Method and system for calculating soil deformation caused by double-line parallel pipe jacking construction

Abstract

The invention provides a method and system for calculating soil deformation caused by double-line parallel pipe jacking construction, and relates to the technical field of pipe jacking non-excavation, and the method comprises the steps: obtaining design parameters and geological parameters of a double-line parallel pipe jacking; calculating the absolute volume loss per unit length of the single-line jacking pipe based on the design parameters and the geological parameters of the jacking pipe; on the basis of a random medium theory, regarding the absolute volume loss amount as a settlement source of three-dimensional Gaussian distribution, and establishing transverse, longitudinal and vertical settlement formulas; integral combination is carried out based on transverse, longitudinal and vertical soil settlement formulas to obtain a settlement expression of any spatial point of the single-line jacking pipe; coordinate adjustment is conducted according to the horizontal distance between the centers of the two jacking pipes, the settlement values of the two single-line jacking pipes are linearly superposed, and the total soil settlement caused by the double-line parallel jacking pipes is obtained. According to the method, multi-dimensional and high-precision prediction of double-line parallel pipe jacking construction soil deformation is achieved, and theoretical support is provided for safety assessment of underground pipe network construction.

Description

Technical Field

[0001] The present invention relates to the field of trenchless pipe jacking technology, and in particular to a method and system for calculating soil deformation caused by double-line parallel pipe jacking construction. Background Art

[0002] The statements in this section merely provide background information related to the present disclosure and do not necessarily constitute prior art.

[0003] During underground pipeline construction, open-cut methods are usually required, requiring large-scale excavation of the ground to serve as the working surface. This can easily lead to problems such as ground subsidence and instability of support structures in soft soil layers. Compared to traditional open-cut methods, pipe jacking construction does not require large-scale excavation of the ground, effectively reducing the impact of construction on the surface environment. It has strong adaptability, can pass through complex strata, and can effectively control ground disturbances, reducing the risk of ground subsidence. Secondly, dual-line parallel pipe jacking construction can lay larger-capacity pipelines within a limited construction area, and is widely used as a trenchless construction technology.

[0004] Most studies derive calculation formulas for soil deformation and settlement caused by pipe jacking by considering factors such as excavation face thrust, soil loss, and segment friction, utilizing Mindlin's solution, random medium theory, and the mirror image method, or by superimposing these factors to derive theoretical calculation formulas for deformation caused by single-line pipe jacking. However, relatively little research has examined soil deformation during dual-line parallel pipe jacking. Due to the presence of the trailing pipe, the soil stress state and the area of ​​soil disturbance differ from those of single-line pipe jacking. Therefore, it is necessary to clarify the coupled effects of dual-line pipe jacking on surface soil settlement and deformation. Summary of the Invention

[0005] In order to solve the above problems, the present invention considers the distribution of soil settlement in three different directions: lateral soil settlement, longitudinal soil settlement, and vertical soil settlement. Combined with the random medium theory, a soil deformation superposition model of double-line parallel pipe jacking construction is established, and a soil deformation calculation method and system caused by double-line parallel pipe jacking construction are proposed.

[0006] A first aspect of the present invention provides a method for calculating soil deformation caused by dual-line parallel pipe jacking construction, comprising: Obtain the design parameters and geological parameters of the double-line parallel pipe jacking; Calculate the absolute volume loss per unit length of single-line pipe jacking based on the design parameters and geological parameters of the pipe jacking; Based on random medium theory, the absolute volume loss is regarded as a three-dimensional Gaussian distributed settlement source, and the horizontal, longitudinal and vertical settlement formulas are established. The settlement expression of any spatial point of the single-line pipe jacking is obtained by integrating and combining the horizontal, longitudinal and vertical soil settlement formulas. The coordinates are adjusted according to the horizontal distance between the centers of the two jacking pipes, and the settlement values ​​of the two single-line jacking pipes are linearly superimposed to obtain the total soil settlement caused by the double-line parallel jacking pipes.

[0007] Furthermore, the design parameters include the buried depth of the jacking pipe center H , top pipe diameter D , horizontal distance between the centers of the two jacking pipes L ;Geological parameters include soil type.

[0008] Furthermore, the absolute volume loss per unit length of the single-line pipe jacking is calculated based on the design parameters and geological parameters of the pipe jacking, specifically including: Obtaining the excavation cross-sectional area based on the diameter of the jacking pipe , determine the soil volume loss rate based on soil type ; Soil volume loss rate It is the ratio of the volume loss caused by pipe jacking construction per unit length to the excavation volume; Based on the excavation cross-sectional area and soil volume loss rate Obtain the absolute volume loss per unit length of single-line pipe jacking q = • .

[0009] Furthermore, the calculation of soil volume loss rate also includes a theoretical calculation method, and the calculation formula is: ; in, g is the equivalent soil loss parameter, D is the top pipe diameter; ;in, is the geometric gap between the shield machine and the lining, is the three-dimensional elastic-plastic deformation of the soil in front of the shield machine, is an additional influencing parameter; The calculation of soil volume loss rate also includes an inverse algorithm, and the calculation formula is: ; in, is the maximum surface settlement value, i is the influence range of the sedimentation tank, is the cross-sectional area of ​​the pipe jacking excavation.

