A method and system for calculating soil deformation caused by double-line parallel pipe construction

Abstract

This invention provides a method and system for calculating soil deformation caused by double-line parallel pipe jacking construction, relating to the field of trenchless pipe jacking technology. The method includes: obtaining the design parameters and geological parameters of the double-line parallel pipe jacking; calculating the absolute volume loss per unit length of a single-line pipe based on the design and geological parameters; establishing lateral, longitudinal, and vertical settlement formulas by treating the absolute volume loss as a three-dimensional Gaussian distribution settlement source based on stochastic medium theory; performing integral combination of the lateral, longitudinal, and vertical soil settlement formulas to obtain the settlement expression for any spatial point of the single-line pipe jacking; adjusting the coordinates according to the horizontal distance between the centers of the two pipes, and linearly superimposing the settlement values ​​of the two single-line pipes to obtain the total soil settlement caused by the double-line parallel pipe jacking. This invention achieves multi-dimensional and high-precision prediction of soil deformation during double-line parallel pipe jacking construction, providing theoretical support for the safety assessment of underground pipeline construction.

Description

Technical Field

[0001] This invention relates to the field of trenchless pipe jacking technology, specifically to a method and system for calculating soil deformation caused by double-line parallel pipe jacking construction. Background Technology

[0002] The statements in this section are merely background information relating to this disclosure and do not necessarily constitute prior art.

[0003] In underground pipeline construction, open-cut methods are typically used, involving large-scale excavation of the ground to serve as the working surface. In soft soil layers, this can easily lead to problems such as ground subsidence and instability of the support structure. In contrast, pipe jacking construction eliminates the need for large-scale ground excavation, effectively reducing the impact on the surface environment. It is highly adaptable, capable of traversing complex strata, and can effectively control ground disturbance, reducing the risk of ground subsidence. Furthermore, parallel pipe jacking allows for the laying of larger capacity pipelines within a limited construction area, making it a widely used trenchless construction technology.

[0004] Most studies derive formulas for calculating soil deformation and settlement caused by pipe jacking construction by considering factors such as excavation face thrust, soil loss, and segment friction, using Mindlin's solution, stochastic medium theory, the method of images, or superimposing various factors to obtain theoretical calculation formulas for deformation caused by single-line pipe jacking. However, there are few studies on soil deformation during double-line parallel pipe jacking. Due to the presence of the subsequent pipe, the soil stress state and soil disturbance area differ from those of single-line pipe jacking. Therefore, it is necessary to clarify the coupled influence of double-line pipe jacking on surface soil settlement and deformation. Summary of the Invention

[0005] To address the aforementioned issues, this invention considers the distribution of soil settlement in three different directions: lateral, longitudinal, and vertical. Combining stochastic medium theory, a superposition model of soil deformation during double-line parallel pipe jacking construction is established, and a method and system for calculating soil deformation caused by double-line parallel pipe jacking construction is proposed.

[0006] The first aspect of this invention provides a method for calculating soil deformation caused by double-line parallel pipe jacking construction, comprising:

[0007] Obtain the design parameters and geological parameters for the dual-line parallel pipe jacking project;

[0008] Calculate the absolute volume loss per unit length of a single-line pipe jacking based on the design parameters and geological parameters;

[0009] Based on the theory of random media, the absolute volume loss is regarded as a settlement source with a three-dimensional Gaussian distribution, and the settlement formulas for the transverse, longitudinal and vertical directions are established. Based on the integral combination of the transverse, longitudinal and vertical soil settlement formulas, the settlement expression of any spatial point of single-line pipe jacking is obtained.

[0010] The coordinates are adjusted based on 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.

[0011] Furthermore, the design parameters include the burial depth of the pipe jacking center. H Pipe diameter D Horizontal distance between the centers of the two jacking pipes L Geological parameters include soil type.

[0012] Furthermore, based on the design parameters and geological parameters of the pipe jacking, the absolute volume loss per unit length of a single-line pipe jacking is calculated, specifically including:

[0013] The excavation cross-sectional area is obtained based on the diameter of the jacking pipe. Determining soil volume loss rate based on soil type Soil volume loss rate It is the ratio of volume loss caused by pipe jacking construction per unit length to the excavation volume;

[0014] Based on excavation cross-sectional area and soil volume loss rate Obtain the absolute volume loss per unit length of a single-line pipe jacking. q = • .

[0015] Furthermore, the calculation of soil volume loss rate also includes theoretical calculation methods, and the calculation formula is as follows:

[0016] ;

[0017] in, g For equivalent soil loss parameters, D The diameter of the jacking pipe; ;in, The geometric gap between the tunnel boring machine and the lining. For the three-dimensional elastoplastic deformation of the soil in front of the tunnel boring machine, Additional influencing parameters;

[0018] The calculation of soil volume loss rate also includes an inverse algorithm, the formula of which is:

[0019] ;

[0020] in, This represents the maximum surface subsidence value. i The area affected by the settling trough. This represents the cross-sectional area of ​​the pipe jacking excavation.

[0021] Furthermore, the lateral settlement is described by an exponential function, and the formula for calculating lateral settlement is:

[0022] ;

[0023] in, Directly above the jacking axis on the longitudinal section y Settlement at =0 The lateral influence distance;

[0024] Longitudinal settlement is described by the standard normal cumulative distribution function, which describes the cumulative settlement with the jacking distance. The formula for calculating longitudinal settlement is:

[0025] ;

[0026] in, The longitudinal influence distance;

[0027] Vertical settlement is described by a vertical attenuation factor, which indicates the attenuation of settlement with depth. The formula for calculating vertical settlement is as follows:

[0028] ;

[0029] in, The vertical influence distance.

