Method, system and equipment for calculating thrust force of pipe roof with male and female lock buckles

Abstract

The present invention belongs to the technical field of pipe curtain construction. Aiming at the problem of calculating the jacking force of the pipe curtain with male and female lock buckles, a method, system and equipment for calculating the jacking force of the pipe curtain with male and female lock buckles are proposed. The method includes S1: acquiring data from the construction site; S2: determining the side friction resistance and head-on resistance of the jacking pipe, as well as the friction resistance between the lock buckles and the resistance between the lock buckles and the slurry based on the acquired data; S3: determining the jacking force of the pipe curtain with lock buckles on the basis of S2. The method of the present invention fully considers the stress conditions of the lock buckles of the pipe curtain structure during the jacking process, so that the calculation results are close to the actual situation, can guide the design of the jacking structure and the reaction wall design, and is used to obtain an estimated value of the jacking force in the jacking method of the pipe curtain with lock buckles.

Description

Technical Field

[0001] The present invention relates to the technical field of pipe roof construction, and in particular to a method, system and equipment for calculating the jacking force of a pipe roof with male and female lock buckles. Background Art

[0002] During tunnel construction, pipe-roof construction, as a construction support method, can complete tunnel construction in shallow tunnels without excavating the surface, and can effectively control ground settlement. It is very suitable for urban tunnel and underground pipeline construction. It has the advantages of not affecting urban road operation, strong geological adaptability, and small surface settlement, and has been increasingly widely used. During pipe jacking construction, the calculation of the jacking thrust has attracted much attention, which is of great significance for subsequent jacking construction and the construction of reaction walls.

[0003] After searching, the existing patent with publication number "CN117436263B" and titled "A Method for Calculating the Thrust of an Underground Pipe Jacking Tunnel" provides a method for calculating the thrust of an underground pipe jacking tunnel. However, this method still has the following problems:

[0004] 1. The existing technology does not consider the frictional resistance caused by the presence of the lock in the pipe-roof structure, which leads to inaccurate calculation of the thrust force and a lack of integrity of the pipe-roof structure.

[0005] 2. The existing technology does not take into account the layout of the pipe curtain structure in underground engineering. Different layouts will result in different frictional resistance. Summary of the Invention

[0006] In response to the above-mentioned technical problems, the present invention is based on a method for calculating the jacking thrust of a pipe with male and female locks, which takes into account the frictional resistance between the locks and the frictional resistance between the locks and the slurry, and superimposes the side frictional resistance of the locks and the pipe with the head-on resistance to obtain the total jacking thrust. As a method for calculating the jacking thrust of a pipe with male and female locks, this method fully considers the connection types between the jacking pipes with different locks during the jacking process, so that the calculation results are close to the actual situation, and can effectively guide the design of the pipe structure and the reaction wall, and is used to obtain an estimated value of the jacking thrust of the pipe.

[0007] To achieve the above-mentioned object, the present invention provides, in a first aspect, a method for calculating the thrust force of a pipe roof with male and female locking buckles, comprising:

[0008] S1: Acquire construction site data;

[0009] S2: Based on the acquired data, determine the side friction and head-on resistance of the jacking pipe, as well as the friction between the lock buckles and the resistance between the lock buckles and the slurry;

[0010] S3: Based on S2, determine the jacking force of the pipe curtain with lock buckle.

[0011] Preferably, the data in S1 include pipe jacking parameters and physical and mechanical parameters between the pipe curtain and the formation;

[0012] The pipe jacking parameters include the following parameters:

[0013] Pipe wall outer diameter D , unit m; jacking length L , unit m; jacking pipe spacing B , unit m; locking height of the tube curtain h , unit m; lock width b , unit m; burial depth of jacking pipe H , unit m;

[0014] The physical and mechanical parameters between the pipe curtain and the stratum include the following parameters:

[0015] Friction coefficient between pipe wall and soil m 1. Friction coefficient between the lock and the soil m 2. Friction coefficient between the lock and the slurry m 3. Friction angle of soil f , unit °; natural density of soil , unit kN / m 3 Soil cohesion c 1. Unit: kN / m 2 ; Slurry cohesion c 2. Unit: kN / m 2 .