[0010] Furthermore, the lateral settlement is described by exponential function to describe the lateral attenuation law. The calculation formula of lateral settlement is: ; in, Directly above the jacking pipe axis on the longitudinal section y = 0, is the lateral impact distance; The standard normal cumulative distribution function is used to describe the accumulation law of longitudinal settlement with jacking distance. The calculation formula of longitudinal settlement is: ; in, is the longitudinal impact distance; The vertical settlement is described by the vertical attenuation factor as the settlement decays with depth. The vertical settlement calculation formula is: ; in, is the vertical impact distance.

[0011] Furthermore, the settlement expression of any spatial point of single-line pipe jacking is: ; in, is the starting position of the tunnel along the axial direction, It is the axial end position of the tunnel.

[0012] Furthermore, the calculation formula for the total soil settlement caused by the double-line parallel jacking pipe is: ;

[0013] ; in, Parallel jacking A The sedimentation formula, Parallel jacking B Sedimentation formula.

[0014] A second aspect of the present invention provides a soil deformation calculation system caused by dual-line parallel pipe jacking construction, comprising: Parameter acquisition unit, used to obtain design parameters and geological parameters of dual-line parallel pipe jacking; An absolute volume loss calculation unit is used to calculate the absolute volume loss per unit length of a single-line jacking pipe based on the design parameters and geological parameters of the jacking pipe; The single-line settlement calculation unit is used to establish the horizontal, vertical, and vertical settlement formulas based on the random medium theory, considering the absolute volume loss as a three-dimensional Gaussian distributed settlement source. The horizontal, vertical, and vertical soil settlement formulas are integrated and combined to obtain the settlement expression for any spatial point of the single-line pipe jacking. The double-line superposition unit is used to adjust the coordinates according to the horizontal distance between the centers of the two jacking pipes, linearly superimpose the settlement values ​​of the two single-line jacking pipes, and obtain the total soil settlement caused by the double-line parallel jacking pipes.

[0015] The third aspect of the present invention provides a device for calculating soil deformation caused by double-line parallel jacking construction, the device including a memory and a processor; the memory is used to store a computer program; the processor is used to implement the above-mentioned method for calculating soil deformation caused by double-line parallel jacking construction when executing the computer program.

[0016] A fourth aspect of the present invention provides a computer-readable storage medium having a computer program stored thereon. When the computer program is executed by a processor, the method for calculating soil deformation caused by the above-mentioned double-line parallel pipe jacking construction is implemented.

[0017] Compared with the prior art, the method and system for calculating soil deformation caused by dual-line parallel pipe jacking construction provided by the present invention have the following beneficial effects: The present invention is based on random medium theory for deduction and calculation. First, the calculation method of the volume loss rate is explored, and combined with the logical relationship of the cross-sectional area of ​​the pipe segment excavation, the absolute volume loss caused by each unit length of the jacking pipe and the relationship expression between the two are derived. Secondly, considering the limitations of the soil loss at different jacking distances and the law of multi-directional soil loss, starting from an arbitrary point, the present invention establishes a calculation method for soil settlement caused by horizontal, longitudinal and vertical single-line jacking pipes. Subsequently, based on the random medium theory, the volume loss of a small length segment is integrated from the horizontal, longitudinal and vertical scales to establish a calculation expression for the total vertical settlement of a single-line jacking pipe. Finally, without considering the nonlinear effect of the interaction between the two jacking pipe construction, the influence of each layer of jacking pipe formation is an independent settlement trough, and the vertical settlement of the single-line jacking pipe is superimposed on each other. For this reason, a settlement model suitable for double-line parallel jacking pipe construction is proposed, and a calculation method for soil deformation caused by double-line parallel jacking pipe construction is proposed. BRIEF DESCRIPTION OF THE DRAWINGS

[0018] The accompanying drawings, which constitute a part of the present disclosure, are used to provide a further understanding of the present disclosure. The exemplary embodiments of the present disclosure and their descriptions are used to explain the present disclosure and do not constitute an improper limitation to the present disclosure.

[0019] Figure 1 This is a flowchart of the steps of a method for calculating soil deformation caused by double-line parallel pipe jacking construction provided in the first embodiment of the present invention; Figure 2 This is a flowchart of the steps of the method for calculating soil deformation caused by double-line parallel pipe jacking construction provided in the first embodiment of the present invention; Figure 3 1 is a schematic diagram of a single-line pipe jacking coordinate system provided in the first embodiment of the present invention; Figure 4 Schematic diagram of a double-line parallel pipe jacking coordinate system provided in the first embodiment of the present invention; Figure 5 This is a verification comparison diagram provided by Example 1 of the present invention; Figure 6 Schematic diagram of a soil deformation calculation system caused by double-line parallel pipe jacking construction provided in the second embodiment of the present invention. DETAILED DESCRIPTION

[0020] It should be noted that the following detailed descriptions are exemplary and intended to provide further explanation of the present invention. Unless otherwise specified, all technical and scientific terms used in the present invention have the same meanings as those commonly understood by those skilled in the art to which the present invention belongs.

