Method for determining non-uniform settlement of pre-disintegration soft rock filling body based on reinforcement control

Abstract

The application discloses a method for determining non-uniform settlement of pre-disintegration soft rock filling body based on reinforced control, which comprises the following steps: firstly, sampling in the pre-disintegration soft rock filling body and performing static triaxial creep test to establish a permanent strain prediction model; dividing the filling body into nodes, adding geogrid after determining the initial creep variable of each node, and calculating the total settlement value of each node, the settlement difference value between nodes and the deformation length of the geogrid; then, evaluating the change amount of the soil under the geogrid, and iteratively calculating the settlement value of each node until the strain difference of the geogrid in two continuous iterations is reduced to within 3%, and finally outputting the stable settlement value to realize the prediction and control of the non-uniform settlement deformation. The application can accurately predict the settlement amount and effectively implement deformation control, and overcomes the defects in the prior art.

Description

TECHNICAL FIELD

[0001] The application belongs to the technical field of subgrade engineering, and particularly relates to a method for determining non-uniform settlement of a pre-disintegration soft rock filling body based on reinforced control. BACKGROUND

[0002] Non-uniform settlement of subgrade is one of the common problems in road engineering, which has extensive and profound potential hazards. First, non-uniform settlement will cause the road surface to appear different degrees of bulging or sagging, which not only reduces the comfort of driving, but also significantly increases the incidence of traffic accidents. Second, this settlement phenomenon will directly act on the subgrade structure, causing cracks and deformation, and in extreme cases, can cause damage to the subgrade structure, seriously affecting the overall stability and load-bearing performance of the road. Third, subgrade settlement changes the original drainage design, easily causing local water accumulation, accelerating the aging and damage of road surface materials, and shortening the service life of the road. In addition, for roads equipped with bridges and culverts, non-uniform settlement will also threaten the stability of these structures, which may lead to serious consequences such as structural tilting, cracking, and even collapse. Finally, in order to deal with various problems caused by settlement, more frequent road maintenance and repair work is often required, which undoubtedly increases the cost burden of road management. Therefore, the research and prevention of road non-uniform settlement problems have important practical significance and economic effects.

[0003] In view of the problem of non-uniform settlement of subgrade, although various treatment measures such as soil replacement cushion method, dynamic compaction method and composite foundation method have been proposed and applied, these methods can effectively control and alleviate the influence of non-uniform settlement of subgrade to a certain extent. However, they also have significant limitations and shortcomings. For example, the soil replacement cushion method may have poor long-term effect due to improper material selection or poor construction technology; the dynamic compaction method may be limited due to its greater impact on the surrounding environment; the composite foundation method can provide better support, but its design and construction process is relatively complex and the cost is relatively high. Two existing technologies, a high and steep embankment reinforcement structure for preventing non-uniform settlement (publication number CN106192652A) and a method for calculating the post-construction creep deformation of a high embankment (publication number CN116108540A), although they have contributed in certain aspects, have also exposed obvious shortcomings. The former proposes a reinforcement scheme for high and steep embankments to prevent non-uniform settlement, but does not involve how to accurately predict the amount of non-uniform settlement, and the implementation cost of the scheme is high, which limits its possibility of wide application. The latter focuses on providing a method for calculating the post-construction creep deformation of a high embankment, which helps to evaluate the long-term stability of the embankment, but fails to provide effective measures to control the actual deformation of the embankment, making the method limited in practical application.

[0004] In summary, the prior art in solving the problem of uneven settlement of roadbed, or lack of effective deformation prediction means, or the deformation control measures provided are not perfect, or the implementation cost is too high, it is difficult to meet the requirements of safety, economy and practicality and other aspects in actual engineering. SUMMARY

[0005] The purpose of the embodiment of the present application is to provide a method for determining the uneven settlement of a pre-disintegration soft rock filling body based on reinforcement control, which can accurately predict the uneven settlement deformation of the pre-disintegration soft rock filling body while controlling the uneven settlement deformation of the roadbed.