[0016] Preferably, in S2, the side friction resistance of the top pipe is F The calculation formula for 1 is:

[0017] ;

[0018] in, K is the earth pressure coefficient.

[0019] Preferably, in S2, the headway resistance of the top pipe is F 2The calculation formula is:

[0020] ;

[0021] in, N q 、N c 、 are the bearing capacity coefficients caused by additional load, soil cohesion and soil weight, respectively.

[0022] Preferably, in S2, according to the arrangement of the tube curtain structure, there are two cases:

[0023] (a) If the tube curtain structure with lock buckles is arched, the friction between the two lock buckles is The calculation formula is expressed as:

[0024] ;

[0025] Where, i is the angular offset between the top pipes of the pipe roof structure, i min and i max are the minimum and maximum offset angles in the tube curtain structure, respectively, in degrees;

[0026] (b) If the tube curtain with lock buckles is arranged in a rectangular shape, the friction resistance of the tube curtain lock buckles is calculated using the following formula:

[0027] ;

[0028] Where, m is the number of horizontally arranged jacking pipes, n is the number of vertically arranged jacking pipes, represents the horizontal force of the jacking pipe, Indicates the vertical force of the jacking pipe.

[0029] Preferably, in S2, the frictional resistance between the lock and the slurry is F 4The calculation formula is:

[0030] ;

[0031] in, or is the reduction factor, P p is the grouting pressure, unit is kPa.

[0032] Preferably, in S3, the calculation of the thrust force of the pipe roof with lock buckles is divided into the following two cases:

[0033] (a) If the tube curtain structure with lock is arched, the thrust F a for:

[0034] ;

[0035] (b) If the tube curtain structure with lock buckles is rectangular, the top thrust F b for:

[0036] ;

[0037] Where, n 1 is the number of jacking pipes,n 2 is the number of locks, represents the horizontal force of the jacking pipe, Indicates the vertical force of the jacking pipe.

[0038] A second aspect of the present invention provides a thrust calculation system based on a pipe roof with a lock buckle, comprising:

[0039] Parameter acquisition module, which obtains the construction site pipe jacking parameters and the physical and mechanical parameters between the pipe roof and the stratum;

[0040] The resistance calculation module calculates the lateral friction resistance of the jacking pipe wall and the head-on resistance of the jacking pipe based on the jacking parameters obtained by the parameter acquisition module, and calculates the lateral friction resistance between the lock buckles between the jacking pipes and the resistance between the lock buckles and the slurry based on the physical and mechanical parameters between the pipe curtain and the formation obtained by the parameter acquisition module;

[0041] The jacking force output module calculates the jacking force of the jacking pipe with locks during the jacking process based on the side friction resistance between the locks between the jacking pipes and the resistance between the locks and the slurry obtained by the resistance calculation module, and then calculates the jacking force of the pipe roof with locks, and outputs the calculated jacking force of the pipe roof with locks.

[0042] The third aspect of the present invention also provides an electronic device for calculating the thrust of a pipe curtain with a lock buckle. The electronic device includes a processor and a memory. The memory stores a computer program. The computer program is loaded by the processor and executed based on a method for calculating the thrust of a pipe curtain with male and female lock buckles.

[0043] Compared with the prior art, the present invention has the following beneficial effects:

[0044] 1. The present invention is based on a method for calculating the jacking thrust of a pipe curtain with male and female lock buckles. The method takes into account the frictional resistance between the lock buckles and the resistance between the lock buckles and the slurry, and superimposes the frictional resistance between the lock buckles and the jacking pipe side with the head-on resistance to obtain the total jacking thrust. As a method for calculating the jacking thrust of a pipe curtain with male and female lock buckles, the method fully considers the frictional resistance generated on the contact surface of the lock buckle connection during the jacking process, so that the calculation results are close to the actual situation, can effectively guide the design of the jacking structure and the reaction wall, and is used to obtain an estimated value of the jacking thrust of the pipe curtain.