[0021] It should be noted that the terms used herein are only for describing specific embodiments and are not intended to limit exemplary embodiments according to the present invention. As used herein, unless the context clearly indicates otherwise, the singular form is also intended to include the plural form. In addition, it should be understood that the terms "including" and "having" and any variations thereof are intended to cover non-exclusive inclusions. For example, a process, method, system, product or device comprising a series of steps or units is not necessarily limited to those steps or units clearly listed, but may include other steps or units that are not clearly listed or inherent to these processes, methods, products or devices.

[0022] In the absence of conflict, the embodiments of the present invention and the features thereof may be combined with each other.

[0023] All data in this embodiment is obtained in compliance with laws and regulations and based on the consent of the user, and is used legally.

[0024] Example 1 Please refer to the instruction manual Figure 1 and Figure 2 , Figure 1 This is a flowchart of the steps of the soil deformation calculation method caused by the double-line parallel pipe jacking construction provided by the present invention. Figure 2 This is a flow chart of the steps of the soil deformation calculation method caused by the double-line parallel pipe jacking construction provided by the present invention. Figure 1 and Figure 2 It can be seen that the calculation method of soil deformation caused by the double-line parallel pipe jacking construction includes: Obtain the design parameters and geological parameters of the double-line parallel pipe jacking; Calculate the absolute volume loss per unit length of single-line pipe jacking based on the design parameters and geological parameters of the pipe jacking; Based on random medium theory, the absolute volume loss is regarded as a three-dimensional Gaussian distributed settlement source, and the horizontal, longitudinal and vertical settlement formulas are established. The settlement expression of any spatial point of the single-line pipe jacking is obtained by integrating and combining the horizontal, longitudinal and vertical soil settlement formulas. The coordinates are adjusted according to the horizontal distance between the centers of the two jacking pipes, and the settlement values ​​of the two single-line jacking pipes are linearly superimposed to obtain the total soil settlement caused by the double-line parallel jacking pipes.

[0025] This method for calculating soil deformation caused by dual-line parallel pipe jacking construction constructs a complete calculation framework of "parameter acquisition - volume loss quantification - three-dimensional deformation modeling - dual-line superposition", which solves the problem of existing technology that the deformation calculation of dual-line pipe jacking ignores the three-dimensional coupling effect and relies only on empirical formulas or single-dimensional analysis; by describing the spatial influence of volume loss through three-dimensional Gaussian distribution, it more accurately reflects the deformation differences of soil in the horizontal, longitudinal and vertical directions than the traditional Mindlin solution or Peck formula, and realizes the collaborative calculation of multi-directional deformation.

[0026] Specifically, the design parameters include the buried depth of the jacking pipe center H , top pipe diameter D , horizontal distance between the centers of the two jacking pipes L ;Geological parameters include soil type.

[0027] Specifically, the absolute volume loss per unit length of a single-line pipe jacking is calculated based on the design parameters and geological parameters of the pipe jacking, including: Obtaining the excavation cross-sectional area based on the diameter of the jacking pipe , determine the soil volume loss rate based on soil type ; Soil volume loss rate It is the ratio of the volume loss caused by pipe jacking construction per unit length to the excavation volume; Based on the excavation cross-sectional area and soil volume loss rate Obtain the absolute volume loss per unit length of single-line pipe jacking q = • .

[0028] Specifically, the calculation of soil volume loss rate also includes a theoretical calculation method, and the calculation formula is: ; in, g is the equivalent soil loss parameter, D is the top pipe diameter; ;in, is the geometric gap between the shield machine and the lining, is the three-dimensional elastic-plastic deformation of the soil in front of the shield machine, is an additional influencing parameter; The calculation of soil volume loss rate also includes an inverse algorithm, and the calculation formula is: ; in, is the maximum surface settlement value, i is the influence range of the sedimentation tank, is the cross-sectional area of ​​the pipe jacking excavation.

[0029] The present invention also provides a theoretical calculation method and an inverse algorithm for soil volume loss rate, which breaks through the limitation of a single empirical method and provides a multi-path value acquisition method using empirical method, theoretical calculation method and inverse algorithm: The theoretical calculation method is suitable for the preliminary design stage where there is a lack of measured data, and the mechanical parameters (such as g ) Quantify the impact of construction factors (such as incomplete grouting and over-excavation of the cutterhead) on the loss rate; the inverse algorithm can use field measured data to calibrate the theoretical value and improve the accuracy of the calculation under complex geological conditions (such as soft soil and sandy soil). Accuracy.