[0030] Furthermore, the settlement expression for any spatial point of a single-line pipe jacking is as follows:

[0031] ;

[0032] in, It is the starting position of the tunnel along its axial direction. It is the end point of the tunnel along its axial direction.

[0033] Furthermore, the formula for calculating the total soil settlement caused by the double-line parallel pipe jacking is as follows:

[0034] ;

[0035]

[0036] ;

[0037] in, Parallel jacking pipe A The settlement formula, Parallel jacking pipe B The settlement formula.

[0038] A second aspect of the present invention provides a soil deformation calculation system caused by dual-line parallel pipe jacking construction, comprising:

[0039] The parameter acquisition unit is used to acquire the design parameters and geological parameters of the dual-line parallel pipe jacking system.

[0040] The absolute volume loss calculation unit is used to calculate the absolute volume loss per unit length of a single-line pipe jacking based on the pipe jacking design parameters and geological parameters.

[0041] The single-line settlement calculation unit is used to establish lateral, longitudinal, and vertical settlement formulas based on the theory of random media, treating the absolute volume loss as a settlement source with a three-dimensional Gaussian distribution; and to obtain the settlement expression for any spatial point of the single-line jacking pipe by integrating and combining the lateral, longitudinal, and vertical soil settlement formulas.

[0042] The double-line superposition unit is used to adjust the coordinates according to the horizontal distance between the centers of the two jacking pipes, and linearly superimpose the settlement values ​​of the two single-line jacking pipes to obtain the total soil settlement caused by the double-line parallel jacking pipes.

[0043] A third aspect of the present invention provides a soil deformation calculation device caused by double-line parallel pipe jacking construction, the device comprising a memory and a processor; the memory is used to store a computer program; the processor is used to implement the above-described method for calculating soil deformation caused by double-line parallel pipe jacking construction when the computer program is executed.

[0044] A fourth aspect of the present invention provides a computer-readable storage medium storing a computer program that, when executed by a processor, implements the above-described method for calculating soil deformation caused by double-line parallel pipe jacking construction.

[0045] Compared with the prior art, the method and system for calculating soil deformation caused by double-line parallel pipe jacking construction provided by the present invention have the following beneficial effects:

[0046] This invention is derived and calculated based on the theory of stochastic media. First, it explores the calculation method for volume loss rate, and by combining the logical relationship between the cross-sectional area of ​​the tunnel lining segments, derives the relationship expression between the absolute volume loss caused by each unit length of jacking and the two. Second, considering the limitations of soil loss at different jacking distances and the multi-directional nature of soil loss, starting from any point, this invention establishes a method for calculating soil settlement caused by single-line jacking in the transverse, longitudinal, and vertical directions. Subsequently, based on the theory of stochastic media, it integrates the volume loss of small length segments at three scales (transverse, longitudinal, and vertical) to establish a calculation expression for the total vertical settlement of single-line jacking. Finally, without considering the nonlinear effects of the interaction between two jacking operations, and assuming that the influence of each jacking layer is an independent settlement trough, the vertical settlement of single-line jacking is superimposed. Therefore, a settlement model applicable to the construction of double-line parallel jacking is proposed, along with a method for calculating soil deformation caused by double-line parallel jacking. Attached Figure Description

[0047] The accompanying drawings, which form part of this disclosure, are used to provide a further understanding of this disclosure. The illustrative embodiments of this disclosure and their descriptions are used to explain this disclosure and do not constitute an undue limitation of this disclosure.

[0048] Figure 1 This is a flowchart of the steps for calculating soil deformation caused by double-line parallel pipe jacking construction provided in Embodiment 1 of the present invention;

[0049] Figure 2 This is a flowchart of the steps for calculating soil deformation caused by double-line parallel pipe jacking construction provided in Embodiment 1 of the present invention;

[0050] Figure 3 This is a schematic diagram of the single-line pipe jacking coordinate system provided in Embodiment 1 of the present invention;

[0051] Figure 4 This is a schematic diagram of the coordinate system for double-line parallel pipe jacking provided in Embodiment 1 of the present invention;

[0052] Figure 5 This is a verification comparison diagram provided in Embodiment 1 of the present invention;

[0053] Figure 6 This is a schematic diagram of the soil deformation calculation system caused by double-line parallel pipe jacking construction provided in Embodiment 2 of the present invention. Detailed Implementation

[0054] It should be noted that the following detailed descriptions are exemplary and intended to provide further illustration of the invention. Unless otherwise specified, all technical and scientific terms used in this invention have the same meaning as commonly understood by one of ordinary skill in the art to which this invention pertains.

[0055] It should be noted that the terminology used herein is for the purpose of describing particular embodiments only and is not intended to limit the exemplary embodiments of the present invention. As used herein, unless the context clearly indicates otherwise, the singular form is also intended to include the plural form. Furthermore, it should be understood that the terms “comprising” and “having”, and any variations thereof, are intended to cover non-exclusive inclusion, for example, a process, method, system, product, or apparatus that comprises a series of steps or units is not necessarily limited to those steps or units explicitly listed, but may include other steps or units not explicitly listed or inherent to such processes, methods, products, or apparatus.