[0045] 2. The present invention is based on a method for calculating the jacking force of a pipe curtain with male and female lock buckles, and takes into account the difference in frictional resistance of the lock buckles under the two arrangements of the pipe curtain, the arched distribution and the rectangular distribution. Due to the curved arrangement of the lock buckles in the arched arrangement, the contact between the lock buckles is closer, resulting in more contact points or greater contact force. In the rectangular arrangement, the lock buckles are arranged along a straight line and the contact points are uniform, while in the arched arrangement, due to the curve, the lock buckles of each pipe section may be subjected to a greater lateral extrusion force, resulting in a greater normal force for each lock buckle, and thus higher frictional resistance. Due to the curvature of the arched arrangement, the jacking force will produce a radial component, which increases the normal force between the lock buckles, while the rectangular arrangement has no such component. This method fully considers the friction between the lock buckles during the jacking process under different pipe curtain arrangements, so that the calculation results are close to the actual situation, and can effectively guide the design of the jacking structure and the reaction wall design, and is used to obtain an estimated value of the jacking force of the jacking pipe. BRIEF DESCRIPTION OF THE DRAWINGS

[0046] The accompanying drawings are used to provide further understanding of the present invention and constitute a part of the specification. They are used to explain the present invention together with the embodiments of the present invention and do not constitute a limitation of the present invention.

[0047] In the attached figure:

[0048] Figure 1 is a flow chart of the method of the present invention;

[0049] Figure 2 Schematic diagram of the arched pipe curtain support structure of the present invention;

[0050] Figure 3 Schematic diagram of the rectangular pipe curtain support structure of the present invention;

[0051] Figure 4 It is a schematic diagram of the stress condition of the jacking pipe of the present invention;

[0052] Figure 5 Schematic diagram of the contact surface between the lock buckles of the present invention;

[0053] Figure 6 This is a schematic diagram of the normal stress on the contact surface of the lock buckle of the present invention;

[0054] Figure 7 It is a schematic diagram of the force between the lock buckle and the slurry of the present invention;

[0055] Figure 8 Schematic diagram of monitoring value of jacking force based on the method of the present invention;

[0056] Figure 9 A schematic diagram comparing the thrust forces calculated by the arch arrangement method of the present invention, the existing method, and the specification;

[0057] Figure 10Schematic diagram comparing the thrust forces calculated by the rectangular arrangement method of the present invention, the existing method, and the specification. DETAILED DESCRIPTION

[0058] The following combination Figure 1-Figure 10 The preferred embodiments of the present invention are described. It should be understood that the preferred embodiments described herein are only used to illustrate and explain the present invention, and are not used to limit the present invention.

[0059] like Figure 1-Figure 10 As shown, the present invention is based on a method for calculating the jacking thrust of a pipe curtain with male and female locking buckles, and the friction resistance of the jacking pipe and the friction resistance of the locking buckles are superimposed to obtain the total jacking thrust. As a method for calculating the jacking thrust of a pipe curtain with male and female locking buckles, this method fully considers the connection types between the jacking pipes with different locking buckles during the jacking process, so that the calculation results are close to the actual situation, and can effectively guide the design of the jacking structure and the reaction wall, and is used to obtain an estimated value of the jacking thrust of the pipe.

[0060] Example 1:

[0061] like Figure 1 , based on the thrust calculation method of the pipe roof with male and female locks, including:

[0062] S1: Acquire construction site data; the data specifically includes pipe jacking parameters and the physical and mechanical parameters between the pipe roof and the ground;

[0063] The pipe jacking parameters include the following parameters:

[0064] Pipe wall outer diameter D , unit m; jacking length L , unit m; jacking pipe spacing B , unit m; locking height of the tube curtain h , unit m; lock width b , unit m; burial depth of jacking pipe H , unit is m, the maximum burial depth is taken in the calculation;

[0065] The physical and mechanical parameters between the pipe curtain and the stratum include the following parameters:

[0066] Friction coefficient between pipe wall and soil m 1. Friction coefficient between the lock and the soil m 2. Friction coefficient between the lock and the slurry m 3. Friction angle of soil f , unit °; natural density of soil , unit kN / m 3 Soil cohesion c 1. Unit: kN / m 2 ; Slurry cohesion c 2. Unit: kN / m 2 .

