Construction method for pipe jacking underpassing expressway

Abstract

The application provides a construction method of pipe jacking under a highway, belongs to the technical field of pipe jacking construction, is used for a to-be-constructed area, the to-be-constructed area has a highway, and the method comprises the following steps: obtaining a plurality of geological parameters of the to-be-constructed area, determining a maximum jacking force of the pipe jacking based on parameters of the pipe jacking; determining a jacking force of the pipe jacking when the pipe jacking is constructed in the to-be-constructed area based on the geological parameters and to-be-determined construction parameters, determining a settlement parameter of the pipe jacking when the pipe jacking is constructed in the to-be-constructed area based on the to-be-determined construction parameters when the maximum jacking force is greater than or equal to the jacking force, and determining the to-be-determined construction parameters as target parameters of the pipe jacking when the pipe jacking is constructed in the to-be-constructed area when the settlement parameter is less than a preset settlement parameter, and adjusting the to-be-determined construction parameters 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, so that the construction method of the pipe jacking provided in the application can be applied to an area with a highway.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of pipe jacking construction, and particularly relates to a pipe jacking construction method for underpassing a highway. BACKGROUND

[0002] The pipe jacking construction method is an important trenchless pipe laying technology in water conservancy projects. Through the pipe jacking construction method, a pipe for water delivery, drainage, irrigation, and flood control can be laid.

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

[0004] However, the pipe jacking construction method does not consider the influence of the pipe jacking construction on the outside world, which leads to poor applicability of the pipe jacking construction method. SUMMARY

[0005] Embodiments of the present application provide a pipe jacking construction method for underpassing a highway, which can solve the problem of poor applicability of related technologies. The technical solution is as follows.

[0006] According to a first aspect of the present application, a pipe jacking construction method for underpassing a highway is provided, which is used for a to-be-constructed area having a highway. The method comprises the following steps.

[0007] Obtaining a plurality of geological parameters of the to-be-constructed area, wherein the plurality of geological parameters include a number of a plurality of strata contained in the to-be-constructed area at a target depth, a type of the plurality of strata, a thickness of each stratum in the plurality of strata, and a mechanical parameter of the each stratum.

[0008] Determining a maximum jacking force of a pipe based on parameters of the pipe.

[0009] Determining a jacking force of the pipe when the pipe jacking construction is performed in the to-be-constructed area based on the geological parameters and to-be-determined construction parameters, wherein the to-be-determined construction parameters include a diameter of the pipe, a length of the pipe, a thickness of the pipe, and a friction force borne by the pipe.

[0010] When the maximum jacking force is greater than or equal to the jacking force, determining a settlement parameter of the pipe when the pipe jacking construction is performed in the to-be-constructed area based on the to-be-determined construction parameters.

[0011] When the settlement parameter is less than a preset settlement parameter, determining the to-be-determined construction parameters as target parameters of the pipe when the pipe jacking construction is performed in the to-be-constructed area.

[0012] 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 step of determining the jacking force of the pipe jacking in the to-be-constructed region based on the geological parameter and the to-be-determined construction parameter is re-executed to determine the jacking force of the pipe jacking in the to-be-constructed region based on the geological parameter and the adjusted to-be-determined construction parameter.

[0013] Optionally, the parameter of the pipe jacking determines the maximum jacking force of the pipe jacking, and the method comprises:

[0014] determining the maximum jacking force of the pipe jacking based on the parameter of the pipe jacking and a first formula, the first formula comprising:

[0015] P max =0.5× ;

[0016] wherein P max is the maximum jacking force, the is a reduction coefficient of compressive strength of concrete, is an improvement coefficient of eccentric compression strength, is a material brittleness coefficient, is a standard adjustment coefficient of concrete strength, is the weight of the soil layer where the end of the pipe jacking is located, the is a design value of compressive strength of concrete, and the is a minimum effective force transmission area of the pipe, and the soil layer where the end of the pipe jacking is located comprises the soil layers of the accumulated disturbance region and the shear disturbance region arranged in sequence in the advancing direction of the pipe jacking when jacking.