[0006] To solve the above technical problems, the technical solution adopted by the present application is a method for determining the uneven settlement of a pre-disintegration soft rock filling body based on reinforcement control, which is specifically performed according to the following steps:

[0007] S1, sampling in the pre-disintegration soft rock filling body section;

[0008] S2, performing a static triaxial creep test on the sample obtained in S1 to establish a permanent strain prediction model of the filling body under static stress;

[0009] S3, dividing the filling body into a plurality of nodes by grid division, determining the node positions in the rectangular coordinate system, determining the creep value of each filling body node, and then substituting the creep value of each filling body node into the node;

[0010] S4, adding geogrids to the filling body, determining the creep value of each filling body node, and substituting the creep value of each filling body node after adding the geogrid into the node; adding the creep values of each column of filling body nodes under the geogrid to obtain the total settlement value of each filling body node under the geogrid;

[0011] S5, determining the settlement difference between each filling body node at the geogrid and the length of the geogrid after deformation between the filling body nodes;

[0012] S6, determining the change amount of the soil under the geogrid;

[0013] S7, determining the second settlement value of each filling body node at the geogrid;

[0014] S8, repeating the process of S5-S7 until the difference between the two consecutive iterations of the geogrid strain between the filling body nodes is reduced to within 3%; output the final settlement value.

[0015] Further, the permanent strain prediction model of the filling body under static stress in S2 is specifically:

[0016]

[0017] Further, the permanent strain prediction model of the filling body under static stress in S2 is specifically:

[0018] Wherein: ε is the soil creep value, ε0 is the initial plastic strain of soil; K is the compaction degree of the filling body soil; e is the base of natural logarithm; P a is the standard atmospheric pressure; σ 11 is the axial pressure; σ 31 is the confining pressure; f(ε) is the normal distribution function; σ is the function standard deviation; μ is the function average value.

[0019] Further, the creep amount h 1ij of each filling body node in the S3 is specifically:

[0020]

[0021] Wherein: h 1ij is the creep deformation between two adjacent filling body nodes under the action of self-weight stress; is the average strain between two adjacent filling body nodes in the vertical section under the action of self-weight stress; h is the vertical distance between nodes.

[0022] Further, in the S4, the total settlement value H 1i of each filling body node under the geogrid is specifically:

[0023] H 1i =∑h 1ij (4)

[0024] h 1ij is the creep deformation between two adjacent filling body nodes under the action of self-weight stress.

[0025] Further, the settlement difference value ΔH 1i between each filling body node in the S5 geogrid and the length Δl 1i of the geogrid after deformation between the filling body nodes is specifically:

[0026] ΔH 1i =|H 1i -H 1(i+1) | (5)

[0027]

[0028] Wherein: H 1i is the total settlement value of each filling body node under the geogrid; ΔH 1i is the settlement difference value between each filling body node in the geogrid; Δl 1i is the length of the geogrid after deformation between the filling body nodes; l is the horizontal interval of the node; i is the horizontal coordinate number.

[0029] Further, the change amount of the soil under the geogrid in the S6 is specifically determined according to the following steps:

[0030] S601, first determine the geogrid strain between the filling body nodes, multiply it by the geogrid elastic modulus to obtain the stress on the geogrid; then multiply the stress by the cross-sectional area of the geogrid to obtain the tension on the geogrid:

[0031]

[0032] σ 1i = E·ε 1i (8)

[0033] f 1i = σ 1i ·A' (9)

[0034] Wherein, ε 1i is the strain of the geogrid between the filling body nodes; σ 1i is the tensile stress on the geogrid; E is the elastic modulus of the geogrid; f 1i is the tension on the geogrid; A' is the cross-sectional area of the geogrid, Δl 1i is the length of the geogrid after deformation between the filling body nodes; l is the horizontal interval of the nodes;

