Construction method of top pipe underneath passing expressway

Abstract

The invention provides a construction method for a top pipe to pass through an expressway, and belongs to the technical field of top pipe construction, the construction method is used for a to-be-constructed area, the to-be-constructed area is provided with the expressway, and the method comprises the steps that multiple geological parameters of the to-be-constructed area are obtained, and the maximum jacking force of the top pipe is determined based on the parameters of the top pipe; the jacking force of the jacking pipe during pipe jacking construction in the to-be-constructed area is determined based on the geological parameters and the to-be-determined construction parameters, when the maximum jacking force is larger than or equal to the jacking force, the sedimentation parameter of the jacking pipe during pipe jacking construction in the to-be-constructed area is determined based on the to-be-determined construction parameters, and when the sedimentation parameter is smaller than a preset sedimentation parameter, the sedimentation parameter of the jacking pipe during pipe jacking construction in the to-be-constructed area is determined. And determining the to-be-determined construction parameters as target parameters when the pipe jacking construction is performed in the to-be-constructed area, and adjusting the to-be-determined construction parameters when the maximum jacking force is smaller than the jacking force or the settlement parameters are larger than or equal to preset settlement parameters. The pipe jacking construction method provided by the embodiment of the invention can be applied to an area with an expressway.

Description

Technical Field

[0001] This application relates to the technical field of pipe jacking construction, and particularly to a construction method for pipe jacking under a highway. Background Art

[0002] The pipe jacking construction method is an important trenchless pipeline laying technology in water conservancy projects. Through this technology, pipelines for functions such as water conveyance, drainage, irrigation, and flood control can be laid.

[0003] In a current pipe jacking construction method, geological parameters of the construction area to be constructed are first obtained, and parameters such as the diameter and wall thickness of the pipe jacking are determined based on these geological parameters and experience. Then, the pipe jacking construction is carried out based on these parameters.

[0004] However, the impact of pipe jacking construction on the outside world is not considered in the above method, resulting in poor applicability of the above method. Summary of the Invention

[0005] An embodiment of this application provides a construction method for pipe jacking under a highway, which can solve the problem of poor applicability in related technologies. The technical solution is as follows: According to the first aspect of this application, a construction method for pipe jacking under a highway is provided for a construction area to be constructed, where the construction area to be constructed has a highway. The method includes: Obtain multiple geological parameters of the construction area to be constructed, where the multiple geological parameters include the number of multiple strata included in the construction area to be constructed at a target depth, the types of the multiple strata, the thickness of each stratum in the multiple strata, and the mechanical parameters of each stratum; Determine the maximum jacking force of the pipe jacking based on the parameters of the pipe jacking; Determine the jacking force when the pipe jacking is constructed in the construction area to be constructed based on the geological parameters and the construction parameters to be determined. The construction parameters to be determined include the diameter of the pipe jacking, the length of the pipe jacking, the thickness of the pipe jacking, and the friction force received by the pipe jacking; When the maximum jacking force is greater than or equal to the jacking force, determine the settlement parameter when the pipe jacking is constructed in the construction area to be constructed based on the construction parameters to be determined; When the settlement parameter is less than the preset settlement parameter, determine the construction parameters to be determined as the target parameters when the pipe jacking is constructed in the construction area to be constructed; When the maximum jacking force is less than the jacking force, or when the settlement parameter is greater than or equal to the preset settlement parameter, adjust the to-be-determined construction parameters, and re-execute the step of determining the jacking force when the pipe jacking is carried out in the to-be-constructed area based on the geological parameters and the to-be-determined construction parameters, so as to determine the jacking force when the pipe jacking is carried out in the to-be-constructed area based on the geological parameters and the adjusted to-be-determined construction parameters.

[0006] Optionally, determining the maximum jacking force of the pipe jacking based on the parameters of the pipe jacking includes: Determining the maximum jacking force of the pipe jacking based on the parameters of the pipe jacking and a first formula, where the first formula includes: P max =0.5× ; where P max is the maximum jacking force, the is the reduction coefficient of concrete compressive strength, is the strength increase coefficient for eccentric compression, is the material brittleness coefficient, is the standard adjustment coefficient of concrete strength, is the weight of the soil layer where the end of the pipe jacking is located, the is the design value of concrete compressive strength, the is the minimum effective force transfer area of the pipe, and the soil layer where the end of the pipe jacking is located includes the soil layer in the extrusion disturbance area and the shear disturbance area arranged in sequence in the advancing direction of the pipe jacking during jacking.

[0007] Optionally, determining the jacking force when the pipe jacking is carried out in the to-be-constructed area based on the geological parameters and the to-be-determined construction parameters includes: Determining the soil pressure of the soil layer at the end of the pipe jacking based on a second formula, the geological parameters, and the to-be-determined construction parameters, where the second formula includes: P1= D 2 H s ; where P1 is the soil pressure of the soil layer at the end of the pipe jacking, π is the pi, D is the diameter of the pipe jacking, the is the weight of the soil layer where the end of the pipe jacking is located, and H s is the thickness of the soil layer at the end of the pipe jacking; Determining the side friction resistance of the pipe jacking based on a third formula, the geological parameters, and the to-be-determined construction parameters, where the third formula includes: P2=π×D×L× fk ; Wherein, P2 is the lateral frictional resistance of the pipe jacking, π is the pi, D is the diameter of the pipe jacking, L is the jacking distance of the pipe jacking, and f k is the average frictional resistance per unit area of the pipe wall of the pipe jacking; Based on the earth pressure of the soil layer at the end of the pipe jacking and the lateral frictional resistance of the pipe jacking, determine the jacking force during pipe jacking construction in the area to be constructed.

[0008] Optionally, based on the to-be-determined construction parameters, determine the settlement parameters during pipe jacking construction in the area to be constructed, including: Determine the settlement parameters during pipe jacking construction in the area to be constructed through the to-be-determined construction parameters and the fourth formula, and the fourth formula includes:

[0009] Wherein, S(x) is the ground settlement value at a distance of x from the center line of the cavity in the pipe jacking in the first direction, the first direction is perpendicular to the length direction of the pipe jacking and parallel to the horizontal direction, and the S max is the target maximum ground settlement value, e is the natural constant, i is the target ground settlement trough width coefficient, and the settlement parameters include the ground settlement value at a distance of x from the center line of the cavity in the pipe jacking in the first direction.

[0010] Optionally, before determining the settlement parameters during pipe jacking construction in the area to be constructed through the to-be-determined construction parameters and the fourth formula, the method further includes: Obtain the fifth formula, the sixth formula, the seventh formula, the eighth formula, and the ninth formula, and the fifth formula, the sixth formula, the seventh formula, the eighth formula, and the ninth formula are all formulas for determining the maximum ground settlement value and the ground settlement trough width coefficient; Respectively determine five initial maximum ground settlement values and five initial ground settlement trough width coefficients through the fifth formula, the sixth formula, the seventh formula, the eighth formula, and the ninth formula; Obtain multiple geological parameters of the application scenarios corresponding to the fifth formula, the sixth formula, the seventh formula, the eighth formula, and the ninth formula and the similarity with the multiple geological parameters of the area to be constructed; Based on multiple geological parameters of the fifth formula, sixth formula, seventh formula, eighth formula, and ninth formula, and the similarity with the multiple geological parameters of the area to be constructed, set weights for the fifth formula, sixth formula, seventh formula, eighth formula, and ninth formula. The weight of any one of the fifth formula, sixth formula, seventh formula, eighth formula, and ninth formula is positively correlated with the multiple geological parameters of the any one formula and the similarity with the multiple geological parameters of the area to be constructed; Determine the target maximum surface settlement value based on the tenth formula, and the tenth formula includes: S max = (a5 × S5 + a6 × S6 + a7 × S7 + a8 × S8 + a9 × S9) / 5; The S max is the target maximum surface settlement value, the a5 is the weight of the fifth formula, the S5 is the initial maximum surface settlement value obtained based on the fifth formula, the a6 is the weight of the sixth formula, the S6 is the initial maximum surface settlement value obtained based on the sixth formula, the a7 is the weight of the seventh formula, the S7 is the initial maximum surface settlement value obtained based on the seventh formula, the a8 is the weight of the eighth formula, the S8 is the initial maximum surface settlement value obtained based on the eighth formula, the a9 is the weight of the ninth formula, and the S9 is the initial maximum surface settlement value obtained based on the ninth formula.

