.; the storage medium may also comprise a combination of memories of the kind described above.
It will be understood by those skilled in the art that all or part of the processes of the methods of the embodiments described above can be implemented by a computer program, which can be stored in a computer-readable storage medium, and when executed, can include the processes of the embodiments of the methods described above. The storage medium may be a magnetic Disk, an optical Disk, a Read-Only Memory (ROM), a Random Access Memory (RAM), a Flash Memory (Flash Memory), a Hard Disk (Hard Disk Drive, abbreviated as HDD), a Solid State Drive (SSD), or the like; the storage medium may also comprise a combination of memories of the kind described above.
An embodiment of the present invention further provides an electronic device, as shown in fig. 8, the electronic device may include a processor 51 and a memory 52, where the processor 51 and the memory 52 may be connected by a bus or in another manner, and fig. 8 takes the connection by the bus as an example.
The processor 51 may be a Central Processing Unit (CPU). The Processor 51 may also be other general purpose processors, Digital Signal Processors (DSPs), Application Specific Integrated Circuits (ASICs), Field Programmable Gate Arrays (FPGAs) or other Programmable logic devices, discrete Gate or transistor logic devices, discrete hardware components, or any combination thereof.
The memory 52, which is a non-transitory computer readable storage medium, may be used to store non-transitory software programs, non-transitory computer executable programs, and modules, such as the corresponding program instructions/modules in the embodiments of the present invention. The processor 51 executes various functional applications and data processing of the processor, that is, implements the numerical calculation method of the reinforced earth structure in the above-described method embodiment, by executing the non-transitory software program, instructions, and modules stored in the memory 52.
The memory 52 may include a storage program area and a storage data area, wherein the storage program area may store an operating device, an application program required for at least one function; the storage data area may store data created by the processor 51, and the like. Further, the memory 52 may include high speed random access memory, and may also include non-transitory memory, such as at least one magnetic disk storage device, flash memory device, or other non-transitory solid state storage device. In some embodiments, the memory 52 may optionally include memory located remotely from the processor 51, and these remote memories may be connected to the processor 51 via a network. Examples of such networks include, but are not limited to, the internet, intranets, local area networks, mobile communication networks, and combinations thereof.
The one or more modules are stored in the memory 52, and when executed by the processor 51, perform a numerical calculation method of a reinforced earth structure as in the embodiment shown in fig. 1 to 5.
The details of the electronic device may be understood by referring to the corresponding descriptions and effects in the embodiments shown in fig. 1 to fig. 5, which are not described herein again.
Although the embodiments of the present invention have been described in conjunction with the accompanying drawings, those skilled in the art may make various modifications and variations without departing from the spirit and scope of the invention, and such modifications and variations fall within the scope defined by the appended claims.
Claims (9)
1. A numerical calculation method of a reinforced earth structure is characterized by comprising the following steps:
carrying out stress analysis on the reinforced soil, and calculating the average level equivalent additional stress increment applied to the filling soil based on the axial force distribution of the reinforced soil and the influence range of the reinforcement effect of the reinforced soil;
based on a Duncan model, calculating filling modulus and filling strength increment according to the original filling stress and the main stress determined by the average level equivalent additional stress increment applied to the filling;
constructing a reinforced soil structure numerical model according to the filling modulus and the filling strength increment;
and performing numerical calculation of the reinforced earth structure according to the numerical model of the reinforced earth structure.
2. The method of claim 1, wherein the step of performing a stress analysis on the reinforced earth and calculating an average level equivalent additional stress increment applied to the filled earth based on the axial force distribution of the reinforced earth and the influence range of the reinforcement effect of the reinforced earth comprises:
acquiring reinforcement parameters, wherein the reinforcement parameters comprise reinforced retaining wall design parameters, filling parameters and reinforcement parameters;
calculating the axial force distribution of the reinforcement material in unit width according to the reinforcement parameters;
and calculating the average equivalent additional stress increment applied to the filled soil according to the influence range of the reinforcement effect of the reinforcement determined by the stress analysis and the axial force distribution of the reinforcement in unit width.
3. The method of claim 2, wherein the calculating of the average level equivalent additional stress increment applied to the fill is performed based on the range of influence of the reinforcement effect determined by the stress analysis and the axial force distribution of the reinforcement per unit width, and includes:
obtaining the shear stress distribution of the rib-soil interface according to the axial force distribution conversion of the rib material with unit width;
determining the shear stress value of each section in the influence range according to the influence range of the reinforcement effect of the reinforcement material determined by the stress analysis and the shear stress distribution of the reinforcement-soil interface;
calculating the total additional force generated by the reinforcement action of the reinforcement material according to the shear stress value of each section in the influence range;
and calculating the average equivalent additional stress increment applied to the filled soil according to the ratio of the total additional force to the width of the reinforced soil and the particle size of the maximum filled soil particles.
4. A method for calculating a numerical value of a reinforced earth structure according to claim 1, wherein the method for calculating a fill modulus and a fill strength increment according to a principal stress determined by an original fill stress and an average level equivalent additional stress increment applied to the fill based on a duncan model comprises:
determining the current horizontal stress of the filled soil according to the original horizontal stress in the filled soil and the equivalent average additional stress increment applied to the filled soil;
calculating the maximum principal stress and the minimum principal stress according to the current horizontal stress of the filled soil, the vertical stress in the filled soil and the shear stress in the filled soil;
calculating a filling modulus according to the internal friction angle of filling, the maximum principal stress and the minimum principal stress based on a Duncan tensile model;
and calculating the filling strength increment according to the maximum principal stress and the minimum principal stress.
5. The method of claim 1, wherein constructing a numerical model of a reinforced earth structure from the fill modulus and the fill strength increment comprises:
converting the fill modulus to a shear modulus and a bulk modulus;
and constructing a reinforced soil structure numerical model according to the filling strength increment, the shear modulus and the volume modulus.
6. A numerical calculation method of a reinforced earth structure as recited in claim 1, wherein the influence range of the reinforcement of the reinforcing material is a range of a preset height of the upper and lower surfaces of the reinforcing material, the preset height is a preset multiple of a particle diameter of the maximum earth-filling particles, and the preset multiple is fifteen times.
7. A numerical calculation apparatus for a reinforced earth structure, comprising:
the increment calculation module is used for carrying out stress analysis on the reinforced soil and calculating the average level equivalent additional stress increment applied to the filling soil based on the axial force distribution of the reinforced soil and the influence range of the reinforcement action of the reinforced soil;
the filling parameter calculation module is used for calculating filling modulus and filling strength increment according to the original filling stress and the main stress determined by the average level equivalent additional stress increment applied to the filling based on the Duncan tensile model;
the model construction module is used for constructing a reinforced soil structure numerical model according to the filling modulus and the filling strength increment;
and the calculation module is used for calculating the numerical value of the reinforced earth structure according to the numerical value model of the reinforced earth structure.
8. A computer-readable storage medium, characterized in that it stores computer instructions for causing the computer to execute the numerical calculation method of a reinforced earth structure according to any one of claims 1 to 6.
9. An electronic device, comprising: a memory and a processor, which are communicatively connected to each other, the memory storing computer instructions, and the processor performing the numerical calculation method of the reinforced earth structure according to any one of claims 1 to 6 by executing the computer instructions.
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