[0030] Specifically, the lateral settlement uses an exponential function to describe the lateral attenuation law, and the lateral settlement calculation formula is: ; in, Directly above the jacking pipe axis on the longitudinal section y = 0, is the lateral impact distance; The standard normal cumulative distribution function is used to describe the accumulation law of longitudinal settlement with jacking distance. The calculation formula of longitudinal settlement is: ; in, is the longitudinal impact distance; The vertical settlement is described by the vertical attenuation factor as the settlement decays with depth. The vertical settlement calculation formula is: ; in, is the vertical impact distance.

[0031] Quantified deformation law in different directions: The horizontal exponential function accurately reflects the attenuation of the settlement trough from the center to the sides. The vertical normal cumulative distribution function describes the cumulative effect of settlement during the entire process of the jacking pipe approaching, passing, and moving away. Compared with the traditional piecewise linear model, it is more in line with the dynamic change of settlement with the jacking distance in actual construction. The vertical attenuation factor reflects the attenuation of settlement with depth (for example, the settlement is the largest at the center of the jacking pipe and gradually decreases towards the surface). The parameters in the three directions ( 、 、 ) are all related to the burial depth H The correlation realizes the dynamic matching of parameters and geological conditions, and improves the applicability under different burial depth conditions.

[0032] Specifically, the settlement expression of any spatial point in single-line pipe jacking is: ; in, is the starting position of the tunnel along the axial direction, It is the axial end position of the tunnel.

[0033] The above-mentioned settlement expression for any spatial point in a single-line pipe jacking process enables settlement calculation at any point in space, breaking through the limitation of traditional formulas that can only calculate the axis or specific points on the ground surface. It is applicable to complex engineering scenarios (such as pipe jacking passing under buildings or adjacent pipelines). The integration process includes the starting and ending positions of the jacking ( xᵢ 、 xf ), quantifies the "time effect" of pipe jacking construction (such as the gradual accumulation of settlement during the jacking process), and reflects the dynamic deformation of construction more accurately than the static formula; the expression contains coupling terms of horizontal, vertical and vertical parameters (such as 2 ))and erf function), solves the problem of multi-directional deformation segmentation calculation in the existing technology and improves the overall prediction accuracy of spatial deformation.

[0034] Specifically, the calculation formula for the total soil settlement caused by the double-line parallel pipe jacking is: ;

[0035] ; in, Parallel jacking A The sedimentation formula, Parallel jacking B Sedimentation formula.

[0036] The formula distinguishes the leading tube ( A ) and the rear pipe ( B )'s contribution to sedimentation ( 、 ), taking into account the secondary effect of the trailing pipe on the disturbance zone of the leading pipe, better reflects the phenomenon of "extended deformation caused by the trailing pipe" in actual construction than simple superposition. The total settlement expression is universally applicable to dual-line pipe jacking with varying diameters and burial depths, providing a quantitative tool for optimizing dual-line construction plans in engineering projects.

[0037] In a specific embodiment, 1. The overall technical ideas are as follows: During the double-line pipe jacking construction process, affected by the distance of the subsequent pipe jacking and the change of soil loss, the deformation state of each soil layer is different. The soil deformation analysis during the double-line pipe jacking construction process should explore the change of settlement caused by the soil loss caused by the jacking distance. First, consider the absolute volume loss caused by each unit length of the single-line pipe jacking. Secondly, based on the attenuation distribution of the settlement value at the center of the settlement trough, establish a method for calculating the horizontal soil settlement; consider the cumulative longitudinal settlement with the jacking distance, establish a method for calculating the longitudinal soil settlement; combine the vertical diffusion scale of the settlement effect above the center of the tunnel, and establish a method for calculating the vertical soil settlement. Subsequently, based on the random medium theory, a soil settlement calculation method for the deformation of the soil caused by the single-line pipe jacking construction is formed. Finally, the settlement caused by each single-line pipe jacking is superimposed to establish a calculation model for soil deformation caused by the double-line parallel pipe jacking construction. The double-line parallel pipe soil deformation calculation model of the present invention adopts the following assumptions: (1) The volume loss per unit length along the jacking pipe axis is regarded as the volume source causing settlement in space. The effect of the unit volume loss on the overlying soil follows a three-dimensional Gaussian distribution. (2) The pipe jacking tunnel is long enough to allow the settlement to fully develop in the study area and achieve a stable distribution of settlement along the tunnel direction; (3) The volume change caused by soil deformation is not considered; the nonlinear effect of the interaction between the two jacking pipes is not considered, and the construction parameters of the two-line parallel jacking pipes are the same.

[0038] 2. Calculation method of soil deformation caused by single-line pipe jacking and double-line parallel pipe jacking (1) Determine the absolute volume loss of soil The present invention considers that the single-line pipe jacking extends horizontally along the x-axis direction and establishes a coordinate system such as Figure 3 :The center axis of the jacking pipe is along x direction, y The horizontal direction is perpendicular to the axis of the jacking pipe. z Vertical downward direction (with the ground surface z =0, downward is positive).