[0011] Optionally, determine the target surface settlement trough width coefficient based on the eleventh formula, and the eleventh formula includes: i = (a5 × i5 + a6 × i6 + a7 × i7 + a8 × i8 + a9 × i9) / 5; The i is the target surface settlement trough width coefficient, the a5 is the weight of the fifth formula, the i5 is the initial surface settlement trough width coefficient obtained based on the fifth formula, the a6 is the weight of the sixth formula, the i6 is the initial surface settlement trough width coefficient obtained based on the sixth formula, the a7 is the weight of the seventh formula, the i7 is the initial surface settlement trough width coefficient obtained based on the seventh formula, the a8 is the weight of the eighth formula, the i8 is the initial surface settlement trough width coefficient obtained based on the eighth formula, the a9 is the weight of the ninth formula, and the i9 is the surface settlement trough width coefficient obtained based on the ninth formula.

[0012] Optionally, the fifth formula includes: S max1 =

[0013] (z) = ; The sixth formula includes: S max2 = ; ; The seventh formula includes: S max3 = ; (z) = K(z0 - z); The eighth formula includes: S max4 = ; i4 = - ; The ninth formula includes: S max5 (z) = S max ; i5 = -0.25 × ln( -z) + 1.234; Wherein, S max1 , S max2 , S max3 , S max4 and S max5 are the initial maximum ground settlement values obtained by the fifth formula, the initial maximum ground settlement values obtained by the sixth formula, the initial maximum ground settlement values obtained by the seventh formula, the initial maximum ground settlement values obtained by the eighth formula, and the initial maximum ground settlement values obtained by the ninth formula, respectively. i1, i2, i3, i4, and i5 are the initial ground settlement trough width coefficients obtained by the fifth formula, the initial ground settlement trough width coefficients obtained by the sixth formula, the initial ground settlement trough width coefficients obtained by the seventh formula, the initial ground settlement trough width coefficients obtained by the eighth formula, and the initial ground settlement trough width coefficients obtained by the ninth formula, respectively. The z is the formation depth, the (z) is the settlement trough width at the formation depth of z, the (z) is the settlement trough width at the formation depth of z, the S max5 (z) is the maximum settlement value at the underground depth of z, the V s is the volume of the settlement trough per unit length, V1 is the formation loss rate, D is the equivalent outer diameter of the underground tunnel where the pipe jacking is located, V0 is the formation loss amount, y is the ratio of the soil layer volume change to the soil layer loss amount, t is the construction time, a and b are preset parameters, R is the radius of the underground tunnel, K is a preset parameter, z0 is the buried depth of the underground tunnel, and k is a fitting coefficient.

[0014] Optionally, obtaining multiple geological parameters of the application scenarios corresponding to the fifth formula, the sixth formula, the seventh formula, the eighth formula, and the ninth formula, and the similarity with the multiple geological parameters of the area to be constructed, includes: Obtaining multiple geological parameters of the application scenario corresponding to the fifth formula, where the multiple geological parameters of the application scenario corresponding to the fifth formula include the number of multiple strata included in the application scenario, the types of the multiple strata, the thickness of each stratum in the multiple strata, and the mechanical parameters of each stratum; Comparing the number of multiple strata, the types of the multiple strata, the thickness of each stratum in the multiple strata, and the mechanical parameters of each stratum in the multiple geological parameters of the application scenario corresponding to the fifth formula with the number of multiple strata, the types of the multiple strata, the thickness of each stratum in the multiple strata, and the mechanical parameters of each stratum in the multiple geological parameters of the area to be constructed respectively, and obtaining the similarity of each geological parameter; For the multiple geological parameters of the fifth formula, the sixth formula, the seventh formula, the eighth formula, and the ninth formula and the similarity with the multiple geological parameters of the area to be constructed, setting weights for the fifth formula, the sixth formula, the seventh formula, the eighth formula, and the ninth formula, includes: Obtaining the number of geological parameters whose similarity of the geological parameters is greater than the similarity threshold; Based on the number of geological parameters whose similarity of the geological parameters is greater than the similarity threshold, setting a weight for the fifth formula, and the weight is 1 / 10 of the number.

[0015] Optionally, before determining the settlement parameters during pipe jacking construction in the area to be constructed through the to-be-determined construction parameters and the fourth formula, the method further includes: Obtaining the fifth formula, the sixth formula, the seventh formula, the eighth formula, and the ninth formula, where the fifth formula, the sixth formula, the seventh formula, the eighth formula, and the ninth formula are all formulas for determining the maximum surface settlement value and the surface settlement trough width coefficient; Respectively determining five initial maximum surface settlement values and five initial surface settlement trough width coefficients through the fifth formula, the sixth formula, the seventh formula, the eighth formula, and the ninth formula; Obtaining multiple geological parameters of the application scenarios corresponding to the fifth formula, the sixth formula, the seventh formula, the eighth formula, and the ninth formula and the similarity with the multiple geological parameters of the area to be constructed; Determine the geological parameters in the fifth formula, sixth formula, seventh formula, eighth formula and ninth formula, and the target formula with the highest similarity to the multiple geological parameters of the area to be constructed. Obtain the target maximum ground settlement value and the target ground settlement trough width coefficient through the target formula.

[0016] Optionally, the area to be constructed contains three strata at the target depth. The three strata are, in order from the ground surface downwards, the breccia layer, the silty clay layer and the gravel layer. The unit weight of the breccia layer is 18 kN / m³, the internal friction angle is 10°, the cohesion is 12 kPa, the compression modulus is 3 MPa, the lateral resistance of the soil per unit area is 500 kN / m³, and the friction coefficient between the jacking pipe and the surrounding soil layer ranges from 0.1 to 0.2. The unit weight of the silty clay is 19.5 kN / m³, the internal friction angle is 13.5°, the cohesion is 17.5 kPa, the compression modulus is 4 MPa, the lateral resistance of the soil per unit area is 1000 kN / m³, and the friction coefficient between the jacking pipe and the surrounding soil layer ranges from 0.2 to 0.3. The unit weight of the gravel layer is 19.5 kN / m³, the internal friction angle is 23°, the cohesion is 0 kPa, the compression modulus is 10 MPa, the lateral resistance of the soil per unit area is 7000 kN / m³, and the friction coefficient between the jacking pipe and the surrounding soil layer ranges from 0.3 to 0.4.