[0017] Optionally, the step of determining the jacking force of the pipe jacking in the to-be-constructed region based on the geological parameter and the to-be-determined construction parameter comprises:

[0018] determining the earth pressure of the end soil layer of the pipe jacking based on a second formula, the geological parameter and the to-be-determined construction parameter, the second formula comprising:

[0019] P1= D 2 H s ;

[0020] wherein the P1 is the earth pressure of the end soil layer of the pipe jacking, the π is a circular constant, the 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, the H s is the thickness of the soil layer of the end of the pipe jacking;

[0021] determine a side friction resistance of the pipe jacking based on the third formula, the geological parameters and the to-be-determined construction parameters, the third formula comprising:

[0022] P2=π×D×L× f k ;

[0023] wherein the P2 is the side friction resistance of the pipe jacking, the π is a circular constant, the D is a diameter of the pipe jacking, the L is a jacking distance of the pipe jacking, the f k is an average friction resistance per unit area of a pipe wall of the pipe jacking;

[0024] determine a jacking force when the pipe jacking is constructed in the to-be-constructed area based on the earth pressure of the end soil layer of the pipe jacking and the side friction resistance of the pipe jacking.

[0025] Optionally, determine a settlement parameter of the pipe jacking when the pipe jacking is constructed in the to-be-constructed area based on the to-be-determined construction parameters, comprising:

[0026] determine the settlement parameter of the pipe jacking when the pipe jacking is constructed in the to-be-constructed area by the to-be-determined construction parameters and a fourth formula, the fourth formula comprising:

[0027]

[0028] wherein S(x) is a ground surface settlement value at a distance x from a center line of a hollow of the pipe jacking in a first direction, the first direction is perpendicular to a length direction of the pipe jacking and parallel to a horizontal direction, the S max is a target ground surface maximum settlement value, the e is a natural constant, the i is a target ground surface settlement slot width coefficient, and the settlement parameter comprises the ground surface settlement value at the distance x from the center line of the hollow of the pipe jacking in the first direction.

[0029] Optionally, before the determining the settlement parameter of the pipe jacking when the pipe jacking is constructed in the to-be-constructed area by the to-be-determined construction parameters and the fourth formula, the method further comprises:

[0030] obtain 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 are all formulas for determining a ground surface maximum settlement value and a ground surface settlement slot width coefficient;

[0031] Determine five initial ground maximum settlement values and five initial ground settlement slot width coefficients by the fifth formula, the sixth formula, the seventh formula, the eighth formula and the ninth formula respectively;

[0032] Obtain the similarity between 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 multiple geological parameters of the to-be-constructed area;

[0033] Set weights for the fifth formula, the sixth formula, the seventh formula, the eighth formula and the ninth formula based on the similarity between the multiple geological parameters of the fifth formula, the sixth formula, the seventh formula, the eighth formula and the ninth formula and the multiple geological parameters of the to-be-constructed area, and 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 similarity between the multiple geological parameters of the any one formula and the multiple geological parameters of the to-be-constructed area;

[0034] Determine the target ground maximum settlement value based on the tenth formula, and the tenth formula comprises:

[0035] S max = (a5×S5+a6×S6+a7×S7+a8×S8+a9×S9) / 5;

[0036] The S max is a target ground maximum settlement value, the a5 is a weight of the fifth formula, the S5 is an initial ground maximum settlement value obtained based on the fifth formula, the a6 is a weight of the sixth formula, the S6 is an initial ground maximum settlement value obtained based on the sixth formula, the a7 is a weight of the seventh formula, the S7 is an initial ground maximum settlement value obtained based on the seventh formula, the a8 is a weight of the eighth formula, the S8 is an initial ground maximum settlement value obtained based on the eighth formula, the a9 is a weight of the ninth formula, and the S9 is an initial ground maximum settlement value obtained based on the ninth formula.