[0035] S602, determine the vertical component of the geogrid, then determine the stress of the filling body node at the geogrid; then determine the strain of the filling body under the geogrid based on the permanent strain prediction model of the filling body under static stress; finally determine the change of the soil under the geogrid based on the strain:

[0036] F 1i = f 1(i-1) ·sinα 1(i-1) +f 1i ·sinα 1i (10)

[0037]

[0038]

[0039]

[0040] Δh = h2·ε' 1i (14)

[0041] Where: F 1i is the vertical force on the filling body node at the geogrid; α 1i is the angle between the geogrid after deformation and the horizontal direction; σ' 1iγ is the stress on the fill joint at the geogrid; A0 is the area of ​​the geogrid per unit area; γ is the weight of the fill soil; h1 is the height of the soil above the geogrid; Δh is the change in soil height below the geogrid; h2 is the height of the soil height below the geogrid; ε′ 1i ΔH represents the strain of the fill beneath the geogrid; i is the abscissa; j is the ordinate; ΔH 1i Δl represents the settlement difference between the nodes of the fill material at the geogrid location. 1i f is the length of the geogrid between the nodes of the fill material after deformation; 1i ε is the tensile force on the geogrid; ε is the soil creep value; ε0 is the initial plastic strain of the soil; K is the compaction degree of the fill soil; e is the base of the natural logarithm; P a Standard atmospheric pressure; σ 11 For axial compression; σ 31 ε is the confining pressure; f(ε) is the normal distribution function; σ is the standard deviation of the function; μ is the mean of the function.

[0042] Furthermore, the second settlement value H at each fill joint of the S7 geogrid was measured. 2i Specifically

[0043] H 2i =H 1i +Δh (15)

[0044] Among them, H 1i Δh represents the total settlement value below each fill node at the geogrid; Δh represents the creep change of the soil below the geogrid.

[0045] Compared with the prior art, the beneficial effects of the present invention include the following:

[0046] 1. By introducing static triaxial creep tests, this invention establishes a model for predicting the permanent strain of embankment soil. This model not only provides necessary parameter support for iterative calculations but also fully considers the actual deformation of the soil and the influence of its own weight on creep, making the prediction results more accurate and intuitive. This model can more realistically reflect the behavior of soil under long-term loads, thus providing a reliable design basis for road engineering.

[0047] 2. This invention uses geogrids as the primary material to control the settlement of fill, offering significant cost advantages compared to traditional methods such as soil replacement and dynamic compaction. It not only saves materials and construction time but also reduces the impact on the surrounding environment, achieving both time and labor savings. This solution is particularly suitable for road engineering projects requiring rapid response and low-cost maintenance.

[0048] 3. The application provides a new type of reinforced fill settlement calculation method, which not only solves the problem of insufficient prediction accuracy in the prior art, but also provides a complete theoretical framework for guiding practical operation. This helps to improve the safety and stability of the fill structure, while reducing construction costs.

[0049] 4. In view of the limitations of the traditional method in the face of complex geological conditions, the application provides a more flexible and adaptable technical solution. In the calculation of high and steep fill reinforcement or post-construction creep deformation of high fill, the application can accurately predict the settlement and effectively control the deformation, overcoming the defects in the prior art.

[0050] In summary, the application not only fills the gap in deformation prediction and control in the prior art, but also greatly improves engineering efficiency and economy through technical innovation, providing a more perfect and feasible solution to the problem of uneven settlement of roadbed. BRIEF DESCRIPTION OF DRAWINGS

[0051] In order to more clearly illustrate the technical solutions in the embodiments of the application or the prior art, the following will briefly introduce the drawings needed to be used in the embodiments or the prior art description. Obviously, the drawings in the following description are only some embodiments of the application, and other drawings can be obtained by those skilled in the art without creative labor.