[0039] The cross-sectional area of ​​the pipe jacking excavation is: (1) Where: — cross-sectional area of ​​pipe excavation, ; D —diameter of the top pipe, m; H —Burial depth of the jacking pipe center, m; The process of pipe jacking will inevitably cause a certain volume of soil loss, causing ground settlement. The soil volume loss rate is defined as (dimensionless, usually expressed as a percentage), that is, the ratio of the volume loss caused by the jacking construction per unit length to the excavation volume. The absolute volume loss caused by the jacking construction per unit length can be expressed as: (2) Where: —absolute volume loss of soil, , the volume lost per meter of jacking pipe is equivalent to the ground settlement volume; - Soil volume loss rate, due to over-excavation of pipe jacking, loose soil in front of the cutter head and incomplete grouting at the pipe joints, all of which will lead to >0; Soil loss rate There are three main ways to calculate : 1) Empirical method. The empirical method values ​​are shown in Table 1: Table 1. Loss rate of different types of soil

[0040] 2) Theoretical calculation method, the calculation formula is as follows: (3) Where: —Equivalent soil loss parameter, m, where , is the geometric gap between the shield machine and the lining, taking into account the grouting filling, it should be multiplied by the reduction factor , the unit is m, and They represent the three-dimensional elastic-plastic deformation and additional influencing parameters of the soil in front of the shield machine; 3) Inverse algorithm: Substitute the measured surface settlement data into formula (4) to obtain: (4) Where: —maximum surface settlement, m; —Influence range of sedimentation tank; Based on random medium theory, the absolute volume loss of soil is q It is regarded as the settlement source item distributed along the jacking pipe, and is used to calculate any spatial point ( x , y , z ) settlement, the settlement distribution law caused by single-line pipe jacking is calculated in the horizontal, longitudinal and vertical directions, and the settlement expression of any spatial point is obtained by combining and integrating them. (2) Calculation method for lateral soil settlement of single-line pipe jacking The horizontal distance from the jacking pipe axis is yAt , the normal function is used to calculate the attenuation of the lateral soil settlement relative to the center of the settlement trough. w ( x , y , z ) is a spatial point ( x , y , z ) vertical settlement, fixed longitudinal x Value and Depth z The settlement caused by a pipe jacking construction varies with the horizontal distance. y The formula for calculating the change is: (5) Where: w ( x ,0, z )—directly above the top pipe axis on the longitudinal section y = Settlement at 0, m; — lateral influence distance, m, is a parameter that characterizes the lateral width of the tunnel settlement trough. Its physical meaning is the standard deviation obtained when the surface settlement curve is normally distributed. When the tunnel depth is 3~34m, The empirical formula is ; According to formula (5), the horizontal distance increases , the sedimentation value decays exponentially to about 60% of the original value. y= hour, w About 60% of the center settlement of the trough. y= 2 hour, w is about 14% of the center of the slot, so It is often called the lateral width parameter of the tunnel settlement trough, reflecting the width characteristics of the settlement trough.

[0041] (3) Calculation method of longitudinal soil settlement of single-line pipe jacking Along the jacking direction ( x direction), at a point with a fixed horizontal position and depth, the settlement value will gradually accumulate as the jacking pipe approaches and passes through. Before the jacking pipe reaches the point directly below, the stratum has already undergone some settlement due to the relaxation of the front soil; when the jacking pipe passes, the settlement increases rapidly; after the jacking pipe passes, as the grouting at the pipe joint is carried out, the settlement tends to the final value. This process is described by the standard normal cumulative distribution function ( CDF )describe: (6) When its value range is [-1,1], the function expression is simplified to: (7) Where: —standard normal cumulative distribution function; —Error function, whose value range is [-1,1], when x When it approaches -∞, the error function approaches -1; when x =0, the error function is equal to 0; when x When it approaches +∞, the error function approaches 1; The cumulative process of longitudinal settlement can be expressed as: (8) Where: — Longitudinal influence distance, m, is a parameter that characterizes the influence range of settlement along the tunneling direction. Its physical meaning is the distance of settlement influence diffusion before and after the tunnel or the gradient control parameter; —The position where the settlement influence begins, m; From formula 8, we can see that when the top pipe is far away from the cross section ( x ≪ ), then the error function erf If it is negative and approaches -1, then Φ Approaching 0, it means that there is basically no settlement; when the jacking pipe gradually approaches the cross section, Φ Start to increase from 0; when the top pipe passes through the section far enough ( x ≫ ), error function erf is positive and approaches 1, then Φ Approaching 1 means that the settlement is approaching the final complete value.