[0037] Optionally, the target ground settlement slot width coefficient is determined based on the eleventh formula, and the eleventh formula comprises:

[0038] i= (a5×i5+a6×i6+a7×i7+a8×i8+a9×i9) / 5;

[0039] The i is the target ground subsidence tank width coefficient, the a5 is a weight value of the fifth formula, the i5 is an initial ground subsidence tank width coefficient based on the fifth formula, the a6 is a weight value of the sixth formula, the i6 is an initial ground subsidence tank width coefficient based on the sixth formula, the a7 is a weight value of the seventh formula, the i7 is an initial ground subsidence tank width coefficient based on the seventh formula, the a8 is a weight value of the eighth formula, the i8 is an initial ground subsidence tank width coefficient based on the eighth formula, the a9 is a weight value of the ninth formula, and the i9 is a ground subsidence tank width coefficient based on the ninth formula.

[0040] Optionally, the fifth formula comprises:

[0041] S max1 =

[0042] (z) = K(z0-z); ;

[0043] The sixth formula comprises:

[0044] S max2 = ;

[0045] ;

[0046] The seventh formula comprises:

[0047] S max3 = ;

[0048] (z) = K(z0-z);

[0049] The eighth formula comprises:

[0050] S max4 = ;

[0051] i4 = -0.25*ln(S ;

[0052] The ninth formula comprises:

[0053] S max5 (z) = S max ;

[0054] i5 = -0.25*ln(S -z) + 1.234;

[0055] wherein S max1 , Smax2 , S max3 , S max4 , and S max5 are the initial ground surface maximum settlement values obtained by the fifth formula, the initial ground surface maximum settlement values obtained by the sixth formula, the initial ground surface maximum settlement values obtained by the seventh formula, the initial ground surface maximum settlement values obtained by the eighth formula, and the initial ground surface maximum settlement values obtained by the ninth formula, respectively, i1, i2, i3, i4, and i5 are the initial ground surface settlement slot width coefficients obtained by the fifth formula, the initial ground surface settlement slot width coefficients obtained by the sixth formula, the initial ground surface settlement slot width coefficients obtained by the seventh formula, the initial ground surface settlement slot width coefficients obtained by the eighth formula, and the initial ground surface settlement slot width coefficients obtained by the ninth formula, respectively, z is the stratum depth, and S (z) is the settlement slot width at the stratum depth z, S (z) is the settlement slot width at the stratum depth z, S max5 (z) is the maximum settlement value at the underground depth z, V s is the volume of the settlement slot per unit length, V1 is the stratum loss rate, D is the equivalent outer diameter of the underground tunnel where the pipe jacking is located, V0 is the stratum loss amount, y is the ratio of the soil volume change amount to the soil 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 burial depth of the underground tunnel, and k is a fitting coefficient.

[0056] Optionally, the obtaining of the similarity between the plurality of 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 plurality of geological parameters of the to-be-constructed region comprises:

[0057] The plurality of geological parameters of the application scenario corresponding to the fifth formula comprises the number of the plurality of strata contained in the application scenario, the types of the plurality of strata, the thickness of each stratum in the plurality of strata, and the mechanical parameters of each stratum.

[0058] The number of the plurality of strata, the types of the plurality of strata, the thickness of each stratum in the plurality of strata, and the mechanical parameters of each stratum in the plurality of geological parameters of the application scenario corresponding to the fifth formula are respectively compared with the number of the plurality of strata, the types of the plurality of strata, the thickness of each stratum in the plurality of strata, and the mechanical parameters of each stratum in the plurality of geological parameters of the to-be-constructed region, and the similarity of each geological parameter is obtained.

[0059] The similarity of the plurality of geological parameters of the fifth formula, the sixth formula, the seventh formula, the eighth formula and the ninth formula to the plurality of geological parameters of the to-be-constructed area sets a weight value for the fifth formula, the sixth formula, the seventh formula, the eighth formula and the ninth formula, and the weight value comprises:

[0060] Obtain the number of geological parameters whose similarity is greater than a similarity threshold value.

[0061] Based on the number of geological parameters whose similarity is greater than the similarity threshold value, set a weight value for the fifth formula, and the weight value is 1 / 10 of the number.