[0052] Figure 1 Node diagram of geogrid reinforced fill for this embodiment;

[0053] Figure 2 Fill node vertical force calculation for this embodiment;

[0054] Figure 3 Average strain of roadbed soil layer with depth for this embodiment;

[0055] Figure 4 Iteration flowchart for this embodiment. DETAILED DESCRIPTION

[0056] The technical solutions in the embodiments of the application will be described clearly and completely below with reference to the drawings in the embodiments of the application. Obviously, the described embodiments are only some embodiments of the application, not all embodiments. Based on the embodiments in the application, all other embodiments obtained by those skilled in the art without creative labor are within the scope of protection of the application.

[0057] Embodiment 1

[0058] S1, sampling in the pre-disintegration soft rock fill section;

[0059] S2, performing a static triaxial creep test on the sample of step S1, setting different stress ratios and compaction degrees in the test, obtaining permanent axial deformation of the filling body under static stress, and establishing a permanent strain prediction model of the filling body under static stress.

[0060] The compaction degree of the soil sample in the static triaxial creep test is set to 90%, 93%, 96%; the confining pressure is set to 10 kPa, 20 kPa, 30 kPa, 40 kPa, 50 kPa; the ratio of axial pressure to confining pressure is set to 1.2:1.0, 1.4:1.0, 1.6:1.0, 1.8:1.0, 2.0:1.0. The natural water content is used.

[0061] In establishing the permanent strain prediction model of the filling body, the compaction degree, the confining pressure, and the ratio of axial pressure to confining pressure are considered as variables in the model to establish a permanent strain prediction model of the filling body under stress:

[0062]

[0063]

[0064] In the formula: ε is the creep value of the soil, ε0 is the initial plastic strain of the soil (compaction degree is 96%, confining pressure is 30 kPa, stress ratio is 1.6:1.0); K is the compaction degree of the filling body soil; e is the base of natural logarithm; P a is the standard atmospheric pressure,

[0065] P a = 101.4 kPa; σ 11 is the axial pressure; σ 31 is the confining pressure; is the stress ratio; f(ε) is the normal distribution function; σ is the standard deviation of the function; μ is the average value of the function, which is 0.

[0066] S3, the filling body is divided into a plurality of nodes by grid division, and the node positions are determined by the rectangular coordinate system, as shown in Figure 1 , the x-axis represents the width of the filling body, and the y-axis represents the height of the filling body. The grid shape is a rectangle with a length of 1.0 m and a width of 0.5 m. From the permanent strain statistical model (formula (1)) in step S2, the creep variable h 1ij of each filling body node is obtained, and the creep variable h 1ij of each filling body node is substituted into the node.

[0067]

[0068] In the formula: h 1ij is the creep deformation between two adjacent filling body nodes under the action of self-weight stress; and h is the average strain between two adjacent nodes of the vertical section under the self-weight stress; h is the vertical distance between the two adjacent nodes of the vertical section; and l is the horizontal interval of the nodes.

[0069] S4. The method of any one of S1-S3, Figure 1 The geogrid is added to the fill body so that the creep process of the fill body is closely combined with the geogrid. When the fill body creeps, the geogrid is strained, and the force generated by the geogrid further promotes the deformation of the fill body. Subsequently, the strain of the geogrid is also adjusted accordingly. From then on, an iteration process is entered, and the iteration is ended until the difference between the strains of the geogrid (each section of the geogrid) between two adjacent nodes of the fill body is reduced to within 3% for two consecutive iterations. Finally, the final creep result of the fill body under the action of the geogrid can be obtained.

[0070] The permanent strain prediction model of the fill body in S2 is used to give each node a creep variable, and the total settlement value H 1i under the geogrid at each node of the fill body is obtained by adding the creep variables of each column of the fill body nodes under the geogrid, and the settlement difference value between the nodes of the fill body and the length of the geogrid after deformation between the nodes of the fill body are calculated by equations (5) and (6).