[0067] S2: Based on the acquired data, determine the side friction and head-on resistance of the jacking pipe, as well as the friction between the lock buckles and the resistance between the lock buckles and the slurry. Figure 4 This is a schematic diagram of the jacking process of the present invention. During the jacking process, the jacking pipe wall contacts the soil to generate side friction resistance. F 1 The drill bit in front of the jacking pipe contacts the soil. The soil is compacted and reinforced due to the force, which reacts to the jacking pipe to produce pipe head resistance. The jacking pipe wall contacts the soil to produce side friction resistance. F 2 ;

[0068] Figure 5 This is a schematic diagram of the contact surface between the lock buckles of the present invention. The lock buckles will generate friction resistance due to the connection between the concave and convex structures. F 3 After grouting, the slurry generates frictional resistance with the lock at the joint due to the uneven contact surface. F 4 ;

[0069] (1) Side friction resistance of jacking pipe F The calculation formula for 1 is:

[0070] ;

[0071] Where, F x is the side friction resistance on the left and right sides of the jacking pipe, F y is the side friction resistance on the upper and lower sides of the jacking pipe;

[0072] F x The calculation formula is:

[0073] ;

[0074] in, A is the surface area of ​​the top pipe, in m 2 ; s x is the active earth pressure in the horizontal direction, unit is kPa; K is the earth pressure coefficient;

[0075] F y The calculation formula is:

[0076] ;

[0077] in, s y is the cover soil pressure in the vertical direction, unit is kPa;

[0078] A The calculation formula is:

[0079] ;

[0080] Therefore, the side friction resistance of the jacking pipe F The calculation formula of 1 is further expressed as:

[0081] ;

[0082] (2) The head-on resistance of the jacking pipe refers to the resistance generated by the shear strength and soil pressure of the soil when the front end of the jacking pipe contacts the soil. F The calculation formula for 2 is:

[0083] ;

[0084] Where, A 1 is the cross-sectional area of ​​the top pipe, unit is m 2 ; s c is the resistance per unit area in front of the jacking pipe, in kPa, calculated based on the Terzaghi bearing capacity theory;

[0085] in, A The calculation formula for 1 is:

[0086] ;

[0087] According to Terzaghi's bearing capacity theory, s c The calculation formula is:

[0088] ;

[0089] In the formula N q 、N c 、 They are the bearing capacity coefficient caused by additional load, soil cohesion, soil weight, and soil internal friction angle. f According to Terzaghi's bearing capacity theory, the bearing capacity coefficient calculation formula is:

[0090] ;

[0091] ;

[0092] ;

[0093] Therefore, the headway resistance of the jacking pipe is FThe calculation formula of 2 is further expressed as:

[0094] ;

[0095] (3) In S2, the friction between the locks F The calculation formula for 3 is:

[0096] ;

[0097] Where, F 法 is the normal force of the lock contact surface, in kN, and the calculation formula is:

[0098] ;

[0099] In the formula A n The contact area between the male and female lock plates, in m 2 , the calculation formula is:

[0100] ;

[0101] s n is the normal stress of the lock contact surface, unit is kPa;

[0102] Figure 6 This is a schematic diagram of the force applied to the contact surface of the lock buckle of the present invention. Due to the different layout structures of the two pipe roofs, there is an angular offset between the top pipes in the arched layout. According to the layout of the pipe roof structure, there are two situations:

[0103] (a) If the tube roof structure with lock is arched, according to the force analysis, due to the angle offset between the top tubes, the normal force on the contact surface is s n Vertical force on the jacking pipe With horizontal force The component along the locking direction is related to the vertical force The calculation formula is:

[0104] ;

[0105] Horizontal force The calculation formula is:

[0106] ;

[0107] According to the relationship between trigonometric functions, in the force triangle, the numerical value is s n equal or , take the average value of the sum of the two as the normal stress of the lock contact surface, so the normal stress of the lock contact surface is s n The calculation formula is:

[0108] ;

[0109] Therefore, under the arch distribution, the friction between the two locks The calculation formula is expressed as:

[0110] ;

[0111] Since there is an angular offset between the top pipes of the pipe roof structure, the offset is i , and is symmetrically distributed, so the friction resistance of the lock on one side only needs to be calculated, and the total friction resistance is twice the friction resistance on one side. Since the pipe curtain structure is arched, the center line of the top pipe is a circular arc, which is considered as finite continuity. At the minimum offset i min and maximum offset i max The total frictional resistance between the locks is calculated using the integral method within the interval. The calculation formula is:

[0112] ;

[0113] In the formula i min and i max They are the minimum and maximum offset angles in the tube curtain structure, respectively, in degrees.

[0114] (b) If the tube curtain structure with lock buckles is rectangular, the friction between the lock buckles is F In 3, there is no angle deviation in the normal force of the contact surface. The jacking pipe is in horizontal and vertical arrangement. Then the vertical force and horizontal force of the jacking pipe are the normal force of the contact surface.

[0115] vertical force The calculation formula is:

[0116] ;

[0117] Horizontal force The calculation formula is:

[0118] ;

[0119] Therefore, the friction resistance of the rectangularly distributed pipe curtain lock is calculated using the following formula:

[0120] ;

[0121] Where, m is the number of horizontally arranged jacking pipes,n is the number of vertically arranged jacking pipes;

[0122] (4) Figure 7 Schematic diagram of the force between the lock buckle and the slurry of the present invention; friction resistance between the lock buckle and the slurry F 4 Including the friction caused by slurry cohesion and the friction caused by slurry pressure. F 4 calculation formula (since the slurry is randomly distributed in the soil after grouting, the distribution area pattern cannot be known, so the lock is used as the basis, and the slurry area involved in the calculation is the lock area ;

[0123] ;

[0124] Where, or The reduction factor is due to the fact that during high-pressure grouting, the slurry may flow out along the gaps; due to uneven diffusion in the soil, some of the slurry may flow to areas outside the reinforcement range; and when encountering large cracks or cavities in the soil, the slurry will additionally fill these areas. The slurry will gradually solidify over time and its strength will change, so the reduction factor is increased. or According to the Technical Specifications for Reinforcement of Existing Building Foundations JGJ 123-2012, the reduction coefficient is 0.1~0.3.

[0125] To calculate the slurry distribution area, the calculation formula is:

[0126] ;

[0127] P is the normal pressure of the slurry on the lock, in kPa, and the calculation formula is:

[0128] ;

[0129] in P p is the grouting pressure, in kPa, which is determined by the pumping pressure of the on-site grouting equipment;

[0130] Therefore, the friction between the lock and the slurry F 4 The calculation formula is further expressed as:

[0131] .

[0132] S3: Based on S2, determine the top thrust of the pipe curtain with lock buckle. Figure 2 Schematic diagram of the arch-shaped distribution of the tube curtain structure, the thrust is F a ;like Figure 3 Schematic diagram of the rectangular distribution of the pipe roof structure, the top thrust is Fb .

[0133] Specifically, the thrust calculation of the pipe roof with lock buckle is divided into the following two cases:

[0134] (a) If the tube curtain structure with lock is arched, the thrust F a Calculated using the following formula:

[0135] ;

[0136] (b) If the tube curtain structure with lock buckles is rectangular, the top thrust F b Calculated using the following formula:

[0137] ;

[0138] Where, n 1 is the number of jacking pipes, n 2 is the number of locks. For a rectangular pipe curtain, the number of top pipes is the sum of the number of top pipes arranged horizontally and vertically.