[0017] The beneficial effects brought by the technical solution provided by the embodiments of the present application at least include: Determine the jacking force during jacking pipe construction in the area to be constructed through multiple geological parameters of the area to be constructed and the parameters to be determined for construction. When the maximum jacking force is greater than or equal to the jacking force, based on the parameters to be determined for construction, determine the settlement parameters during jacking pipe construction in the area to be constructed. When the settlement parameters are less than the preset settlement parameters, determine the parameters to be determined for construction as the target parameters for jacking pipe construction in the area to be constructed. When the maximum jacking force is less than the jacking force or when the settlement parameters are greater than or equal to the preset settlement parameters, adjust the parameters to be determined for construction and re-determine the jacking force during jacking pipe construction in the area to be constructed. In this way, it is possible to determine the influence of the parameters to be determined for construction on the area to be constructed based on whether the settlement parameters are greater than the preset settlement parameters, so that the jacking pipe construction method provided by the embodiments of the present application can be applied to areas with expressways, improving the applicability of the method provided by the embodiments of the present application. Description of the Drawings

[0018] To more clearly illustrate the technical solutions in the embodiments of the present application, the following will briefly introduce the accompanying drawings required for the description of the embodiments. Obviously, the accompanying drawings in the following description are only some embodiments of the present application. For those of ordinary skill in the art, without creative efforts, other accompanying drawings can be obtained based on these drawings.

[0019] Figure 1 is the method flow chart of a construction method for a jacking pipe to pass under a highway provided by an embodiment of the present application; Figure 2 is the method flow chart of another construction method for a jacking pipe to pass under a highway provided by an embodiment of the present application; Figure 3 is the geological profile relationship diagram of a jacking pipe passing through the construction area to be constructed provided by an embodiment of the present application; Figure 4 is the schematic diagram of the composition of the jacking force of a jacking pipe provided by an embodiment of the present application; Figure 5 is the schematic diagram of the division of the disturbed area of a jacking pipe provided by an embodiment of the present application; Figure 6 is the schematic diagram of the lateral ground settlement during the jacking pipe construction provided by an embodiment of the present application.

[0020] Through the above accompanying drawings, the clear embodiments of the present application have been shown, and there will be more detailed descriptions later. These accompanying drawings and text descriptions are not intended to limit the scope of the concept of the present application in any way, but to illustrate the concept of the present application to those skilled in the art by referring to specific embodiments. Specific Embodiments

[0021] To make the objectives, technical solutions, and advantages of the present application clearer, the following will further describe the embodiments of the present application in detail in conjunction with the accompanying drawings.

[0022] One of the core tasks of water conservancy projects is water conveyance, drainage, irrigation, and flood control. This necessarily involves the laying of a large number of pipelines. And in water conservancy projects, water conservancy pipelines often need to cross obstacles such as highways, railways, and densely built-up areas. Jacking pipes can lay pipelines under these obstacles without or with less excavation, avoiding damage and interruption to existing facilities (such as interrupting highway traffic), and greatly reducing the engineering risks and costs.

[0023] The construction determination method for a jacking pipe to pass under a highway provided by the embodiments of the present application can be used to determine the target parameters during the jacking pipe construction in the construction area to be constructed in water conservancy project pipeline laying construction, so that the construction method of the jacking pipe provided by the embodiments of the present application can be applied to areas with highways.

[0024] Figure 1It is a method flow chart of a construction method for a jacking pipe to pass under a highway provided by an embodiment of the present application. This method is used for a construction area to be constructed, and the construction area to be constructed has a highway. This method may include the following steps: Step 101: Obtain multiple geological parameters of the construction area to be constructed. The multiple geological parameters include the number of multiple strata included in the construction area to be constructed at the target depth, the types of the multiple strata, the thickness of each stratum in the multiple strata, and the mechanical parameters of each stratum.

[0025] Step 102: Determine the maximum jacking force of the jacking pipe based on the parameters of the jacking pipe.

[0026] Step 103: Determine the jacking force when the jacking pipe is constructed in the construction area to be constructed based on the geological parameters and the construction parameters to be determined. The construction parameters to be determined include the diameter of the jacking pipe, the length of the jacking pipe, the thickness of the jacking pipe, and the friction force received by the jacking pipe.

[0027] Step 104: When the maximum jacking force is greater than or equal to the jacking force, determine the settlement parameter when the jacking pipe is constructed in the construction area to be constructed based on the construction parameters to be determined.

[0028] Step 105: When the settlement parameter is less than the preset settlement parameter, determine the construction parameters to be determined as the target parameters when the jacking pipe is constructed in the construction area to be constructed.

[0029] Step 106: When the maximum jacking force is less than the jacking force, or when the settlement parameter is greater than or equal to the preset settlement parameter, adjust the construction parameters to be determined and re - execute Step 103.

[0030] The highway involved in the embodiment of the present application refers to the highway defined in the relevant standards.

[0031] In summary, for the construction method of a jacking pipe passing under a highway provided by the embodiment of the present application, the jacking force when the jacking pipe is constructed in the construction area to be constructed is determined through multiple geological parameters of the construction area to be constructed and the construction parameters to be determined. When the maximum jacking force is greater than or equal to the jacking force, the settlement parameter when the jacking pipe is constructed in the construction area to be constructed is determined based on the construction parameters to be determined. When the settlement parameter is less than the preset settlement parameter, the construction parameters to be determined are determined as the target parameters when the jacking pipe is constructed in the construction area to be constructed. When the maximum jacking force is less than the jacking force or when the settlement parameter is greater than or equal to the preset settlement parameter, the construction parameters to be determined are adjusted, and the jacking force when the jacking pipe is constructed in the construction area to be constructed is re - determined. In this way, the influence of the construction parameters to be determined on the construction area to be constructed can be determined by whether the settlement parameter is greater than the preset settlement parameter, so that the construction method of the jacking pipe provided by the embodiment of the present application can be applied to the area with a highway, improving the applicability of the method provided by the embodiment of the present application.

[0032] Figure 2 FIG. 2 is a flowchart of another construction method for a jacking pipe to pass under a highway provided by an embodiment of the present application. This method is used for a construction area to be constructed, and the construction area to be constructed has a highway. This method may include the following steps: Step 201: Obtain a plurality of geological parameters of the construction area to be constructed. The plurality of geological parameters include the number of multiple strata included in the construction area to be constructed at a target depth, the types of the multiple strata, the thickness of each stratum in the multiple strata, and the mechanical parameters of each stratum.

[0033] Figure 3 FIG. 3 is a geological profile relationship diagram of a jacking pipe passing through the construction area to be constructed provided by an embodiment of the present application. As Figure 3 shown, in the construction area to be constructed, the target depth below Highway A includes three strata. The three strata are a gravel layer 11, a silty clay layer 12, and a gravel layer 13 arranged in sequence from the ground surface downwards. The unit weight of the gravel layer 11 is 18 kN / m³, the internal friction angle is 10°, the cohesion is 12 kPa, the compression modulus is 3 MPa, the lateral resistance of the soil per unit area is 500 kN / m³, and the friction coefficient between the jacking pipe and the surrounding soil layer ranges from 0.1 to 0.2. The unit weight of the silty clay layer 12 is 19.5 kN / m³, the internal friction angle is 13.5°, the cohesion is 17.5 kPa, the compression modulus is 4 MPa, the lateral resistance of the soil per unit area is 1000 kN / m³, and the friction coefficient between the jacking pipe and the surrounding soil layer ranges from 0.2 to 0.3. The unit weight of the gravel layer 13 is 19.5 kN / m³, the internal friction angle is 23°, the cohesion is 0 kPa, the compression modulus is 10 MPa, the lateral resistance of the soil per unit area is 7000 kN / m³, and the friction coefficient between the jacking pipe and the surrounding soil layer ranges from 0.3 to 0.4.