[0071] H 1i =∑h 1ij (4)

[0072] ΔH 1i =|H 1i -H 1(i+1) | (5)

[0073]

[0074] wherein H 1i is the total settlement value under the geogrid at each node of the fill body; h 1ij is the creep variable of each node of the fill body under the geogrid; ΔH 1i is the settlement difference value between the nodes of the fill body at the geogrid; Δl 1i is the length of the geogrid after deformation between the nodes of the fill body; l is the horizontal interval of the nodes; i is the number of the horizontal coordinate; and j is the number of the vertical coordinate.

[0075] The strain of the geogrid (each section of the geogrid) between the nodes of the fill body is obtained by equation (7), which is multiplied by the elastic modulus of the geogrid to obtain the stress (equation (8)) borne by the geogrid, and the stress is multiplied by the cross-sectional area of the geogrid to obtain the tension (equation (9)) borne by the geogrid.

[0076]

[0077] σ 1i =E·ε 1i (8)

[0078] f 1i = σ 1i · A' (9)

[0079] wherein ε 1i is the strain of the geogrid at the fill node; σ 1i is the tensile stress of the geogrid; E is the elastic modulus of the geogrid; f 1i is the tensile force of the geogrid; and A' is the cross-sectional area of the geogrid.

[0080] The vertical component of the geogrid is calculated by using equations (10) and (11) as shown below. Figure 2 The stress of the fill node at the geogrid is calculated by using equation (12), and then substituted into equation (1) to obtain equation (13) to calculate the strain of the fill below the geogrid. Finally, the strain is multiplied by the height of the soil below the geogrid to obtain the change of the soil below the geogrid.

[0081] F 1i = f 1(i-1) · sin α 1(i-1) + f 1i · sin α 1i (10)

[0082]

[0083]

[0084]

[0085] Δh = h2 · ε' 1i (14)

[0086] H 2i = H 1i + Δh (15)

[0087] wherein F 1i is the vertical force of the fill node at the geogrid, which is positive downward; α 1i is the angle between the geogrid and the horizontal direction after the change; σ' 1i is the stress of the fill node at the geogrid, which is positive downward; A0 is the area of the geogrid per unit area; γ is the specific weight of the fill; h1 is the height of the soil above the geogrid; Δh is the change of the soil below the geogrid due to creep, which is positive downward; h2 is the height of the soil below the geogrid; ε1' i is the strain of the fill below the geogrid; and H 2i is the second settlement value of each fill node at the geogrid.

[0088] The above formula (5)-(15) is repeated, as shown in Figure 4 ε (k-1)i -ε ki ) / ε ki is less than 3%, the iteration is ended, and the final settlement H ki of the filling body is output; wherein k is the iteration number.

[0089] The subscripts of the symbols α 1i , σ1' i , F 1i , f 1i , ε 1i , σ 1i , H 1(i+1) etc. appearing in the formula of the embodiment are 1i or 1(i+1), when the iteration is to k, the corresponding changes of the subscripts are ki; that is, α ki , σ' ki , F ki , f ki , ε ki , σ ki , H k(i+1) etc.

[0090] Example 2

[0091] The contact parameters between the geogrid and the soil are shown in Table 1.

[0092] Table 1 Physical parameters of the geogrid

[0093]

[0094] After the filling body is divided into a plurality of unit cells, the geogrid is inserted into each unit cell and deforms together with the soil. When the geogrid is strained, it will exert a force on the soil to resist the deformation of the soil. With the decrease of the deformation of the soil under the geogrid, the strain of the geogrid will also decrease, thereby reducing the force resisting the deformation of the soil. However, this reduced resistance force may lead to an increase in the deformation of the soil under the geogrid.

[0095] The lower left corner of the filling body is taken as the coordinate origin, each node can be represented by different coordinates, and each node is randomly assigned by the creep statistical model of the filling body. The average strain curve of the soil layer of the filling body with the change of depth is shown in Figure 3 , and the creep amount of each point is shown in Table 2.

[0096] Table 2 Creep amount of each node

[0097]

[0098] The geogrid is inserted at the eighth node. First, the geogrid is considered as a whole with the soil. As the lower soil body settles, the geogrid also deforms. At each node of the fill body, the settlement of the geogrid is consistent with the deformation of the fill body node. The creep deformation is shown in Table 3.