[0139] Example 2:

[0140] The thrust calculation system based on the pipe roof with lock includes:

[0141] The parameter acquisition module acquires data from the construction site; the data specifically includes pipe jacking parameters and the physical and mechanical parameters between the pipe roof and the stratum;

[0142] The pipe jacking parameters include the following parameters:

[0143] Pipe wall outer diameter D , unit m; jacking length L , unit m; jacking pipe spacing B , unit m; locking height of the tube curtain h , unit m; lock width b , unit m; burial depth of jacking pipe H , unit is m, the maximum burial depth is taken in the calculation;

[0144] The physical and mechanical parameters between the pipe curtain and the stratum include the following parameters:

[0145] Friction coefficient between pipe wall and soil m 1. Friction coefficient between the lock and the soil m 2. Friction coefficient between the lock and the slurry m 3. Friction angle of soil f , unit °; natural density of soil , unit kN / m 3 Soil cohesionc 1. Unit: kN / m 2 ; Slurry cohesion c 2. Unit: kN / m 2 .

[0146] The resistance calculation module calculates the side friction and head-on resistance of the jacking pipe, as well as the friction between the locks and the resistance between the locks and the slurry based on the data obtained by the parameter acquisition module. Specifically:

[0147] Side friction of jacking pipe F The calculation formula for 1 is:

[0148] ;

[0149] in, K is the earth pressure coefficient.

[0150] Heading resistance of pipe jacking F 2The calculation formula is:

[0151] ;

[0152] in, N q 、N c 、 are the bearing capacity coefficients caused by additional load, soil cohesion and soil weight, respectively.

[0153] According to the layout of the pipe curtain structure, there are two situations:

[0154] (a) If the tube curtain structure with lock buckles is arched, the friction between the two lock buckles is The calculation formula is expressed as:

[0155] ;

[0156] Where, i is the angular offset between the top pipes of the pipe roof structure, i min and i max are the minimum and maximum offset angles in the tube curtain structure, respectively, in degrees;

[0157] (b) If the tube curtain with lock buckles is arranged in a rectangular shape, the friction resistance of the tube curtain lock buckles is calculated using the following formula:

[0158] ;

[0159] Where, m is the number of horizontally arranged jacking pipes, n is the number of vertically arranged jacking pipes, represents the horizontal force of the jacking pipe, Indicates the vertical force of the jacking pipe.

[0160] Frictional resistance between the lock and the slurry F 4The calculation formula is:

[0161] ;

[0162] in, or is the reduction factor, P p is the grouting pressure, unit is kPa.

[0163] The jacking thrust output module calculates the jacking thrust of the jacking pipe with a lock buckle during the jacking process based on the output of the resistance calculation module, and then calculates the jacking thrust of the pipe roof with a lock buckle, and outputs the calculated jacking thrust of the pipe roof with a lock buckle.

[0164] The thrust calculation of the pipe roof with lock is divided into the following two cases:

[0165] (a) If the tube curtain structure with lock is arched, the thrust F a for:

[0166] ;

[0167] (b) If the tube curtain structure with lock buckles is rectangular, the top thrust F b for:

[0168] ;

[0169] Where, n 1 is the number of jacking pipes, n 2 is the number of locks, represents the horizontal force of the jacking pipe, Indicates the vertical force of the jacking pipe.

[0170] Example 3:

[0171] An electronic device includes a processor and a memory, wherein the memory stores a computer program, and the computer program is loaded and executed by the processor to implement the method for calculating the thrust force of a pipe roof with male and female locking buckles as described in Example 1. The method specifically comprises:

[0172] S1: Acquire construction site data;

[0173] S2: Based on the acquired data, determine the side friction and head-on resistance of the jacking pipe, as well as the friction between the lock buckles and the resistance between the lock buckles and the slurry;

[0174] S3: Based on S2, determine the jacking force of the pipe curtain with lock buckle.

[0175] Simulation experiment:

[0176] The pipe curtain support structure of an actual project consists of 49 jacking pipes arranged in an arch shape. The jacking pipes are connected by locks. The initial parameters are as follows: the outer diameter of the jacking pipe D =60cm, average weight of overlying soil c =20kN / m 3 , overlying soil thickness H =9m, the average internal friction angle of the overlying soil is 25°, and the average cohesion of the soil is c 1=5kPa. By monitoring the pushing process, the pushing force of the pushing process is obtained as follows: Figure 8 shown.