[0034] In the application environment of the method provided by the embodiment of the present application, the total length of the jacking pipe line can be 7.894 km, the average depth is 14.3 m, and a total of 18 jacking pipe wells are arranged along the line, with an average depth of 20.3 m, including 9 working wells and 9 receiving wells. Among them, between the 4# working well and the 4# receiving well, it vertically crosses the Kunming-Mohan Expressway, and the jacking length is 80 m. DN3000 reinforced concrete pipes with a wall thickness of 275 mm are used, which belong to large-diameter jacking pipes. One cutter head type slurry balance mechanical jacking pipe construction is adopted in the jacking section. The jacking pipes (concrete pipes) are fabricated on-site by casting, and the jacking speed is 6 - 8 meters per day.

[0035] The jacking pipes of the 4# receiving well 15 and the 4# working well 16 are 14 m and 16 m away from the ground surface respectively. The jacking pipe 14 is located in the gravel layer 13. Due to the strong permeability and water-rich property of the gravel, when the jacking pipe 14 is tunneling, the water inflow of the heading face is relatively large, and it is prone to seepage failure, resulting in greater difficulty in jacking pipe construction. There may be phenomena such as drill sticking. At the same time, the jacking soil layer is uneven, and it is easy to produce jacking deviation. Therefore, when the large-diameter jacking pipe passes through the area to be constructed in this section, the ground settlement deformation needs to be strictly controlled.

[0036] Step 202: Determine the maximum jacking force of the jacking pipe based on the parameters of the jacking pipe.

[0037] During the jacking construction process of the jacking pipe, the jacking force is composed of overcoming the end resistance of the jacking pipe and the sidewall frictional resistance of the jacking pipe. Geological conditions, hydrological conditions, buried depth, jacking pipe diameter, and jacking pipe material have a greater impact on the jacking force of the jacking pipe. Too small a jacking force will cause the pipe joints to be unable to move forward normally, and too large a jacking force will cause the tunneling rate to be too fast and produce deviation. Therefore, it is crucial to determine the magnitude of the jacking force of the jacking pipe. Figure 4 It is a schematic diagram of the composition of the jacking force of a jacking pipe provided by an embodiment of the present application. Figure 4 The schematic diagram shows the relationship between the end resistance D, the side resistance C, and the jacking force J of the jacking pipe.

[0038] Determine the maximum jacking force of the jacking pipe based on the parameters of the jacking pipe and the first formula. The first formula includes: P max =0.5× 。 》

[0039] Among them, P max is the maximum jacking force, is the reduction coefficient of concrete compressive strength (which can be 0.9), is the strength increase coefficient for eccentric compression (which can be 1.05), is the material brittleness coefficient (which can be 0.85), is the standard adjustment coefficient of concrete strength (which can be 0.79), is the weight of the soil layer where the end of the jacking pipe is located, is the design value of concrete compressive strength, is the minimum effective force transmission area of the pipe. The soil layer where the end of the jacking pipe is located includes the soil layers of the extrusion disturbance area and the shear disturbance area arranged in sequence in the advancing direction of the jacking pipe during jacking.

[0040] Step 203: Determine the jacking force when the jacking pipe is jacking in the area to be constructed based on the geological parameters and the pending construction parameters. The pending construction parameters include the diameter of the jacking pipe, the length of the jacking pipe, the thickness of the jacking pipe, and the friction force received by the jacking pipe.

[0041] Among the to-be-determined construction parameters, the diameter, length, and thickness of the pipe jacking can be directly adjusted by replacing the pipe jacking, and the frictional force received by the pipe jacking can be changed by setting different soil layers on the surface of the pipe jacking and grouting outside the pipe jacking, etc.

[0042] Based on the second formula, geological parameters, and to-be-determined construction parameters, determine the soil pressure of the soil layer at the end of the pipe jacking. The second formula includes: P1 = D 2 H s 。

[0043] Wherein, P1 is the soil pressure of the soil layer at the end of the pipe jacking, π is the pi, D is the diameter of the pipe jacking, is the weight of the soil layer where the end of the pipe jacking is located, and H s is the thickness of the soil layer at the end of the pipe jacking.

[0044] Based on the third formula, geological parameters, and to-be-determined construction parameters, determine the side friction resistance of the pipe jacking. The third formula includes: P2 = π×D×L× f k 。

[0045] Wherein, P2 is the side friction resistance of the pipe jacking, π is the pi, D is the diameter of the pipe jacking, L is the jacking distance of the pipe jacking, f k is the average friction resistance per unit area of the pipe wall of the pipe jacking.

[0046] Based on the soil pressure of the soil layer at the end of the pipe jacking and the side friction resistance of the pipe jacking, determine the jacking force during pipe jacking construction in the to-be-constructed area.

[0047] In addition, the jacking force can also be determined by other formulas. Exemplarily, please refer to Table 1: Table 1

[0048] Wherein, P F and P f are the end and side resistances of the pipe jacking respectively. D is the outer diameter of the pipe jacking. B is the average resistance per unit face area of the pipe jacking. L is the jacking distance. f k is the average friction resistance received by the pipe wall per unit area. q is the uniform soil load. W is the self-weight of the pipeline.

[0049] During the pipe jacking process, the pipe jacking and the surrounding rock and soil layers are in a mutually coupled process, which causes the surrounding rock and soil layers to be disturbed and deformed, threatening the safety and stability of the ground surface and existing buildings in the vicinity. Generally, during the construction of circular pipe jacking, the influence of the pipe jacking on the surrounding rock and soil can be divided into 7 regions. Figure 5 It is a schematic diagram of the division of the disturbed areas of pipe jacking provided by the embodiment of the present application. The specific disturbance mechanism is as Figure 5 shown, which are respectively the extrusion disturbance area I (Area I: located at a certain distance in front of the pipe jacking machine head, mainly affected by extrusion), the shear disturbance area II (Area II: located directly in front of the pipe jacking machine head, where the rock and soil layer is cut by the pipe jacking), the unloading disturbance area III (Area III: located above Areas I and II, mainly the unloading settlement of the rock and soil caused by the ground surface B bulging during the early stage of the jacking of the boring machine), the unloading disturbance area IV (Area IV: located below Areas I and II, and the disturbance mechanism is similar to that of Area III), the shear disturbance area V (Area V: there is a shear phenomenon at the interface between the cutter head shield shell and the soil, causing soil disturbance), the grouting shear disturbance area VI (Area VI: mainly after the concrete pipe jacking and grouting, a "mud jacket" is formed between the pipe and the soil, triggering soil shear), and the consolidation area VII (Area VII: during jacking, the disturbance is mainly affected by the excess pore water pressure. After jacking, the pore water pressure dissipates, and the settlement is mainly consolidation and secondary consolidation settlement).