[0042] (4) Calculation method for vertical soil settlement of single-line pipe jacking In the vertical direction, the vertical distance from the center of the jacking pipe determines the degree of settlement influence. The closer to the center of the jacking pipe, the greater the settlement. The settlement gradually decreases as the distance from the jacking pipe increases. The vertical attenuation is calculated using the normal distribution. z The soil layer (i.e. the distance from this point to the ground surface) is vertically distanced from the center of the jacking pipe. H - z (Notice z =0 at the ground surface, and increases downward). The vertical attenuation factor formula for the influence of settlement is: (9) Where: —Vertical influence distance, m, is a parameter that characterizes the attenuation of the vertical settlement of the overburden layer due to the loss of tunnel volume. Because the lost volume will spread outward in the process of propagating to the surface, the settlement values ​​at different depths of the overburden layer are different. It usually decreases with increasing vertical distance from the tunnel. It can be regarded as the standard deviation in the vertical direction, that is, the vertical diffusion scale of the settlement effect above the tunnel center; From formula (9), we can see that when z= H When the factor is 1, it means that the settlement effect does not decay and decreases toward the surface. z , the factor decreases gradually, which means that the settlement value decreases relative to the center of the tunnel.

[0043] (5) Theoretical calculation method of soil settlement for single-line pipe jacking Since the influence of unit volume loss on the overlying soil follows a three-dimensional Gaussian distribution, the horizontal As the scale, vertical As the scale, vertically As the scale, a small length of the top pipe is broken The volume loss at will make the upper point ( x , y , z ) produces slight sedimentation , whose expression is: (10) Where: Indicates the influence of settlement distribution in the lateral and vertical directions; Indicates that the volume loss is in the longitudinal direction ξ The influence weight of the distribution at (relative to point x distance ξ); The tunnel is axially moved from the starting position To the end position By integrating, we can get points ( x , y , z ) is: (11) The result of the integration of x in formula (11) is expressed as error integral: (12) Substituting the result of formula (12) into formula (11), the expression of soil vertical settlement caused by single-line pipe jacking construction is obtained: (13) When the tunnel is infinitely long, the error function is approximately 2, and the expression for the settlement value to reach a stable distribution along the tunnel direction is: (14) make z =0, we get the surface settlement expression: (15) At the center of the surface settlement trough y =0, the maximum surface settlement is: (16) The surface sedimentation trough area is equal to the volume loss principle to estimate When all the lost volume is finally converted into the surface subsidence, the volume lost per meter of tunnel is approximately equal to the integral of the area under the surface subsidence curve, which can be expressed as follows: (17) Substitute equation (15) into the verification, and the integral result is The necessary and sufficient conditions for q =1, the simplified estimation formula is: (18) (6) Calculation method of soil deformation caused by double-line parallel pipe jacking construction like Figure 4 , the horizontal distance between the two top pipe centers is L At the same time, the origin of the coordinate system is selected at the midpoint of the line connecting the centers of the two jacking pipes. A (Construction first) The center coordinates can be expressed as ( x =0, y =+ L / 2, z = H ), pipe jacking B (After construction) the center is ( x =0, y =- L / 2,  z = H ), the depth of the two tunnels H and diameter D same.

[0044] Based on the single-line pipe jacking settlement formula, pipe jacking A 、 B The settlement caused by w A ( x , y , z )and w B ( x , y , z ). Using the linear superposition principle, the total vertical settlement is obtained as: (19) Since the coordinates of single-line pipe jacking are inconsistent with those of double-line pipe jacking, pipe jacking A Center y =+ L / 2, then let the relative jacking pipe A The horizontal coordinate of the center is y ′= y - L / 2, substituting into formula (13) we get: (20) Similarly, pipe jacking B Center y =- L / 2, so that the relative top pipe B The horizontal coordinate of the center is y "= y + L / 2, then: (twenty one) Substituting equations (20) and (21) into equation (19), we get the total settlement expression:

[0045] (twenty two) The total surface settlement in the middle of the jacking pipe away from the end can be simplified as: (twenty three) 3. Specific calculation formula method (1) Collect the design parameters and geological parameters of the double-line parallel jacking pipe, and determine the parameters such as the burial depth of the jacking pipe center, the jacking pipe diameter, the jacking pipe height, the distance between the double-line parallel jacking pipes, and the change in ground elevation from the beginning to the end of the construction.

[0046] (2) According to the relationship between the cross-sectional area of ​​the pipe jacking excavation, the soil volume loss rate and the absolute volume loss of the soil, the absolute volume loss of the soil is determined by the soil loss rate Vs and the value of the soil volume loss rate. .

[0047] (3) The influence rules of the influence range i of the settlement trough in different directions are clarified, and the theoretical expression of soil settlement at any point of the single-line jacking pipe is established by solving the horizontal, longitudinal and vertical soil settlement.

[0048] (4) Calculate the settlement caused by each single-line pipe jacking separately, and superimpose them to obtain the total surface settlement through calculation. .