[0062] Optionally, before the settlement parameter in the pipe jacking construction in the to-be-constructed area is determined through the to-be-determined construction parameter and the fourth formula, the method further comprises:

[0063] Obtain a fifth formula, a sixth formula, a seventh formula, an eighth formula and a ninth formula, wherein the fifth formula, the sixth formula, the seventh formula, the eighth formula and the ninth formula are all formulas for determining a maximum ground settlement value and a ground settlement slot width coefficient;

[0064] Determine five initial maximum ground settlement values and five initial ground settlement slot width coefficients through the fifth formula, the sixth formula, the seventh formula, the eighth formula and the ninth formula respectively;

[0065] Obtain the plurality of 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 of the plurality of geological parameters to the plurality of geological parameters of the to-be-constructed area;

[0066] Determine a target formula in the fifth formula, the sixth formula, the seventh formula, the eighth formula and the ninth formula, wherein the target formula has the greatest similarity of the geological parameters to the plurality of geological parameters of the to-be-constructed area;

[0067] Obtain the target maximum ground settlement value and the target ground settlement slot width coefficient through the target formula.

[0068] Optionally, the to-be-constructed area comprises three strata at the target depth, the three strata are, in sequence from top to bottom, a rubble layer, a silty clay layer and a sandy gravel layer, the rubble layer has a unit weight of 18 kiloNewtons per cubic meter, an internal friction angle of 10 degrees, a cohesion of 12 kiloPascals, a compression modulus of 3 megaPascals, a side resistance of 500 kiloNewtons per cubic meter per unit area of soil, and a friction coefficient between the jacking pipe and the surrounding soil layer ranging from 0.1 to 0.2, the silty clay layer has a unit weight of 19.5 kiloNewtons per cubic meter, an internal friction angle of 13.5 degrees, a cohesion of 17.5 kiloPascals, a compression modulus of 4 megaPascals, a side resistance of 1000 kiloNewtons per cubic meter per unit area of soil, and a friction coefficient between the jacking pipe and the surrounding soil layer ranging from 0.2 to 0.3, and the sandy gravel layer has a unit weight of 19.5 kiloNewtons per cubic meter, an internal friction angle of 23 degrees, a cohesion of 0 kiloPascals, a compression modulus of 10 megaPascals, a side resistance of 7000 kiloNewtons per cubic meter per unit area of soil, and a friction coefficient between the jacking pipe and the surrounding soil layer ranging from 0.3 to 0.4.

[0069] The technical scheme provided by the embodiments of the present application has at least the following beneficial effects:

[0070] The jacking force of the pipe jacking is determined according to the geological parameters and the to-be-determined construction parameter of the to-be-constructed area, when the maximum jacking force is greater than or equal to the jacking force, the settlement parameter of the pipe jacking in the to-be-constructed area is determined according to the to-be-determined construction parameter, when the settlement parameter is less than the preset settlement parameter, the to-be-determined construction parameter is determined as the target parameter of the pipe jacking 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 of the pipe jacking in the to-be-constructed area is determined again, so that the influence of the to-be-determined construction parameter on the to-be-constructed area can be determined according to whether the settlement parameter is greater than the preset settlement parameter, and the construction method of the pipe jacking provided by the embodiments of the present application can be applied to an area with a highway, thereby improving the applicability of the method provided by the embodiments of the present application. BRIEF DESCRIPTION OF DRAWINGS

[0071] In order to more clearly illustrate the technical schemes in the embodiments of the present application, the drawings needed in the embodiment description will be briefly introduced as follows. Obviously, the drawings in the following description are only some embodiments of the present application, and other drawings can also be obtained by those skilled in the art without creative effort.

[0072] Figure 1 is a method flowchart of a construction method of pipe jacking under a highway provided by the embodiments of the present application;

[0073] Figure 2is a method flowchart of a construction method of a pipe jacking under a highway provided by an embodiment of the present application;

[0074] Figure 3 is a geological profile relationship diagram of a pipe jacking under a region to be constructed provided by an embodiment of the present application;

[0075] Figure 4 is a schematic diagram of a pipe jacking jacking force composition provided by an embodiment of the present application;

[0076] Figure 5 is a schematic diagram of a pipe jacking disturbance region division provided by an embodiment of the present application;

[0077] Figure 6 is a schematic diagram of a pipe jacking construction ground surface transverse settlement provided by an embodiment of the present application.