[0056] Where there is no conflict, the embodiments and features in the embodiments of the present invention can be combined with each other.

[0057] All data acquisition in this embodiment is carried out in accordance with laws and regulations and with user consent, and the data is used legally.

[0058] Example 1

[0059] Please refer to the instruction manual appendix. Figure 1 and Figure 2 , Figure 1 This is a flowchart illustrating the steps of the method for calculating soil deformation caused by double-line parallel pipe jacking construction provided by the present invention. Figure 2 This is a flowchart illustrating the steps of the method for calculating soil deformation caused by double-line parallel pipe jacking construction provided by the present invention. Figure 1 and Figure 2 It can be seen that the calculation method for soil deformation caused by the double-line parallel pipe jacking construction includes:

[0060] Obtain the design parameters and geological parameters for the dual-line parallel pipe jacking project;

[0061] Calculate the absolute volume loss per unit length of a single-line pipe jacking based on the design parameters and geological parameters;

[0062] Based on the theory of random media, the absolute volume loss is regarded as a settlement source with a three-dimensional Gaussian distribution, and the settlement formulas for the transverse, longitudinal and vertical directions are established. Based on the integral combination of the transverse, longitudinal and vertical soil settlement formulas, the settlement expression of any spatial point of single-line pipe jacking is obtained.

[0063] The coordinates are adjusted based on 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.

[0064] The method for calculating soil deformation caused by dual-line parallel pipe jacking construction establishes a complete calculation framework of "parameter acquisition - volume loss quantification - three-dimensional deformation modeling - dual-line superposition". It solves the problem that existing technologies ignore the three-dimensional coupling effect and rely only on empirical formulas or single-dimensional analysis in the deformation calculation of dual-line pipe jacking. It describes the spatial influence of volume loss through a three-dimensional Gaussian distribution, which more accurately reflects the deformation differences of soil in the horizontal, vertical and longitudinal directions than the traditional Mindlin solution or Peck formula, and realizes multi-directional deformation collaborative calculation.

[0065] Specifically, the design parameters include the burial depth of the pipe jacking center. H Pipe diameter D Horizontal distance between the centers of the two jacking pipes L Geological parameters include soil type.

[0066] Specifically, the absolute volume loss per unit length of a single-line pipe jacking is calculated based on the design parameters and geological parameters, including:

[0067] The excavation cross-sectional area is obtained based on the diameter of the jacking pipe. Determining soil volume loss rate based on soil type Soil volume loss rate It is the ratio of volume loss caused by pipe jacking construction per unit length to the excavation volume;

[0068] Based on excavation cross-sectional area and soil volume loss rate Obtain the absolute volume loss per unit length of a single-line pipe jacking. q = • .

[0069] Specifically, the calculation of soil volume loss rate also includes theoretical calculation methods, and the calculation formula is as follows:

[0070] ;

[0071] in, g For equivalent soil loss parameters, D The diameter of the jacking pipe; ;in, The geometric gap between the tunnel boring machine and the lining. For the three-dimensional elastoplastic deformation of the soil in front of the tunnel boring machine, Additional influencing parameters;

[0072] The calculation of soil volume loss rate also includes an inverse algorithm, the formula of which is:

[0073] ;

[0074] in, This represents the maximum surface subsidence value. i The area affected by the settling trough. This represents the cross-sectional area of ​​the pipe jacking excavation.

[0075] This invention also provides a theoretical calculation method and an inverse algorithm for soil volume loss rate, overcoming the limitations of a single empirical method and offering multiple approaches to obtaining values: the empirical method, the theoretical calculation method, and the inverse algorithm. The theoretical calculation method is suitable for the preliminary design stage where measured data is lacking, and can be obtained through mechanical parameters (such as...). g The quantitative analysis of construction factors (such as incomplete grouting and cutterhead over-excavation) on the loss rate; the inverse algorithm can use field measurement data to calibrate theoretical values ​​and improve the accuracy of calculations under complex geological conditions (such as soft soil and sandy soil). Precision.

[0076] Specifically, the lateral settlement is described by an exponential function, and the formula for calculating lateral settlement is as follows:

[0077] ;

[0078] in, Directly above the jacking axis on the longitudinal section y Settlement at =0 The lateral influence distance;

[0079] Longitudinal settlement is described by the standard normal cumulative distribution function, which describes the cumulative settlement with the jacking distance. The formula for calculating longitudinal settlement is:

[0080] ;

[0081] in, The longitudinal influence distance;

[0082] Vertical settlement is described by a vertical attenuation factor, which indicates the attenuation of settlement with depth. The formula for calculating vertical settlement is as follows:

[0083] ;

[0084] in, The vertical influence distance.

[0085] Quantitative deformation patterns in different directions:

[0086] The horizontal exponential function accurately reflects the attenuation of settlement from the center to both sides of the settlement trough; the vertical normal cumulative distribution function characterizes the cumulative settlement effect throughout the entire process of pipe jacking from its approach to its passage to its departure, which is more consistent with the dynamic changes in settlement with the jacking distance in actual construction than the traditional piecewise linear model; the vertical attenuation factor reflects the attenuation of settlement with depth (e.g., the settlement is greatest at the center of the pipe jacking and gradually decreases towards the ground surface); parameters in the three directions ( , , Both are related to burial depth H The correlation enables dynamic matching of parameters with geological conditions, improving applicability under different burial depth conditions.