[0049] 4. Verification of the theoretical model In order to further verify the accuracy of the theoretical formula, MATLAB was used for coding calculation to obtain the lateral surface settlement prediction curve during the double-line pipe jacking construction process, and compared it with the lateral surface settlement measured by the field test. Figure 5It can be seen that the theoretical prediction curve and the measured curve are relatively consistent in their overall settlement trends, both exhibiting a typical "V"-shaped distribution, with the maximum settlement occurring above the centerline of the double-line pipe jacking. In terms of settlement values, the maximum settlement of the theoretical prediction curve is approximately 10.33 mm, while the measured maximum settlement is approximately 10.63 mm. The relative error between the two is less than 5%, verifying the rationality of the theoretical model in predicting maximum settlement. Furthermore, the theoretical curve generally agrees with the measured results in terms of the width of the settlement trough and the distribution characteristics on both sides, demonstrating the theoretical formula's good applicability in reflecting the lateral expansion of surface settlement caused by double-line pipe jacking construction.

[0050] Example 2 like Figure 6 As shown, this embodiment provides a soil deformation calculation system caused by dual-line parallel pipe jacking construction, including: Parameter acquisition unit, used to obtain design parameters and geological parameters of dual-line parallel pipe jacking; An absolute volume loss calculation unit is used to calculate the absolute volume loss per unit length of a single-line jacking pipe based on the design parameters and geological parameters of the jacking pipe; The single-line settlement calculation unit is used to establish the horizontal, vertical, and vertical settlement formulas based on the random medium theory, considering the absolute volume loss as a three-dimensional Gaussian distributed settlement source. The horizontal, vertical, and vertical soil settlement formulas are integrated and combined to obtain the settlement expression for any spatial point of the single-line pipe jacking. The double-line superposition unit is used to adjust the coordinates according to the horizontal distance between the centers of the two jacking pipes, linearly superimpose the settlement values ​​of the two single-line jacking pipes, and obtain the total soil settlement caused by the double-line parallel jacking pipes.

[0051] Example 3 This embodiment provides a device for calculating soil deformation caused by double-line parallel pipe jacking construction, the device including a memory and a processor; the memory is used to store a computer program; the processor is used to implement the above-mentioned method for calculating soil deformation caused by double-line parallel pipe jacking construction when executing the computer program.

[0052] The processor is connected to the memory, and the above-mentioned one or more computer programs are stored in the memory. When the electronic device is running, the processor executes the one or more computer programs stored in the memory to enable the electronic device to execute the method described in the above-mentioned embodiment 1.

[0053] It should be understood that in this embodiment, the processor may be a central processing unit (CPU), or may be other general-purpose processors, digital signal processors (DSP), application-specific integrated circuits (ASIC), off-the-shelf field-programmable gate arrays (FPGA), or other programmable logic devices, discrete gate or transistor logic devices, discrete hardware components, etc. The general-purpose processor may be a microprocessor or any conventional processor, etc.

[0054] The memory may include a read-only memory and a random access memory, and provides instructions and data to the processor. A portion of the memory may also include a non-volatile random access memory. For example, the memory may also store information about the device type.

[0055] During implementation, each step of the above method may be completed by an integrated logic circuit of hardware in a processor or by instructions in the form of software.

[0056] The method in Example 1 can be directly implemented as being executed by a hardware processor, or by a combination of hardware and software modules within the processor. The software module can be located in a storage medium well-established in the art, such as random access memory, flash memory, read-only memory, programmable read-only memory, electrically erasable programmable memory, or registers. The storage medium is located in the memory, and the processor reads the information in the memory and, in conjunction with its hardware, completes the steps of the above method. To avoid repetition, a detailed description is not given here.

[0057] Those skilled in the art will appreciate that the units and algorithm steps of the various examples described in conjunction with this embodiment can be implemented using electronic hardware or a combination of computer software and electronic hardware. Whether these functions are performed in hardware or software depends on the specific application and design constraints of the technical solution. Professionals and technicians can use different methods to implement the described functions for each specific application, but such implementation should not be considered beyond the scope of the present invention.

[0058] Example 4 Yet another embodiment of the present invention provides a computer-readable storage medium having a computer program stored thereon. When the computer program is executed by a processor, the soil deformation calculation method caused by the double-line parallel pipe jacking construction as described above is implemented.

[0059] Those skilled in the art will understand that all or part of the processes in the above-mentioned embodiments can be implemented by instructing the relevant hardware through a computer program. The program can be stored in a computer-readable storage medium. When the program is executed, it can include the processes of the embodiments of the above-mentioned methods. The storage medium can be a magnetic disk, an optical disk, a read-only memory (ROM) or a random access memory (RAM). In this application, the units described as separate components may or may not be physically separated, and the components shown as units may or may not be physical units, that is, they may be located in one place or distributed across multiple network units. Some or all of the units can be selected according to actual needs to achieve the purpose of the embodiments of the present invention. In addition, the functional units in the various embodiments of the present invention can be integrated into a processing unit, or each unit can exist physically separately, or two or more units can be integrated into one unit. The above-mentioned integrated units can be implemented in the form of hardware or in the form of software functional units.

[0060] Although the present invention is disclosed as above, the scope of protection disclosed by the present invention is not limited thereto. Those skilled in the art may make various changes and modifications without departing from the spirit and scope of the present invention, and these changes and modifications will fall within the scope of protection of the present invention.