[0050] As Figure 3 and Figure 5 shown, when the pipe jacking section of the 4# receiving well 15 and the 4# working well 16 passes under the highway A, the cutter head type slurry balance mechanical pipe jacking construction is adopted. First, the excavation surface uses the slurry to balance the rock and soil in front, forming a shear disturbance area (Area II). When the jacking force is too small, the rock and soil in Area II moves towards the pipe jacking face under the action of soil pressure, causing soil loss. When the jacking force is too large, the rock and soil in Area I is subjected to a large extrusion force, causing the ground surface B to bulge and deform, and at the same time causing excess pore water pressure to form in the rock and soil in Area III. Until the pipe jacking passes smoothly, the pore water pressure in this area disappears, and continued consolidation settlement is triggered, that is, the consolidation area (Area VII) is caused. Second, considering the outer diameter error between the pipe jacking machine and the pipe jacking pipe joints, the shear of the rock and soil in Area VI exacerbates the formation of ground loss. If the pipe jacking resistance reduction effect is not good, it will even cause the "backfill" effect of the pipe jacking. Therefore, during the pipe jacking construction process, the deformation of the surrounding rock and soil is a process of mutual coupling of multiple factors, mainly affected by the ground loss during the jacking process and the consolidation of the soil in the disturbed area after the jacking is completed. Among them, the deformation caused by ground loss accounts for about 0.85 - 0.9 times of the total deformation caused by pipe jacking construction. This fully shows that the key to the deformation disturbance caused by the pipe jacking section of the 4# receiving well 15 and the 4# working well 16 passing under the highway A needs to focus on the deformation during the pipe jacking construction process and after passing through smoothly.

[0051] Step 204: When the maximum jacking force is greater than or equal to the jacking force, determine the maximum settlement value of the target ground surface and the width coefficient of the target ground surface settlement trough.

[0052] After the pipe jacking construction is completed, due to the disturbance and loss of the surrounding rock and soil mass, horizontal and vertical ground surface settlements will occur in the overlying rock and soil mass. Figure 6 It is a schematic diagram of the horizontal ground settlement during pipe jacking construction provided by an embodiment of the present application. Combining Figure 3 and Figure 6 as shown, the pipe jacking 61 is located in the rock and soil mass. When the pipe jacking sections of the 4# receiving well 15 and the 4# working well 16 pass under the highway A, Figure 6 shows the influence range f of the original ground surface B and the maximum ground surface settlement S max.

[0053] In the embodiments of the present application, various schemes can be used to obtain the target maximum ground surface settlement value and the target ground surface settlement trough width coefficient, which will be described separately below.

[0054] In one scheme, step 204 may include: 1) Obtain the fifth formula, the sixth formula, the seventh formula, the eighth formula, and the ninth formula. The fifth formula, the sixth formula, the seventh formula, the eighth formula, and the ninth formula are all formulas for determining the maximum ground surface settlement value and the ground surface settlement trough width coefficient.

[0055] In the related art, there are various formulas that can calculate the maximum ground surface settlement value and the ground surface settlement trough width coefficient. In the embodiments of the present application, five formulas can be selected from them as the fifth formula, the sixth formula, the seventh formula, the eighth formula, and the ninth formula.

[0056] Of course, the formulas provided by the embodiments of the present application can also be used as the fifth formula, the sixth formula, the seventh formula, the eighth formula, and the ninth formula. In an exemplary embodiment, the fifth formula includes: S max1 =

[0057] (z)= 。

[0058] The sixth formula includes: S max2 = 。

[0059] 。

[0060] The seventh formula includes: S max3 = 。

[0061] (z)=K(z0 - z)。

[0062] The eighth formula includes: S max4 = 。

[0063] i4 = - 。

[0064] The ninth formula includes: S max5 (z) = S max 。

[0065] i5 = -0.25×ln( -z) + 1.234。

[0066] Wherein, S max1 、S max2 、S max3 、S max4 and S max5 are respectively the initial maximum surface settlement values obtained from the fifth formula, the initial maximum surface settlement values obtained from the sixth formula, the initial maximum surface settlement values obtained from the seventh formula, the initial maximum surface settlement values obtained from the eighth formula, and the initial maximum surface settlement values obtained from the ninth formula. i1, i2, i3, i4, and i5 are respectively the initial surface settlement trough width coefficients obtained from the fifth formula, the initial surface settlement trough width coefficients obtained from the sixth formula, the initial surface settlement trough width coefficients obtained from the seventh formula, the initial surface settlement trough width coefficients obtained from the eighth formula, and the initial surface settlement trough width coefficients obtained from the ninth formula. z is the formation depth, (z) is the settlement trough width at the formation depth of z, (z) is the settlement trough width at the formation depth of z, S max5 (z) is the maximum settlement value at the underground depth of z, V s is the volume of the settlement trough per unit length, V1 is the formation loss rate, D is the equivalent outer diameter of the underground tunnel where the pipe jacking is located, V0 is the formation loss amount, y is the ratio of the soil layer volume change to the soil layer loss amount, t is the construction time, a and b are preset parameters, R is the radius of the underground tunnel, K is a preset parameter (a, b, and K can all be empirical values, that is, data with representativeness and universal value accumulated by the construction unit in long-term engineering practice), z0 is the buried depth of the underground tunnel, and k is the fitting coefficient. This fitting coefficient k can be obtained by fitting multiple actually measured data. S max1 and in the above-mentioned fifth formula can also be obtained by fitting multiple groups of measurement data.

[0067] 2) Five initial maximum surface settlement values and five initial surface settlement trough width coefficients are respectively determined through the fifth formula, the sixth formula, the seventh formula, the eighth formula, and the ninth formula.

[0068] After obtaining the above five formulas, namely the fifth formula, the sixth formula, the seventh formula, the eighth formula, and the ninth formula, five initial maximum surface settlement values and five initial surface settlement trough width coefficients can be calculated based on these five formulas.

[0069] 3) Obtain multiple geological parameters of the application scenarios corresponding to the fifth formula, the sixth formula, the seventh formula, the eighth formula, and the ninth formula, and the similarity with the multiple geological parameters of the area to be constructed.

[0070] 3.1) Obtain multiple geological parameters of the application scenario corresponding to the fifth formula. The multiple geological parameters of the application scenario corresponding to the fifth formula include the number of multiple strata included in the application scenario, the types of multiple strata, the thickness of each stratum in the multiple strata, and the mechanical parameters of each stratum.

[0071] The multiple geological parameters of the application scenario corresponding to the fifth formula can be determined in the following way: 3.11. Obtain multiple measured sample geological parameter groups and the sample parameters corresponding to each geological parameter group. The sample parameters include the sample maximum surface settlement value and the sample surface settlement trough width coefficient.

[0072] 3.12. Calculate the calculation parameters corresponding to each sample geological parameter group through the fifth formula and each sample geological parameter group respectively. The calculation parameters include the calculated maximum surface settlement value and the calculated surface settlement trough width coefficient.

[0073] 3.13. Respectively obtain the similarity between the calculation parameters corresponding to each sample geological parameter group and the sample parameters corresponding to each sample geological parameter group.

[0074] Among them, the first similarity between the sample maximum surface settlement value and the calculated maximum surface settlement value, and the second similarity between the sample surface settlement trough width coefficient and the calculated surface settlement trough width coefficient can be respectively obtained, and the average value of the first similarity and the second similarity is used as the similarity between the calculation parameters corresponding to the sample geological parameter group and the sample parameters corresponding to the sample geological parameter group.

[0075] The similarity between the two values involved in the embodiments of the present application can be calculated in various ways. Exemplarily, the similarity satisfies: u1 = 1 - |u2 - u3| / ((u2 + u3) / 2), where u2 and u3 are the two values involved in the above embodiments, and u1 is the similarity between u2 and u3.

[0076] 3.14. Determine the geological parameter group with the highest similarity as the geological parameter group corresponding to the fifth formula. The multiple geological parameters in this geological parameter group are the multiple geological parameters for the application scenario corresponding to the fifth formula.