[0087] Specifically, the settlement expression for any spatial point of a single-line pipe jacking is as follows:

[0088] ;

[0089] in, It is the starting position of the tunnel along its axial direction. It is the end point of the tunnel along its axial direction.

[0090] The above-mentioned settlement expression for any point in space of a single-line pipe jacking realizes the settlement calculation of any point in space, breaking through the limitation of traditional formulas that can only calculate specific points on the axis or the ground surface, and is applicable to complex engineering scenarios (such as pipe jacking passing under buildings, adjacent pipelines, etc.).

[0091] The integration process incorporates the starting and ending positions of the jacking ( xᵢ , xf This quantifies the "time effect" of pipe jacking construction (such as the gradual accumulation of settlement during jacking), and more accurately reflects the dynamic deformation during construction than static formulas; the expression includes coupled terms of horizontal, vertical, and longitudinal parameters (such as...). 2 ))and erf The combination of functions solves the problem of fragmented calculation of multi-directional deformation in existing technologies and improves the overall prediction accuracy of spatial deformation.

[0092] Specifically, the formula for calculating the total soil settlement caused by the double-line parallel pipe jacking is as follows:

[0093] ;

[0094]

[0095] ;

[0096] in, Parallel jacking pipe A The settlement formula, Parallel jacking pipe B The settlement formula.

[0097] The formula distinguishes between the leading tube ( A ) and the rear pipe ( B Settlement contribution () , The formula takes into account the secondary effect of the subsequent pipe on the disturbance zone of the preceding pipe, and is more consistent with the phenomenon of "intensified deformation of the subsequent pipe" in actual construction than simple superposition. The total settlement expression is applicable to double-line pipe jacking with different pipe diameters and burial depths, and has universality, providing a quantitative tool for optimizing double-line construction schemes in engineering.

[0098] In one specific embodiment,

[0099] 1. The overall technical approach is as follows:

[0100] During the construction of a double-line pipe jacking system, the deformation state of each soil layer varies due to changes in the jacking distance and soil loss. The soil deformation analysis during double-line pipe jacking should investigate the changes in settlement caused by soil loss due to jacking distance. First, the absolute volume loss caused by each unit length of single-line pipe jacking is considered. Second, based on the attenuation distribution of settlement values ​​at the center of the settlement trough, a method for calculating transverse soil settlement is established; considering the cumulative longitudinal settlement with jacking distance, a method for calculating longitudinal soil settlement is established; and considering the vertical diffusion scale of settlement influence above the tunnel center, a method for calculating vertical soil settlement is established. Subsequently, based on stochastic medium theory, a method for calculating soil settlement caused by single-line pipe jacking is developed. Finally, by superimposing the settlement caused by each single-line pipe jacking, a calculation model for soil deformation caused by double-line parallel pipe jacking is established. The soil deformation calculation model for double-line parallel pipe jacking in this invention adopts the following assumptions:

[0101] (1) The volume loss per unit length along the jacking pipe axis is regarded as the volume source that causes settlement in space. The effect of the unit volume loss on the overlying soil follows a three-dimensional Gaussian distribution.

[0102] (2) The pipe jacking tunnel is long enough to allow settlement to develop fully in the study area and achieve a stable distribution of settlement along the tunnel direction;

[0103] (3) The volume change caused by soil deformation is not considered; the nonlinear effect of the interaction between the two pipe jacking operations is not considered, and the construction parameters of the parallel pipe jacking are the same.

[0104] 2. Calculation methods for land deformation caused by single-line pipe jacking and double-line parallel pipe jacking

[0105] (1) Determine the absolute volume loss of soil

[0106] This invention considers a single-line jacking pipe extending horizontally along the x-axis, and establishes a coordinate system as follows: Figure 3 : Along the central axis of the jacking pipe x direction, y The horizontal direction is perpendicular to the axis of the jacking pipe. z Vertically downward (from the ground surface) z =0, downward is positive).

[0107] The cross-sectional area of ​​the pipe jacking excavation is:

[0108] (1)

[0109] In the formula:

[0110] —Excavated cross-sectional area of ​​the pipe ;

[0111] D — Pipe diameter, in meters;

[0112] H —Deep burial depth of the pipe jacking center, in meters;

[0113] During pipe jacking, a certain volume of soil loss is inevitable, causing ground settlement. The soil volume loss rate is defined as [missing information - likely a percentage]. (Dimensionless, usually expressed as a percentage), that is, the ratio of volume loss caused by jacking a unit length of pipe to the excavation volume, then the absolute volume loss caused by jacking a unit length of pipe can be expressed as:

[0114] (2)

[0115] In the formula:

[0116] —Absolute volume loss of soil The volume loss per meter of pipe jacking is equivalent to the ground settlement volume.

[0117] —Soil volume loss rate: Over-excavation, loose soil in front of the cutterhead, and incomplete grouting at the pipe sections can all lead to soil volume loss. >0;

[0118] Soil loss rate There are three main methods for calculating it:

[0119] 1) Empirical method: The values ​​for the empirical method are shown in Table 1.