Claims

1. A method for calculating soil deformation caused by double-line parallel pipe jacking construction, characterized in that: include: Obtain the design parameters and geological parameters of the double-line parallel pipe jacking; Calculate the absolute volume loss per unit length of single-line pipe jacking based on the design parameters and geological parameters of the pipe jacking; Based on random medium theory, the absolute volume loss is regarded as a three-dimensional Gaussian distributed settlement source, and the horizontal, longitudinal and vertical settlement formulas are established. The horizontal, longitudinal and vertical soil settlement formulas are integrated and combined to obtain the settlement expression of any spatial point of the single-line pipe jacking. The coordinates are adjusted according to the horizontal distance between the centers of the two jacking pipes, and the settlement values ​​of the two single-line jacking pipes are linearly superimposed to obtain the total soil settlement caused by the double-line parallel jacking pipes.

2. The soil deformation calculation method according to claim 1, characterized in that: The design parameters include the buried depth of the jacking pipe center H , top pipe diameter D , horizontal distance between the centers of the two jacking pipes L ; The geological parameters include soil type.

3. The soil deformation calculation method according to claim 2, characterized in that: The calculation of the absolute volume loss per unit length of the single-line jacking pipe based on the design parameters and geological parameters of the jacking pipe specifically includes: The excavation cross-sectional area is obtained based on the jacking pipe diameter , based on the soil type, determine the soil volume loss rate ; Soil volume loss rate It is the ratio of the volume loss caused by pipe jacking construction per unit length to the excavation volume; Based on the excavation cross-sectional area and soil volume loss rate Obtain the absolute volume loss per unit length of single-line pipe jacking q = • .

4. The soil deformation calculation method according to claim 3, characterized in that: The calculation of the soil volume loss rate also includes a theoretical calculation method, and the calculation formula is: ； in, g is the equivalent soil loss parameter, D is the top pipe diameter; ;in, is the geometric gap between the shield machine and the lining, is the three-dimensional elastic-plastic deformation of the soil in front of the shield machine, is an additional influencing parameter; The calculation of the soil volume loss rate also includes an inverse algorithm, and the calculation formula is: ； in, is the maximum surface settlement value, i is the influence range of the sedimentation tank, is the cross-sectional area of ​​the pipe jacking excavation.

5. The soil deformation calculation method according to claim 1, characterized in that: The lateral settlement is described by an exponential function to describe the lateral attenuation law. The lateral settlement calculation formula is: ； in, Directly above the jacking pipe axis on the longitudinal section y = 0, is the lateral impact distance; The standard normal cumulative distribution function is used to describe the accumulation law of longitudinal settlement with jacking distance. The calculation formula of longitudinal settlement is: ； in, is the longitudinal impact distance; The vertical settlement is described by the vertical attenuation factor, which describes the attenuation law of settlement with depth. The vertical settlement calculation formula is: ； in, is the vertical impact distance.

6. The soil deformation calculation method according to claim 1, characterized in that: The settlement expression of any spatial point of the single-line pipe jacking is: ； in, is the starting position of the tunnel along the axial direction, It is the axial end position of the tunnel.

7. The method for calculating soil deformation caused by double-line parallel pipe jacking construction according to claim 1, characterized in that: The calculation formula for the total soil settlement caused by the double-line parallel jacking pipe is: ； ； in, Parallel jacking A The sedimentation formula, Parallel jacking pipe B Sedimentation formula.

8. A soil deformation calculation system caused by double-line parallel pipe jacking construction, characterized in that: include: Parameter acquisition unit, used to obtain design parameters and geological parameters of dual-line parallel pipe jacking; An absolute volume loss calculation unit is used to calculate the absolute volume loss per unit length of a single-line jacking pipe based on the design parameters and geological parameters of the jacking pipe; A single-line settlement calculation unit is used to establish horizontal, vertical, and vertical settlement formulas based on random medium theory, treating the absolute volume loss as a three-dimensional Gaussian distributed settlement source; and to obtain a settlement expression for any spatial point of the single-line pipe jacking by integrating and combining the horizontal, vertical, and vertical soil settlement formulas. The double-line superposition unit is used to adjust the coordinates according to the horizontal distance between the centers of the two jacking pipes, linearly superimpose the settlement values ​​of the two single-line jacking pipes, and obtain the total soil settlement caused by the double-line parallel jacking pipes.

9. A soil deformation calculation device caused by double-line parallel pipe jacking construction, characterized in that: The device includes a memory and a processor; the memory is used to store a computer program; the processor is used to implement the soil deformation calculation method caused by double-line parallel pipe jacking construction as described in any one of claims 1 to 7 when executing the computer program.

10. A computer-readable storage medium, characterized in that The storage medium stores a computer program, and when the computer program is executed by the processor, the method for calculating soil deformation caused by double-line parallel pipe jacking construction as described in any one of claims 1 to 7 is implemented.

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