[0078] Through the above-mentioned drawings, the explicit embodiments of the present application have been shown, and will be described in more detail hereinafter. These drawings and textual descriptions are not intended to limit the scope of the concept of the present application by any means, but to illustrate the concept of the present application to those skilled in the art by referring to specific embodiments. DETAILED DESCRIPTION

[0079] In order to make the purpose, technical solutions and advantages of the present application more clear, the embodiments of the present application will be described in further detail below with reference to the drawings.

[0080] One of the core tasks of water conservancy projects is water delivery, drainage, irrigation and flood control. This inevitably involves the laying of a large number of pipelines. In water conservancy projects, water conservancy pipelines often need to pass through highway, railway and building-dense areas and other obstacle regions, and pipe jacking can lay pipelines under these obstacles without excavation or with less excavation, avoiding damage and interruption to existing facilities (such as interruption of highway traffic), greatly reducing engineering risks and costs.

[0081] The construction determination method of pipe jacking under a highway provided by an embodiment of the present application can be used in pipeline laying construction of water conservancy projects to determine target parameters of pipe jacking when the pipe jacking is constructed in a region to be constructed, so that the construction method of pipe jacking provided by an embodiment of the present application can be applied in a region with a highway.

[0082] Figure 1 is a method flowchart of a construction method of a pipe jacking under a highway provided by an embodiment of the present application, the method is used in a region to be constructed, the region to be constructed has a highway, and the method can include the following steps:

[0083] In step 101, a plurality of geological parameters of the to-be-constructed area are acquired, the plurality of geological parameters including a number of strata contained in the to-be-constructed area at a target depth, a type of the plurality of strata, a thickness of each stratum in the plurality of strata, and a mechanical parameter of each stratum.

[0084] In step 102, a maximum jacking force of the pipe jacking is determined based on parameters of the pipe jacking.

[0085] In step 103, a jacking force of the pipe jacking in the to-be-constructed area is determined based on the geological parameters and to-be-determined construction parameters, the to-be-determined construction parameters including a diameter of the pipe jacking, a length of the pipe jacking, a thickness of the pipe jacking, and a friction force borne by the pipe jacking.

[0086] In step 104, when the maximum jacking force is greater than or equal to the jacking force, a settlement parameter of the pipe jacking in the to-be-constructed area is determined based on the to-be-determined construction parameters.

[0087] In step 105, when the settlement parameter is less than a preset settlement parameter, the to-be-determined construction parameters are determined as target parameters of the pipe jacking in the to-be-constructed area.

[0088] In 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, the to-be-determined construction parameters are adjusted, and step 103 is re-executed.

[0089] The expressway referred to in the embodiments of the present application refers to an expressway defined in relevant standards.

[0090] In summary, the construction method of the pipe jacking under the expressway provided in the embodiments of the present application determines the jacking force of the pipe jacking in the to-be-constructed area through the plurality of geological parameters of the to-be-constructed area and the to-be-determined construction parameters, determines the settlement parameter of the pipe jacking in the to-be-constructed area based on the to-be-determined construction parameters when the maximum jacking force is greater than or equal to the jacking force, determines the to-be-determined construction parameters as the target parameters of the pipe jacking in the to-be-constructed area when the settlement parameter is less than the preset settlement parameter, adjusts the to-be-determined construction parameters 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, and re-determines the jacking force of the pipe jacking in the to-be-constructed area, so that whether the to-be-determined construction parameters have an impact on the to-be-constructed area can be determined through whether the settlement parameter is greater than the preset settlement parameter, and the construction method of the pipe jacking provided in the embodiments of the present application can be applied to an area with an expressway, thereby improving the applicability of the method provided in the embodiments of the present application.

[0091] Figure 2is a method flowchart of another construction method of a pipe jacking underpassing an expressway provided by the embodiment of the present application, the method is used in a to-be-constructed area, the to-be-constructed area has an expressway, and the method can include the following steps:

[0092] Step 201, obtaining a plurality of geological parameters of the to-be-constructed area, the plurality of geological parameters including a number of a plurality of strata contained in a target depth of the to-be-constructed area, a type of the plurality of strata, a thickness of each stratum in the plurality of strata, and a mechanical parameter of each stratum.