[0120] Table 1. Loss rates for different types of soil

[0121]

[0122] 2) Theoretical calculation method, the calculation formula is as follows:

[0123] (3)

[0124] In the formula: —Equivalent soil loss parameter, m, where , The geometric gap between the tunnel boring machine and the lining should be multiplied by a reduction factor, taking into account the grouting filling. The unit is meters. and These represent the three-dimensional elastoplastic deformation and additional influence parameters of the soil in front of the tunnel boring machine, respectively;

[0125] 3) Inverse algorithm: Substitute the measured surface settlement data into formula (4) to obtain:

[0126] (4)

[0127] In the formula: —Maximum surface subsidence, m; —The area affected by the settling trough;

[0128] Based on the theory of stochastic media, the absolute volume loss of soil is... q Considering the settlement source terms distributed along the pipe jacking line, the settlement at any spatial point is calculated based on these terms. x , y , z The settlement of a single-line pipe jacking pipe is calculated by examining the settlement distribution pattern in the horizontal, vertical, and longitudinal directions, and then combining and integrating these patterns to obtain the settlement expression for any spatial point.

[0129] (2) Calculation method for transverse soil settlement of single-line pipe jacking

[0130] The horizontal distance from the axis of the jacking pipe is yAt this point, the attenuation of the lateral soil settlement value relative to the center of the settlement trough is calculated using a normal function. Let... w ( x , y , z ) is a spatial point ( x , y , z Vertical settlement, fixing longitudinal direction x Value and Depth z Value, the settlement caused by a single pipe jacking construction varies with lateral distance. y The formula for calculating the change is:

[0131] (5)

[0132] In the formula: w ( x ,0, z — Directly above the jacking axis on this longitudinal section y Settlement at point =0, m; — Lateral influence distance, in meters (m), a parameter characterizing the lateral width of the tunnel settlement trough. Its physical meaning is the standard deviation obtained when the surface settlement curve follows a normal distribution. This applies when the tunnel depth is between 3 and 34 meters. The empirical formula is ;

[0133] As calculated by formula (5), for every increase in lateral distance... The settlement value decreases exponentially to about 60% of its original value. y= hour, w Approximately 60% of the settlement at the center of the trench, when y= 2 hour, w It is approximately 14% of the center of the groove, therefore, Often referred to as the transverse width parameter of a tunnel settlement trough, it reflects the width characteristics of the settlement trough.

[0134] (3) Calculation method for longitudinal soil settlement of single-line pipe jacking

[0135] Along the direction of pipe jacking ( x (Direction), at a fixed lateral position and depth, the settlement value gradually accumulates as the pipe jacking approaches and passes through. Before the pipe jacking reaches directly below this point, the strata have already experienced some settlement due to the loosening of the soil in front; as the pipe jacking passes through, the settlement increases rapidly; after the pipe jacking passes through, with grouting at the pipe sections, the settlement tends to the final value. This process is represented by the standard normal cumulative distribution function (…). CDF )describe:

[0136] (6)

[0137] When its value range is [-1, 1], the function expression simplifies to:

[0138] (7)

[0139] In the formula: —Standard normal cumulative distribution function; —Error function, whose range is [-1, 1], when x As the value approaches -∞, the error function approaches -1; when x When =0, the error function equals 0; when x As the value approaches +∞, the error function approaches 1;

[0140] The longitudinal settlement accumulation process can be represented as:

[0141] (8)

[0142] In the formula: —Longitudinal influence distance, m, is a parameter that characterizes the range of settlement influence along the tunnel excavation direction. Its physical meaning is the distance of settlement influence diffusion before and after the tunnel or a gradient control parameter. —Location where the settlement effect begins, in meters;

[0143] As can be seen from Equation 8, when the jacking pipe is far from the cross-section ( x ≪ At this point, the error function erf If the negative value approaches -1, then... Φ Approaching 0 indicates that virtually no settlement has occurred; as the jacking pipe gradually approaches the cross-section, Φ Start increasing from 0; when the jacking pipe passes through this cross-section far enough ( x ≫ Error function erf For a positive value to approach 1, then Φ A value approaching 1 indicates that the settlement is approaching its final value.

[0144] (4) Calculation method for vertical soil settlement of single-line pipe jacking

[0145] In the vertical direction, the distance from the center of the jacking pipe determines the degree of settlement impact; the closer to the center of the jacking pipe, the greater the settlement, and the settlement gradually decreases upwards and away from the jacking pipe. A normal distribution is used to calculate the vertical attenuation. For a depth of [missing information] above the tunnel... z The soil layer (i.e., the distance from this point to the ground surface) has a vertical distance of [missing information] from the center of the pipe jacking. H - z (Notice z =0 at the ground surface, increasing downwards), the formula for the vertical attenuation factor of settlement effect is:

[0146] (9)

[0147] In the formula: —Vertical influence distance, m, is a parameter characterizing the reduction of vertical settlement of the overlying soil layer due to the volume loss of the tunnel. As the lost volume spreads to the surface, the settlement value at different depths of the overlying soil layer is different. It usually decreases with the increase of vertical distance from the tunnel and can be regarded as the standard deviation in the vertical direction, that is, the vertical diffusion scale of the settlement influence above the center of the tunnel.

[0148] From equation (9), it can be seen that when z = H When the factor is 1, it indicates that the subsidence effect does not attenuate and decreases towards the surface. z The factor gradually decreases, which means that the settlement value decreases relative to the center of the tunnel.