[0177] Through numerical simulation, comparative analysis was conducted using finite element software: In the numerical simulation, the rock and soil layers were regarded as horizontally distributed, and the rock mass was regarded as an isotropic homogeneous elastic material. The influence of groundwater and soil stress was not considered in the simulation, and the initial stress included the deadweight of each stratum and the upper overload. When dividing the grid, the soil layers were divided with 3D units, and the model adopted the Mohr-Coulomb constitutive model; the pipe curtain support structure was divided with 1D implanted beam units, and the models all adopted elastic models. According to the actual project, the top of the tunnel is completely in the fill stratum, and the bottom and bottom of the tunnel are in the silty clay stratum. The stress on the tunnel is the deadweight of the soil. Due to the traffic load brought by the highway above, the 20kN / m applied on the upper surface 2 Overload. The following table shows the physical and mechanical parameters of each material:

[0178] Table 1 Physical and mechanical parameters of each material:

[0179] ;

[0180] The obtained standard value, the predicted thrust calculated by the present invention and the actual thrust measured on site are compared as follows: Figure 9 As shown. In the field test, the initial jacking force is 22100kN and the maximum jacking force is 62000kN; the initial jacking force of the method of the present invention is 30000kN and the maximum jacking force is 63500kN; the initial jacking force of the "Water Supply and Drainage Pipeline Engineering Construction and Acceptance Code" is 37000kN and the maximum jacking force is 86000kN. Figure 9 A comparison shows that while the results calculated by the present invention differ somewhat from those obtained by existing methods, the changes in the jacking data are relatively gradual. Furthermore, the results calculated by the present invention are consistent with the actual jacking force required for on-site jacking. This verifies the reliability of the present method and provides strong support for practical engineering applications.

[0181] The pipe curtain support structure of a certain actual project consists of 30 jacking pipes arranged in a rectangular pattern, with 16 arranged horizontally and 14 arranged vertically. The jacking pipes are connected by locks, and the initial parameters are as follows: outer diameter of the jacking pipe D =40cm, average weight of overlying soil c =19kN / m 3 , overlying soil thickness H =6m, average soil cohesion c 1=3.5kPa, through numerical simulation, comparative analysis was carried out using finite element software: In the numerical simulation, the rock and soil layers were regarded as horizontally distributed, and the rock mass was regarded as an isotropic homogeneous elastic material. The influence of groundwater and soil stress was not considered in the simulation, and the initial stress included the deadweight of each stratum and the upper overload. When dividing the mesh, the soil layers were divided with 3D units, and the model adopted the Mohr-Coulomb constitutive model; the pipe curtain support structure was divided with 1D implanted beam units, and the models all adopted elastic models. According to the actual project, the top of the tunnel is completely in the silt and fine sand stratum, and the bottom and bottom of the tunnel are in the medium and coarse sand stratum. The stress on the tunnel is the deadweight of the soil. The following table shows the physical and mechanical parameters of each material:

[0182] ;

[0183] The obtained standard value, the predicted thrust calculated by the present invention and the actual thrust measured on site are compared as follows: Figure 9 As shown. In the field measurement, the initial jacking force is 21357.7kN, and the maximum jacking force is 38265.6kN. The initial jacking force of the method of the present invention is 21277.6kN, and the maximum jacking force is 45265.6kN. The initial jacking force of the "Water Supply and Drainage Pipeline Engineering Construction and Acceptance Specification" is 25433.7kN, and the maximum jacking force is 54433.1kN. Figure 10 Comparison shows that the calculation results of the present invention are somewhat different from those of the existing method, but the change of the push data is closer to linear change. This verifies the reliability of the present method and provides strong support for practical engineering applications.

[0184] The basic principles, main features, and advantages of the present invention are shown and described above. Those skilled in the art should understand that the present invention is not limited to the foregoing embodiments. The foregoing embodiments and descriptions are merely illustrative of the principles of the present invention. Various changes and modifications may be made to the present invention without departing from the spirit and scope of the present invention. Such changes and modifications are intended to fall within the scope of the present invention. The scope of protection claimed in the present invention is defined by the appended claims and their equivalents.