[0099] Table 3 Total creep of soil under geogrid

[0100]

[0101] According to the data in Table 3, the settlement difference between each fill body node is calculated, and the deformation length of each section of the geogrid is obtained by combining equation (6). The strain and stress of each section of the geogrid are calculated by equations (7)-(8) as shown in Table 4.

[0102]

[0103]

[0104] σ 1i = E · ε 1i (8)

[0105] Table 4 Stress and strain of each section of the geogrid

[0106]

[0107] The stress at each point is multiplied by the cross-sectional area of the geogrid to obtain the force on the fill body node. The vertical stress on the fill body node is calculated by calculation. The vertical strain is calculated by equation (13), and the soil body change is obtained by combining equation (14) as shown in Table 5.

[0108] Table 5 Vertical stress and strain on the node and soil body change

[0109]

[0110] After obtaining the change in the soil body Δh below, add the soil settlement amount in Table 3, and repeat the above process until (ε (k-1)i - ε ki ) / ε ki is less than 3%. The entire iteration process is shown in Figure 3 .

[0111] Table 6 Difference between the last two iteration results of the fill body node

[0112] Node i 1 2 3 4 5 6 7 8 9 Difference in iteration results (%) 2.683 2.930 2.067 2.180 1.924 2.929 0.408 1.274 1.053

[0113] As shown in Table 6, after 17 iterations, the obtained (ε (k-1)i - ε ki ) / ε kiAll are less than 3%, so the final creep deformation of the node is obtained, as shown in Table 7.

[0114] Table 7 Final creep deformation of the filling body node

[0115]

[0116] As can be seen from Table 8, after iteration, the last strain of the geogrid is significantly reduced compared to the first strain. This shows that the method has a significant effect on improving the uneven settlement of the filling body.

[0117] Table 8 Geogrid strain change

[0118]

[0119] Each of the embodiments in the specification is described in a related manner, and the same and similar parts between each of the embodiments can be referred to each other. Each of the embodiments focuses on the difference from other embodiments. In particular, for the system embodiment, since it is basically similar to the method embodiment, the description is relatively simple, and the relevant parts can be referred to the part of the method embodiment.

[0120] The above only describes the preferred embodiments of the present application, and is not used to limit the protection scope of the present application. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present application shall be included in the protection scope of the present application.

Claims

1. A method for determining the non-uniform settlement of a pre-disintegrated soft rock filling body based on reinforced control, characterized in that, Specifically, the following steps are taken: S1, sampling is performed on a pre-disintegration soft rock filling body section; S2, a static triaxial creep test is performed on the sample obtained in S1 to establish a permanent strain prediction model for the filling body under static stress; The permanent strain prediction model for the filling body under static stress is specifically: In the formula, ε is the soil creep value, ε0 is the initial plastic strain of the soil; K is the compaction degree of the filling body soil; e is the base of natural logarithm; P a is the standard atmospheric pressure; σ 11 is the axial pressure; σ 31 is the confining pressure; f(ε) is a normal distribution function; σ is the standard deviation of the function; μ is the average value of the function; S3, the filling body is divided into a plurality of nodes by grid division, the node positions are determined through a rectangular coordinate system, the creep amount of each filling body node is determined, and the creep amount of each filling body node is substituted into the node; S4, the geogrid is added to the filling body; The creep amount of each filling body node is determined, and the creep amount of each filling body node after the geogrid is added is substituted into the node; The creep amounts of each column of filling body nodes under the geogrid are added to obtain the total settlement value of the filling body nodes under the geogrid; S5, the settlement difference between the filling body nodes and the length of the geogrid after deformation between the filling body nodes at the geogrid are determined; S6, the change amount of the soil body under the geogrid is determined; S7, the second settlement value of the filling body nodes at the geogrid is determined; S8, the process of S5-S7 is repeated until the difference between the two consecutive iterations of the geogrid strain between the filling body nodes is reduced to within 3%; the final settlement value is output.