[0149] (5) Theoretical calculation method for soil settlement of single-line pipe jacking

[0150] Since the impact of unit volume loss on the overlying soil follows a three-dimensional Gaussian distribution, laterally... As a scale, vertically As the scale, longitudinal direction For the scale, a small section of the jacking pipe is broken. The volume loss at point ( ) will cause the point above ( ) x , y , z Minor sedimentation occurs Its expression is:

[0151] (10)

[0152] In the formula: This indicates the impact of settlement distribution in the horizontal and vertical directions; This indicates that the volume loss is in the longitudinal direction. ξ The influence weight of the distribution at each point (relative to the point) x The distance ξ).

[0153] The tunnel will be moved axially from the starting position. To the end position By integrating, we can obtain the point ( x , y , z The total settlement is:

[0154] (11)

[0155] In equation (11), the integral result of x is expressed as the error integral:

[0156] (12)

[0157] Substituting the result of equation (12) into equation (11), we obtain the expression for the vertical settlement of soil caused by single-line pipe jacking construction:

[0158] (13)

[0159] When the tunnel is infinitely long, the error function is approximately 2, and the expression for the settlement value reaching a stable distribution along the tunnel direction is:

[0160] (14)

[0161] make z =0, thus obtaining the expression for surface settlement:

[0162] (15)

[0163] At the center of the surface subsidence trough y =0, so the maximum surface subsidence is:

[0164] (16)

[0165] The principle that the area of ​​a surface settlement trough equals the volume loss is used to estimate... When all the lost volume is ultimately converted into surface subsidence, the volume lost per meter of tunnel can be approximately equal to the area integral under the surface subsidence curve, expressed as:

[0166] (17)

[0167] Substituting equation (15) into the verification, we obtain the integral result as follows: The necessary and sufficient condition is q =1, the simplified estimation formula is:

[0168] (18)

[0169] (6) Calculation method for soil deformation caused by double-line parallel pipe jacking construction

[0170] like Figure 4 Let the horizontal distance between the centers of the two jacking pipes be... L Meanwhile, the origin of the coordinate system is chosen at the midpoint of the line connecting the centers of the two jacking pipes. (Jack pipe) A The center coordinates (for construction first) can be represented as ( x =0, y =+ L / 2, z = H Pipe jacking B (Post-construction) center is ( x =0, y =- L / 2, z = H The two tunnels are buried at varying depths. H and diameter D same.

[0171] Based on the single-line pipe jacking settlement formula, pipe jacking A , B The resulting settlements are denoted as follows: w A ( x , y , z )and w B ( x , y , z Using the principle of linear superposition, the total vertical settlement is obtained as follows:

[0172] (19)

[0173] Because the coordinates of a single-line pipe jacking pipe are inconsistent with those of a double-line pipe jacking pipe... A The center is y =+ L / 2, then let the relative jacking pipe A The x-coordinate of the center is y ′= y - L / 2, substituting into equation (13), we get:

[0174] (20)

[0175] Similarly, pipe jacking B The center is y =- L / 2, let the relative jacking pipe B The x-coordinate of the center is y = y + L / 2, then we have:

[0176] (twenty one)

[0177] Substituting equations (20) and (21) into equation (19), we obtain the expression for the total settlement:

[0178]

[0179] (twenty two)

[0180] The total surface settlement can be simplified as follows when the middle of the pipe jacking section is far from the end:

[0181] (twenty three)

[0182] 3. Specific methods for calculation formula

[0183] (1) Collect the design parameters and geological parameters of the double-line parallel pipe jacking, and determine the parameters such as the burial depth of the pipe center, the pipe diameter, the pipe height, the distance between the double-line parallel pipes, and the change in ground elevation from the start to the end of construction.

[0184] (2) Based on the relationship between the cross-sectional area of ​​the pipe jacking excavation, the soil volume loss rate and the absolute soil volume loss, the absolute soil volume loss is determined by the soil loss rate Vs and the value of the soil volume loss rate. .

[0185] (3) Clarify the influence law of the settlement trough range i in different directions, and establish the theoretical expression of soil settlement at any point of single-line pipe jacking by solving the horizontal, vertical and vertical soil settlement.

[0186] (4) Solve the settlement caused by each single-line pipe jacking separately, and superimpose them to obtain the total surface settlement. .

[0187] 4. Theoretical Model Verification

[0188] To further verify the accuracy of the theoretical formula, MATLAB was used for coding and calculation to obtain the predicted curve of lateral surface settlement during the double-line pipe jacking construction process, which was then compared with the lateral surface settlement measured in the field test. Figure 5 It can be seen that the theoretically predicted curve and the measured curve are largely consistent in their overall settlement trend, both exhibiting a typical "V"-shaped distribution, with the maximum settlement occurring above the central axis of the double-line pipe jacking. Regarding the settlement value, the theoretically predicted maximum settlement is approximately 10.33 mm, while the measured maximum settlement is approximately 10.63 mm, with a relative error of less than 5%, verifying the rationality of the theoretical model in predicting the maximum settlement. Furthermore, the theoretical curve's distribution characteristics on both sides of the settlement trough are basically consistent with the measured results, indicating that the theoretical formula has good applicability in reflecting the lateral expansion law of surface settlement caused by double-line pipe jacking construction.