Claims

1. The method for calculating the thrust of a pipe roof with male and female lock buckles is characterized by: include: S1: Acquire construction site data; The data in S1 include the pipe jacking parameters and the physical and mechanical parameters between the pipe curtain and the stratum; The pipe jacking parameters include the following parameters: Pipe wall outer diameter D , unit: m; Pipe jacking length L , unit: m; Pipe jacking distance B , unit: m; Locking height of pipe curtain h , unit: m; Lock width b , unit: m; Pipe jacking depth H , unit: m; The physical and mechanical parameters between the pipe curtain and the stratum include the following parameters: Friction coefficient between pipe wall and soil μ 1; Friction coefficient between the lock and the soil μ 2; Friction coefficient between the lock and the slurry μ 3; Internal friction angle of soil φ , unit °; Natural density of soil , unit kN / m 3 ; Soil cohesion c 1. Unit: kN / m 2 ; Slurry cohesion c 2. Unit: kN / m 2； S2: Based on the acquired data, determine the side friction and head-on resistance of the jacking pipe, as well as the friction between the lock buckles and the resistance between the lock buckles and the slurry; In S2, there are two cases according to the layout of the pipe curtain structure: (a) If the tube curtain structure with lock buckles is arched, the friction between the two lock buckles is The calculation formula is expressed as: ； Where, θ is the angular offset between the top pipes of the pipe roof structure, θ min and θ max are the minimum and maximum offset angles in the pipe roof structure, in degrees, and the friction coefficient between the lock and the soil. μ 2； is the earth pressure coefficient; (b) If the tube curtain with lock buckles is arranged in a rectangular shape, the friction resistance of the tube curtain lock buckles is calculated using the following formula: ； Where, m is the number of horizontally arranged jacking pipes, n is the number of vertically arranged jacking pipes, represents the horizontal force of the jacking pipe, Indicates the vertical force of the jacking pipe; In S2, the friction between the lock and the slurry F 4The calculation formula is: ； in, η is the reduction factor, P p is the grouting pressure, unit is kPa; S3: Based on S2, determine the jacking force of the pipe curtain with lock buckle.

2. The method for calculating the thrust force of a pipe roof with male and female lock buckles according to claim 1 is characterized in that: In S2, the side friction resistance of the jacking pipe F The calculation formula for 1 is: ； in, K is the earth pressure coefficient.

3. The method for calculating the thrust force of a pipe roof with male and female lock buckles according to claim 2 is characterized in that: In S2, the headway resistance of the jacking pipe F 2The calculation formula is: ； in, N q 、N c 、 are the bearing capacity coefficients caused by additional load, soil cohesion and soil weight, respectively.

4. The method for calculating the thrust force of a pipe roof with male and female lock buckles according to claim 3 is characterized in that: In S3, the thrust calculation of the pipe roof with lock buckles is divided into the following two cases: (a) If the tube curtain structure with lock is arched, the thrust F a for: ； (b) If the tube curtain structure with lock buckles is rectangular, the top thrust F b for: ； Where, n 1 is the number of jacking pipes, n 2 is the number of locks.

5. The thrust calculation system based on the pipe roof with lock buckle is characterized by: include: Parameter acquisition module, to obtain data from the construction site; The resistance calculation module calculates the side friction resistance and head-on resistance of the jacking pipe, as well as the friction resistance between the lock buckles and the resistance between the lock buckles and the slurry based on the data obtained by the parameter acquisition module; The thrust output module calculates the thrust of the jacking pipe with a lock buckle during the jacking process based on the output of the resistance calculation module, and then calculates the thrust of the pipe roof with a lock buckle, and outputs the calculated thrust of the pipe roof with a lock buckle; The parameter acquisition module, the resistance calculation module and the thrust output module are loaded and executed to implement the thrust calculation method based on the pipe roof with male and female lock buckles according to any one of claims 1 to 4.

6. An electronic device, characterized in that: The electronic device includes a processor and a memory, wherein a computer program is stored in the memory, and the computer program is loaded and executed by the processor to implement the method for calculating the jacking force based on the pipe roof with male and female lock buckles according to any one of claims 1 to 4.

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