2. The method according to claim 1, wherein, The creep amount h of each fill body node of the S3 1ij Specifically: wherein: h 1ij is the creep deformation between two adjacent fill nodes under self-weight stress; is the average strain between two adjacent fill nodes in a vertical section under self-weight stress; h is the vertical distance between the nodes.

3. The method according to claim 1, wherein, In the S4, the total settlement value H of each filling body node below the geogrid 1i Specifically: H 1i =∑h 1ij (4) h 1ij The creep deformation is the deformation between two adjacent filling bodies under the action of self-weight stress.

4. The method according to claim 1, wherein, The settlement difference ΔH between nodes of each fill body at the geogrid described in S5 1i The length Δl of the geogrid between nodes of the fill body after deformation 1i Specifically: ΔH 1i = |H 1i -H 1(i+1) | (5) wherein H 1i is the total settlement value below each fill body node at the geogrid; ΔH 1i is the settlement difference between each fill body node at the geogrid; Δl 1i is the length of the geogrid after deformation between fill body nodes; l is the horizontal interval of the node; i is the horizontal coordinate number.

5. The method for determining the non-uniform settlement of a pre-disintegrated soft rock filling body based on reinforced control according to claim 1, characterized in that, The change amount of the soil body under the geogrid is specifically determined according to the following steps: S601, first, the geogrid strain between the filling body nodes is determined, which is multiplied by the elastic modulus of the geogrid to obtain the stress on the geogrid; then the stress is multiplied by the cross-sectional area of the geogrid to obtain the tension on the geogrid: σ 1i = E ε 1i (8) f 1i = σ 1i · A' (9) wherein ε 1i is the strain of the geogrid between the nodes of the embankment; σ 1i is the tensile stress experienced by the geogrid; E is the elastic modulus of the geogrid; f 1i is the tensile force experienced by the geogrid; A' is the cross-sectional area of the geogrid; Δl 1i is the length of the geogrid after deformation between the nodes of the embankment; and l is the horizontal spacing between the nodes. S602, the component force of the geogrid in the vertical direction is determined, and then the stress of the filling body node at the geogrid is determined; then the strain of the filling body under the geogrid is determined based on the permanent strain prediction model for the filling body under static stress; finally, the change amount of the soil body under the geogrid is determined based on the strain: F 1i = f 1(i-1) • sin α 1(i-1) + f 1i • sin α 1i (10) Δh = h2- ε' 1i (14) Where: F 1i is the vertical force on the geogrid at the fill body node; α 1i is the angle between the changed geogrid and the horizontal direction; σ' 1i is the stress on the geogrid at the fill body node; A0 is the area of the geogrid per unit area; γ is the specific weight of the fill body soil; h1 is the height of the soil above the geogrid; Δh is the change in the soil below the geogrid; h2 is the height of the soil below the geogrid; ε' 1i is the strain of the fill body below the geogrid; i is the horizontal coordinate number; j is the vertical coordinate number; ΔH 1i is the settlement difference between the geogrid at each fill body node; Δl 1i is the length of the geogrid after deformation between the fill body nodes; f 1i is the tensile force on the geogrid; ε is the creep value of the soil, ε0 is the initial plastic strain of the soil; K is the compaction degree of the fill body soil; e is the base of the natural logarithm; P a is the standard atmospheric pressure; σ 11 is the axial pressure; σ 31 is the confining pressure; f(ε) is a normal distribution function; σ is the standard deviation of the function; μ is the average value of the function.

6. The method for determining the non-uniform settlement of a pre-disintegrated soft rock filling body based on reinforced control according to claim 1, characterized in that, S7 second settlement value H of each filling body node at geogrid 2i Specifically H 2i = H 1i + Ah (15) where H 1i is the total settlement value under each filling body node of the geogrid; Δh is the creep change amount of the soil under the geogrid.

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