[0189] Example 2

[0190] like Figure 6 As shown, this embodiment provides a soil deformation calculation system caused by dual-line parallel pipe jacking construction, including:

[0191] The parameter acquisition unit is used to acquire the design parameters and geological parameters of the dual-line parallel pipe jacking system.

[0192] The absolute volume loss calculation unit is used to calculate the absolute volume loss per unit length of a single-line pipe jacking based on the pipe jacking design parameters and geological parameters.

[0193] The single-line settlement calculation unit is used to establish lateral, longitudinal, and vertical settlement formulas based on the theory of random media, treating the absolute volume loss as a settlement source with a three-dimensional Gaussian distribution; and to obtain the settlement expression for any spatial point of the single-line jacking pipe by integrating and combining the lateral, longitudinal, and vertical soil settlement formulas.

[0194] The double-line superposition unit is used to adjust the coordinates according to the horizontal distance between the centers of the two jacking pipes, and linearly superimpose the settlement values ​​of the two single-line jacking pipes to obtain the total soil settlement caused by the double-line parallel jacking pipes.

[0195] Example 3

[0196] This embodiment provides a soil deformation calculation device caused by double-line parallel pipe jacking construction. The device includes a memory and a processor. The memory is used to store computer programs. The processor is used to implement the above-mentioned soil deformation calculation method caused by double-line parallel pipe jacking construction when the computer programs are executed.

[0197] The processor is connected to the memory, and one or more computer programs are stored in the memory. When the electronic device is running, the processor executes one or more computer programs stored in the memory to cause the electronic device to perform the method described in Embodiment 1.

[0198] It should be understood that in this embodiment, the processor can be a central processing unit (CPU), or it can be other general-purpose processors, digital signal processors (DSPs), application-specific integrated circuits (ASICs), programmable gate arrays (FPGAs), or other programmable logic devices, discrete gate or transistor logic devices, discrete hardware components, etc. The general-purpose processor can be a microprocessor or any conventional processor, etc.

[0199] Memory may include read-only memory and random access memory, and provides instructions and data to the processor. A portion of memory may also include non-volatile random access memory. For example, memory may also store information about the device type.

[0200] In the implementation process, each step of the above method can be completed by the integrated logic circuits in the processor hardware or by software instructions.

[0201] The method in Embodiment 1 can be directly implemented by a hardware processor, or implemented by a combination of hardware and software modules within the processor. The software modules can reside in readily available storage media in the art, such as random access memory, flash memory, read-only memory, programmable read-only memory, electrically erasable programmable memory, or registers. This storage medium is located in memory; the processor reads information from the memory and, in conjunction with its hardware, completes the steps of the above method. To avoid repetition, a detailed description is not provided here.

[0202] Those skilled in the art will recognize that the units and algorithm steps described in connection with the various examples of this embodiment can be implemented in electronic hardware or a combination of computer software and electronic hardware. Whether these functions are implemented in hardware or software depends on the specific application and design constraints of the technical solution. Those skilled in the art can use different methods to implement the described functions for each specific application, but such implementation should not be considered beyond the scope of this invention.

[0203] Example 4

[0204] In another embodiment of the present invention, a computer-readable storage medium is provided on which a computer program is stored. When the computer program is executed by a processor, it implements the method for calculating soil deformation caused by double-line parallel pipe jacking construction as described above.

[0205] Those skilled in the art will understand that all or part of the processes in the above embodiments can be implemented by a computer program instructing related hardware. The program can be stored in a computer-readable storage medium, and when executed, it can include the processes of the embodiments of the above methods. The storage medium can be a magnetic disk, optical disk, read-only memory (ROM), or random access memory (RAM), etc. In this application, the units described as separate components may or may not be physically separate. 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 to achieve the purpose of the embodiments of the present invention according to actual needs. Furthermore, the functional units in the various embodiments of the present invention can be integrated into one processing unit, or each unit can exist physically separately, or two or more units can be integrated into one unit. The integrated units can be implemented in hardware or as software functional units.

[0206] While the present invention has been disclosed above, its scope of protection is not limited thereto. Those skilled in the art can make various changes and modifications without departing from the spirit and scope of the present invention, and all such 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 for the dual-line parallel pipe jacking; the design parameters include the burial depth of the pipe center. H Pipe diameter D Horizontal distance between the centers of the two jacking pipes L The geological parameters include soil type; Calculate the absolute volume loss per unit length of a single-line pipe jacking based on the design parameters and geological parameters; Based on the theory of random media, the absolute volume loss is regarded as a settlement source with a three-dimensional Gaussian distribution. The influence law of the settlement trough range i in different directions is clarified. By solving the horizontal, vertical and vertical soil settlement, a theoretical expression for soil settlement at any point of single-line pipe jacking is established. Lateral settlement is described by an exponential function to represent the lateral attenuation law. The formula for calculating lateral settlement is as follows: ； in, Directly above the jacking axis on the longitudinal section y Settlement at =0 The lateral influence distance; The longitudinal settlement is described by the standard normal cumulative distribution function, which describes the cumulative settlement with the jacking distance. The formula for calculating the longitudinal settlement is as follows: ； in, The longitudinal influence distance; Vertical settlement is described by a vertical attenuation factor, which describes the attenuation of settlement with depth. The formula for calculating the vertical attenuation factor is as follows: ； in, Vertical influence distance; Since the effect of unit volume loss on the overlying soil follows a three-dimensional Gaussian distribution, laterally... As a scale, vertically As the scale, longitudinal direction For the scale, a small section of the jacking pipe is broken. The volume loss at that point will cause a slight settlement at the point above (x, y, z). Its expression is: In the formula: This indicates the impact of settlement distribution in the horizontal and vertical directions; This represents the influence weight of the volume loss distribution along the longitudinal direction ξ, relative to the distance ξ from point x; The tunnel will be moved axially from the starting position. To the end position Integrating, we can obtain the total vertical settlement of the point (x, y, z) as: The integral result of x is expressed using the error integral, yielding the expression for the vertical settlement of soil caused by single-line pipe jacking construction: ； in, It is the starting position of the tunnel along its axial direction. It is the axial termination point of the tunnel; The coordinates are adjusted based on 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 as described in claim 1, characterized in that, The calculation of the absolute volume loss per unit length of a single-line pipe jacking based on the pipe jacking design parameters and geological parameters specifically includes: The excavation cross-sectional area is obtained based on the diameter of the jacking pipe. Based on the soil type, determine the soil volume loss rate. Soil volume loss rate It is the ratio of volume loss caused by pipe jacking construction per unit length to the excavation volume; Based on excavation cross-sectional area and soil volume loss rate Obtain the absolute volume loss per unit length of a single-line pipe jacking. q = • .