[0077] 3.2) Compare the number of multiple strata, the types of multiple strata, the thickness of each stratum in the multiple strata, and the mechanical parameters of each stratum among the multiple geological parameters for the application scenario corresponding to the fifth formula with the number of multiple strata, the types of multiple strata, the thickness of each stratum in the multiple strata, and the mechanical parameters of each stratum among the multiple geological parameters of the area to be constructed, and obtain the similarity of each geological parameter.

[0078] The acquisition methods of the multiple geological parameters corresponding to the sixth formula, the seventh formula, the eighth formula, and the ninth formula can refer to the acquisition method of the multiple geological parameters for the application scenario corresponding to the fifth formula. Of course, these multiple geological parameters for the application scenarios corresponding to these formulas can also be determined by other means. For example, relevant technologies can be referred to, and the embodiments of the present application do not limit this.

[0079] 4) Based on the multiple geological parameters of the fifth formula, the sixth formula, the seventh formula, the eighth formula, and the ninth formula and the similarity with the multiple geological parameters of the area to be constructed, set weights for the fifth formula, the sixth formula, the seventh formula, the eighth formula, and the ninth formula. The weight of any one of the fifth formula, the sixth formula, the seventh formula, the eighth formula, and the ninth formula is positively correlated with the multiple geological parameters of any one formula and the similarity with the multiple geological parameters of the area to be constructed.

[0080] 4.1) Obtain the number of geological parameters with a similarity greater than the similarity threshold.

[0081] The similarity threshold is a preset empirical value. Exemplarily, during multiple historical construction processes, a value that can meet the construction design requirements can be determined as the similarity threshold. Exemplarily, the similarity threshold can be 50% to 100%.

[0082] 4.2) Based on the number of geological parameters with a similarity greater than the similarity threshold, set a weight for the fifth formula, and the weight is 1 / 10 of the number.

[0083] 5) Determine the target maximum ground settlement value based on the tenth formula. The tenth formula includes: S max = (a5 × S5 + a6 × S6 + a7 × S7 + a8 × S8 + a9 × S9) / 5.

[0084] Wherein, S max$S$ is the maximum surface settlement value of the target, $a_5$ is the weight of the fifth formula, $S_5$ is the initial maximum surface settlement value obtained based on the fifth formula, $a_6$ is the weight of the sixth formula, $S_6$ is the initial maximum surface settlement value obtained based on the sixth formula, $a_7$ is the weight of the seventh formula, $S_7$ is the initial maximum surface settlement value obtained based on the seventh formula, $a_8$ is the weight of the eighth formula, $S_8$ is the initial maximum surface settlement value obtained based on the eighth formula, $a_9$ is the weight of the ninth formula, and $S_9$ is the initial maximum surface settlement value obtained based on the ninth formula.

[0085] 6) Determine the target surface settlement trough width coefficient based on the eleventh formula, and the eleventh formula includes: $i = (a_5×i_5 + a_6×i_6 + a_7×i_7 + a_8×i_8 + a_9×i_9) / 5$.

[0086] Wherein, $i$ is the target surface settlement trough width coefficient, $a_5$ is the weight of the fifth formula, $i_5$ is the initial surface settlement trough width coefficient obtained based on the fifth formula, $a_6$ is the weight of the sixth formula, $i_6$ is the initial surface settlement trough width coefficient obtained based on the sixth formula, $a_7$ is the weight of the seventh formula, $i_7$ is the initial surface settlement trough width coefficient obtained based on the seventh formula, $a_8$ is the weight of the eighth formula, $i_8$ is the initial surface settlement trough width coefficient obtained based on the eighth formula, $a_9$ is the weight of the ninth formula, and $i_9$ is the surface settlement trough width coefficient obtained based on the ninth formula.

[0087] In another solution, step 204 may include: 7) Obtain the fifth formula, the sixth formula, the seventh formula, the eighth formula, and the ninth formula. The fifth formula, the sixth formula, the seventh formula, the eighth formula, and the ninth formula are all formulas for determining the maximum surface settlement value and the surface settlement trough width coefficient.

[0088] 8) Respectively determine five initial maximum surface settlement values and five initial surface settlement trough width coefficients through the fifth formula, the sixth formula, the seventh formula, the eighth formula, and the ninth formula.

[0089] 9) Obtain the similarity between multiple geological parameters of the application scenarios corresponding to the fifth formula, the sixth formula, the seventh formula, the eighth formula, and the ninth formula and multiple geological parameters of the area to be constructed.

[0090] 10) Determine the target formula with the highest similarity between the geological parameters and multiple geological parameters of the area to be constructed among the fifth formula, the sixth formula, the seventh formula, the eighth formula, and the ninth formula.

[0091] 11) Obtain the target maximum surface settlement value and the target surface settlement trough width coefficient through the target formula.

[0092] In another solution, step 204 may include: 12) Obtain the fifth formula, the sixth formula, the seventh formula, the eighth formula, and the ninth formula. The fifth formula, the sixth formula, the seventh formula, the eighth formula, and the ninth formula are all formulas for determining the maximum surface settlement value and the surface settlement trough width coefficient.

[0093] 13) Respectively determine five initial maximum surface settlement values and five initial surface settlement trough width coefficients through the fifth formula, the sixth formula, the seventh formula, the eighth formula, and the ninth formula.

[0094] 14) Obtain the mean value of the five initial maximum surface settlement values and the mean value of the five initial surface settlement trough width coefficients.

[0095] 15) Determine the mean value of the five initial maximum surface settlement values as the target maximum surface settlement value, and determine the mean value of the five initial surface settlement trough width coefficients as the target surface settlement trough width coefficient.

[0096] Step 205: Determine the settlement parameters when the pipe jacking is carried out in the area to be constructed based on the undetermined construction parameters.

[0097] Determine the settlement parameters when the pipe jacking is carried out in the area to be constructed through the undetermined construction parameters and the fourth formula. The fourth formula includes: S(x) = S max ×

[0098] where S(x) is the surface settlement value at a distance of x from the center line of the cavity in the pipe jacking in the first direction. The first direction is perpendicular to the length direction of the pipe jacking and parallel to the horizontal direction. S max is the target maximum surface settlement value, e is the natural constant, i is the target surface settlement trough width coefficient, and the settlement parameters include the surface settlement value at a distance of x from the center line of the cavity in the pipe jacking in the first direction. Through this fourth formula, the settlement values at multiple positions in the area where the highway is located and the settlement values at multiple positions in the area around the highway can be calculated.

[0099] Step 206: When the settlement parameters are less than the preset settlement parameters, determine the undetermined construction parameters as the target parameters when the pipe jacking is carried out in the area to be constructed.

[0100] The preset settlement parameter can be determined according to the design requirements of the highway. Exemplarily, if the design requirements of the highway specify the maximum settlement value at each position of the highway, then in the preset settlement parameter, the preset settlement value at each position within the influence area of the jacking pipe is less than the maximum settlement value. The settlement value at each position in the preset settlement parameter can be compared with the settlement value at each position in the settlement parameter. When the settlement value at each position in the preset settlement parameter is greater than or equal to the settlement value at each position in the settlement parameter, it is determined that the settlement parameter is less than the preset settlement parameter. At this time, the to-be-determined construction parameter can be determined as the target parameter for the jacking pipe construction in the to-be-constructed area.

[0101] Step 207: When the maximum jacking force is less than the jacking force, or when the settlement parameter is greater than or equal to the preset settlement parameter, adjust the to-be-determined construction parameter and re-execute Step 203.

[0102] When the maximum jacking force is less than the jacking force, or when the settlement parameter is greater than or equal to the preset settlement parameter, it indicates that the current to-be-determined construction parameter may be difficult to meet the preset construction standard. Therefore, it is necessary to adjust the current to-be-determined construction parameter. Specifically, one or more of the following measures can be adopted: increasing the diameter of the jacking pipe, increasing the length of the jacking pipe, increasing the thickness of the jacking pipe, and reducing the friction force on the jacking pipe. Among them, the friction force on the jacking pipe can be reduced by one or more of the following measures: injecting lubricant around the jacking pipe, increasing the smoothness of the surface of the jacking pipe, and setting a smooth coating on the surface of the jacking pipe.

[0103] In summary, the construction method for a jacking pipe to pass under a highway provided by the embodiments of the present application determines the jacking force for the jacking pipe construction in the to-be-constructed area through multiple geological parameters and to-be-determined construction parameters in the to-be-constructed area. When the maximum jacking force is greater than or equal to the jacking force, based on the to-be-determined construction parameter, the settlement parameter for the jacking pipe construction in the to-be-constructed area is determined. When the settlement parameter is less than the preset settlement parameter, the to-be-determined construction parameter is determined as the target parameter for the jacking pipe construction in the to-be-constructed area. When the maximum jacking force is less than the jacking force or when the settlement parameter is greater than or equal to the preset settlement parameter, the to-be-determined construction parameter is adjusted, and the jacking force for the jacking pipe construction in the to-be-constructed area is re-determined. In this way, it is possible to determine the influence of the to-be-determined construction parameter on the to-be-constructed area by whether the settlement parameter is greater than the preset settlement parameter, so that the construction method of the jacking pipe provided by the embodiments of the present application can be applied to areas with highways, improving the applicability of the method provided by the embodiments of the present application.

[0104] In the present application, the terms "first", "second", "third", "fourth", etc. are only used for descriptive purposes and cannot be construed as indicating or implying relative importance. The term "plurality" means two or more, unless otherwise clearly defined.

[0105] The above are only optional embodiments of the present application and are not intended to limit the present application. Any modifications, equivalent replacements, improvements, etc. made within the spirit and principle of the present application shall be included within the protection scope of the present application.

Claims

1. A construction method for pipe jacking under a highway, characterized in that For a construction area to be constructed, the construction area having a highway, the method comprising: Obtaining a plurality of geological parameters of the construction area to be constructed, the plurality of geological parameters including the number of a plurality of strata included in the construction area to be constructed at a target depth, the types of the plurality of strata, the thickness of each stratum in the plurality of strata, and the mechanical parameters of each stratum; Determining a maximum jacking force of the pipe jacking based on parameters of the pipe jacking; Determining a jacking force during pipe jacking construction in the construction area to be constructed based on the geological parameters and to-be-determined construction parameters, the to-be-determined construction parameters including the diameter of the pipe jacking, the length of the pipe jacking, the thickness of the pipe jacking, and the frictional force received by the pipe jacking; When the maximum jacking force is greater than or equal to the jacking force, determining a settlement parameter during pipe jacking construction in the construction area to be constructed based on the to-be-determined construction parameters; When the settlement parameter is less than a preset settlement parameter, determining the to-be-determined construction parameters as target parameters during pipe jacking construction in the construction area to be constructed; When the maximum jacking force is less than the jacking force, or when the settlement parameter is greater than or equal to the preset settlement parameter, adjusting the to-be-determined construction parameters, and re-executing the step of determining the jacking force during pipe jacking construction in the construction area to be constructed based on the geological parameters and the to-be-determined construction parameters, so as to determine the jacking force during pipe jacking construction in the construction area to be constructed based on the geological parameters and the adjusted to-be-determined construction parameters.

2. The method according to claim 1, characterized in that, The determining the maximum jacking force of the pipe jacking based on parameters of the pipe jacking includes: Determining the maximum jacking force of the pipe jacking based on the parameters of the pipe jacking and a first formula, the first formula including: P max =0.5 ； Among them, P max is the maximum jacking force, and the is the reduction coefficient of concrete compressive strength, is the increase coefficient of eccentric compressive strength, is the material brittleness coefficient, is the standard adjustment coefficient of concrete strength, is the weight of the soil layer where the end of the pipe jacking is located. The is the design value of concrete compressive strength. The is the minimum effective force transmission area of the pipe. The soil layer where the end of the pipe jacking is located includes the soil layer of the extrusion disturbance area and the soil layer of the shear disturbance area arranged in sequence in the advancing direction during pipe jacking.

3. The method according to claim 2, characterized in that, The determining the jacking force during pipe jacking construction in the construction area to be constructed based on the geological parameters and the to-be-determined construction parameters includes: Determining the earth pressure of the end soil layer of the pipe jacking based on a second formula, the geological parameters, and the to-be-determined construction parameters, the second formula including: P1= D 2 H s ; Wherein, P1 is the soil pressure of the soil layer at the end of the pipe jacking, π is the pi, D is the diameter of the pipe jacking, and is the weight of the soil layer where the end of the pipe jacking is located, and H s is the thickness of the soil layer at the end of the pipe jacking; Determining the side friction resistance of the pipe jacking based on a third formula, the geological parameters, and the to-be-determined construction parameters, the third formula including: P2 = π × D × L × f k ; Wherein, P2 is the lateral frictional resistance of the pipe jacking, π is the pi, D is the diameter of the pipe jacking, L is the jacking distance of the pipe jacking, and f k is the average frictional resistance per unit area of the pipe wall of the pipe jacking; [[ID=z12]]Determining the jacking force during pipe jacking construction in the construction area to be constructed based on the earth pressure of the end soil layer of the pipe jacking and the side friction resistance of the pipe jacking.

4. The method according to claim 1, wherein The determining the settlement parameter during pipe jacking construction in the construction area to be constructed based on the to-be-determined construction parameters includes: Determining the settlement parameter during pipe jacking construction in the construction area to be constructed through the to-be-determined construction parameters and a fourth formula, the fourth formula including: S(x) = S max Wherein, S(x) is the ground settlement value at a distance of x from the center line of the cavity in the pipe jacking in the first direction, the first direction is perpendicular to the length direction of the pipe jacking and parallel to the horizontal direction, and the S max is the maximum ground settlement value of the target, e is the natural constant, i is the width coefficient of the target ground settlement trough, and the settlement parameter includes the ground settlement value at a distance of x from the center line of the cavity in the pipe jacking in the first direction.