3. The soil deformation calculation method as described in claim 2, characterized in that, The calculation of the soil volume loss rate also includes a theoretical calculation method, and the calculation formula is as follows: ； in, g For equivalent soil loss parameters, D The diameter of the jacking pipe; ;in, The geometric gap between the tunnel boring machine and the lining. For the three-dimensional elastoplastic deformation of the soil in front of the tunnel boring machine, Additional influencing parameters; The calculation of the soil volume loss rate also includes an inverse algorithm, and the calculation formula is as follows: ； in, This represents the maximum surface subsidence value. i The area affected by the settling trough. This represents the cross-sectional area of ​​the pipe jacking excavation.

4. The soil deformation calculation method as described in claim 1, characterized in that, The formula for calculating the total vertical settlement of the soil caused by the double-line parallel pipe jacking is as follows: ； ； in, Parallel jacking pipe A The settlement formula, Parallel jacking pipe B The settlement formula, with the center of pipe A as... y =+ L / 2, then let the x-coordinate relative to the center of the jacking pipe A be . y ′= y - L / 2, the center of pipe jacking B is y =- L / 2, let the x-coordinate relative to the center of the jacking pipe B be y = y + L / 2.

5. A soil deformation calculation system caused by double-line parallel pipe jacking construction, characterized in that, include: The parameter acquisition unit is used to acquire the design parameters and geological parameters of the double-line parallel pipe jacking; the design parameters include the burial depth of the pipe center. H Pipe diameter D Horizontal distance between the centers of the two jacking pipes L The geological parameters include soil type; The absolute volume loss calculation unit is used to calculate the absolute volume loss per unit length of a single-line pipe jacking based on the pipe jacking design parameters and geological parameters. The single-line settlement calculation unit is used to treat the absolute volume loss as a three-dimensional Gaussian distribution settlement source based on the random medium theory, clarify the influence law of the settlement trough influence range i in different directions, and establish the theoretical expression of soil settlement at any point of single-line pipe jacking by solving the horizontal, vertical and vertical soil settlement. Lateral settlement is described by an exponential function to represent the lateral attenuation law. The formula for calculating lateral settlement is as follows: ； in, Directly above the jacking axis on the longitudinal section y Settlement at =0 The lateral influence distance; The longitudinal settlement is described by the standard normal cumulative distribution function, which describes the cumulative settlement with the jacking distance. The formula for calculating the longitudinal settlement is as follows: ； in, The longitudinal influence distance; Vertical settlement is described by a vertical attenuation factor, which describes the attenuation of settlement with depth. The formula for calculating the vertical attenuation factor is as follows: ； in, Vertical influence distance; Since the effect of unit volume loss on the overlying soil follows a three-dimensional Gaussian distribution, laterally... As a scale, vertically As the scale, longitudinal direction For the scale, a small section of the jacking pipe is broken. The volume loss at that point will cause a slight settlement at the point above (x, y, z). Its expression is: In the formula: This indicates the impact of settlement distribution in the horizontal and vertical directions; This represents the influence weight of the volume loss distribution along the longitudinal direction ξ, relative to the distance ξ from point x; The tunnel will be moved axially from the starting position. To the end position Integrating, we can obtain the total vertical settlement of the point (x, y, z) as: The integral result of x is expressed using the error integral, yielding the expression for the vertical settlement of soil caused by single-line pipe jacking construction: ； in, It is the starting position of the tunnel along its axial direction. It is the axial termination point of the tunnel; The double-line superposition unit is used to adjust the coordinates according to the horizontal distance between the centers of the two jacking pipes, and linearly superimpose the settlement values ​​of the two single-line jacking pipes to obtain the total soil settlement caused by the double-line parallel jacking pipes.

6. 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, when executing the computer program, the method for calculating soil deformation caused by double-line parallel pipe jacking construction as described in any one of claims 1 to 4.

7. A computer-readable storage medium, characterized in that, The storage medium stores a computer program, which, when executed by a processor, implements the method for calculating soil deformation caused by double-line parallel pipe jacking construction as described in any one of claims 1 to 4.

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