5. The method according to claim 4, wherein Before the determining the settlement parameter during pipe jacking construction in the construction area to be constructed through the to-be-determined construction parameters and the fourth formula, the method further includes: Obtaining a fifth formula, a sixth formula, a seventh formula, an eighth formula, and a ninth formula, the fifth formula, the sixth formula, the seventh formula, the eighth formula, and the ninth formula all being formulas for determining a maximum surface settlement value and a surface settlement trough width coefficient; Five initial maximum ground settlement values and five initial ground settlement trough width coefficients are respectively determined through the fifth formula, the sixth formula, the seventh formula, the eighth formula, and the ninth formula; Obtain multiple geological parameters of the application scenarios corresponding to the fifth formula, the sixth formula, the seventh formula, the eighth formula, and the ninth formula, and the similarity with the multiple geological parameters of the area to be constructed; Based on the multiple geological parameters of the fifth formula, the sixth formula, the seventh formula, the eighth formula, and the ninth formula, and the similarity with the multiple geological parameters of the area to be constructed, set weights for the fifth formula, the sixth formula, the seventh formula, the eighth formula, and the ninth formula. The weight of any one of the fifth formula, the sixth formula, the seventh formula, the eighth formula, and the ninth formula is positively correlated with the multiple geological parameters of the any one formula and the similarity with the multiple geological parameters of the area to be constructed; Determine the target maximum ground settlement value based on the tenth formula, and the tenth formula includes: S max = (a5 × S5 + a6 × S6 + a7 × S7 + a8 × S8 + a9 × S9) / 5; The said S max is the maximum surface settlement value of the target surface, a5 is the weight value of the fifth formula, S5 is the initial maximum surface settlement value obtained based on the fifth formula, a6 is the weight value of the sixth formula, S6 is the initial maximum surface settlement value obtained based on the sixth formula, a7 is the weight value of the seventh formula, S7 is the initial maximum surface settlement value obtained based on the seventh formula, a8 is the weight value of the eighth formula, S8 is the initial maximum surface settlement value obtained based on the eighth formula, a9 is the weight value of the ninth formula, and S9 is the initial maximum surface settlement value obtained based on the ninth formula.

6. The method according to claim 5, characterized in that, The method further includes: Determine the target ground settlement trough width coefficient based on the eleventh formula, and the eleventh formula includes: i = (a5×i5 + a6×i6 + a7×i7 + a8×i8 + a9×i9) / 5; The i is the target ground settlement trough width coefficient, the a5 is the weight of the fifth formula, the i5 is the initial ground settlement trough width coefficient obtained based on the fifth formula, the a6 is the weight of the sixth formula, the i6 is the initial ground settlement trough width coefficient obtained based on the sixth formula, the a7 is the weight of the seventh formula, the i7 is the initial ground settlement trough width coefficient obtained based on the seventh formula, the a8 is the weight of the eighth formula, the i8 is the initial ground settlement trough width coefficient obtained based on the eighth formula, the a9 is the weight of the ninth formula, and the i9 is the ground settlement trough width coefficient obtained based on the ninth formula.

7. The method according to claim 6, characterized in that, The fifth formula includes: S max1 = ； The sixth formula includes: ； ； The seventh formula includes: S max3 = ； h(z) = K(z0 - z); The eighth formula includes: S max4 = ； i4=- ； The ninth formula includes: S max5 S(z)= max ; i5 = -0.25×ln( -z)+ 1.234; Among them, S max1 , S max2 , S max3 , S max4 , and S max5 are, in sequence, the initial maximum ground settlement values obtained from the fifth formula, the initial maximum ground settlement values obtained from the sixth formula, the initial maximum ground settlement values obtained from the seventh formula, the initial maximum ground settlement values obtained from the eighth formula, and the initial maximum ground settlement values obtained from the ninth formula. i1, i2, i3, i4, and i5 are, in sequence, the initial ground settlement trough width coefficients obtained from the fifth formula, the initial ground settlement trough width coefficients obtained from the sixth formula, the initial ground settlement trough width coefficients obtained from the seventh formula, the initial ground settlement trough width coefficients obtained from the eighth formula, and the initial ground settlement trough width coefficients obtained from the ninth formula. The z is the formation depth, the (z) is the settlement trough width at the formation depth of z, the (z) is the settlement trough width at the formation depth of z, the S max5 (z) is the maximum settlement value at the underground depth of z, the V s is the volume of the settlement trough per unit length, V1 is the formation loss rate, D is the equivalent outer diameter of the underground tunnel where the pipe jacking is located, V0 is the formation loss amount, y is the ratio of the soil layer volume change to the soil layer loss amount, t is the construction time, a and b are preset parameters, R is the radius of the underground tunnel, K is a preset parameter, z0 is the buried depth of the underground tunnel, and k is a fitting coefficient.

8. The method according to claim 5, wherein The obtaining of the multiple geological parameters of the application scenarios corresponding to the fifth formula, the sixth formula, the seventh formula, the eighth formula, and the ninth formula, and the similarity with the multiple geological parameters of the area to be constructed includes: Obtain multiple geological parameters of the application scenario corresponding to the fifth formula. The multiple geological parameters of the application scenario corresponding to the fifth formula include the number of multiple strata included in the application scenario, the types of the multiple strata, the thickness of each stratum in the multiple strata, and the mechanical parameters of each stratum; Compare the number of multiple strata among the multiple geological parameters of the application scenario corresponding to the fifth formula, the types of the multiple strata, the thickness of each stratum among the multiple strata, and the mechanical parameters of each stratum with the number of multiple strata among the multiple geological parameters of the area to be constructed, the types of the multiple strata, the thickness of each stratum among the multiple strata, and the mechanical parameters of each stratum, and obtain the similarity of each geological parameter; For the multiple geological parameters of the fifth formula, the sixth formula, the seventh formula, the eighth formula, and the ninth formula and the similarity with the multiple geological parameters of the area to be constructed, set weights for the fifth formula, the sixth formula, the seventh formula, the eighth formula, and the ninth formula, including: Obtain the number of geological parameters whose similarity of the geological parameters is greater than the similarity threshold; Based on the number of geological parameters whose similarity of the geological parameters is greater than the similarity threshold, set a weight for the fifth formula, and the weight is 1 / 10 of the number; 9. The method according to claim 4, wherein Before determining the settlement parameters during pipe jacking construction in the area to be constructed through the to-be-determined construction parameters and the fourth formula, the method further includes: Obtain the fifth formula, the sixth formula, the seventh formula, the eighth formula, and the ninth formula. The fifth formula, the sixth formula, the seventh formula, the eighth formula, and the ninth formula are all formulas for determining the maximum surface settlement value and the surface settlement trough width coefficient; Respectively determine five initial maximum surface settlement values and five initial surface settlement trough width coefficients through the fifth formula, the sixth formula, the seventh formula, the eighth formula, and the ninth formula; Obtain the multiple geological parameters of the application scenario corresponding to the fifth formula, the sixth formula, the seventh formula, the eighth formula, and the ninth formula and the similarity with the multiple geological parameters of the area to be constructed; Determine the target formula with the greatest similarity of geological parameters and the multiple geological parameters of the area to be constructed among the fifth formula, the sixth formula, the seventh formula, the eighth formula, and the ninth formula; Obtain the target maximum surface settlement value and the target surface settlement trough width coefficient through the target formula.

10. The method according to claim 1, characterized in that The area to be constructed contains three strata at the target depth. The three strata are, in order from the surface downwards, a breccia layer, a silty clay layer, and a gravel layer. The unit weight of the breccia layer is 18 kN / m³, the internal friction angle is 10°, the cohesion is 12 kPa, the compression modulus is 3 MPa, the lateral resistance of the soil per unit area is 500 kN / m³, and the friction coefficient between the jacking pipe and the surrounding soil ranges from 0.1 to 0.

2. The unit weight of the silty clay is 19.5 kN / m³, the internal friction angle is 13.5°, the cohesion is 17.5 kPa, the compression modulus is 4 MPa, the lateral resistance of the soil per unit area is 1,000 kN / m³, and the friction coefficient between the jacking pipe and the surrounding soil ranges from 0.2 to 0.

3. The unit weight of the gravel layer is 19.5 kN / m³, the internal friction angle is 23°, the cohesion is 0 kPa, the compression modulus is 10 MPa, the lateral resistance of the soil per unit area is 7,000 kN / m³, and the friction coefficient between the jacking pipe and the surrounding soil ranges from 0.3 to 0.4.

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