[0093] Figure 3 is a geological profile relationship diagram of a pipe jacking underpassing a to-be-constructed area provided by the embodiment of the present application, as shown in Figure 3 which shows that in the to-be-constructed area, a target depth under the expressway A contains three strata, the three strata are an angular gravel layer 11, a silty clay layer 12 and a sandy gravel layer 13 arranged in turn along the ground surface, the specific gravity of the angular gravel layer 11 is 18 kilo-newtons per cubic meter, the internal friction angle is 10 degrees, the cohesion is 12 kilo-pascals, the compression modulus is 3 mega-pascals, the side resistance of the unit area of soil is 500 kilo-newtons per cubic meter, the friction coefficient between the jacking pipe and the surrounding soil layer ranges from 0.1 to 0.2, the specific gravity of the silty clay layer 12 is 19.5 kilo-newtons per cubic meter, the internal friction angle is 13.5 degrees, the cohesion is 17.5 kilo-pascals, the compression modulus is 4 mega-pascals, the side resistance of the unit area of soil is 1000 kilo-newtons per cubic meter, the friction coefficient between the jacking pipe and the surrounding soil layer ranges from 0.2 to 0.3, the specific gravity of the sandy gravel layer 13 is 19.5 kilo-newtons per cubic meter, the internal friction angle is 23 degrees, the cohesion is 0 kilo-pascals, the compression modulus is 10 mega-pascals, the side resistance of the unit area of soil is 7000 kilo-newtons per cubic meter, and the friction coefficient between the jacking pipe and the surrounding soil layer ranges from 0.3 to 0.4.

[0094] In the application environment of the method provided by the embodiment of the present application, the total length of the pipe jacking line can be 7.894 kilometers, the average depth is 14.3 meters, 18 pipe jacking wells are arranged along the line, and the average depth is 20.3m, of which 9 are working wells and 9 are receiving wells. Among them, the vertical crossing of Kunmo Expressway between 4# working well and 4# receiving well has a jacking length of 80m, adopts DN3000 reinforced concrete pipe with a wall thickness of 275mm, belongs to large-diameter pipe jacking, and adopts 1 cutter-type slurry balance mechanical pipe jacking construction in the jacking interval, the pipe jacking (concrete pipe) is made by on-site pouring, and the jacking speed is 6-8 meters per day.

[0095] The pipe jacking distance of the 4# receiving well 15 and the 4# working well 16 from the ground surface is 14m and 16m respectively, and the pipe jacking 14 is located in the sand gravel layer 13. Because the sand gravel layer has strong permeability and water enrichment, the water inflow of the working face is large during the pipe jacking 14 excavation, and the seepage failure is easy to occur, which leads to large pipe jacking construction difficulty, and the phenomena such as pipe sticking may exist. Meanwhile, the jacking deviation is easy to occur due to the uneven jacking soil layer. Therefore, when the large-diameter pipe jacking underpasses the to-be-constructed area in this section, the ground surface settlement deformation needs to be strictly controlled.

[0096] Step 202, determining the maximum jacking force of the pipe jacking based on the parameters of the pipe jacking.

[0097] During the pipe jacking construction process, the jacking force is composed of the end resistance of the pipe jacking and the side friction resistance of the pipe jacking. The geological conditions, hydrological conditions, buried depth, pipe jacking diameter and pipe jacking material have great influence on the pipe jacking force. If the jacking force is too small, the pipe section cannot normally advance, and if the jacking force is too large, the deviation is caused due to the too fast excavation rate. Therefore, it is crucial to determine the size of the pipe jacking force. Figure 4 is a schematic diagram of the composition of the pipe jacking force provided by the embodiment of the present application, Figure 4 which shows the relationship between the end resistance D, the side resistance C and the jacking force J of the pipe jacking.

[0098] The maximum jacking force of the pipe jacking is determined based on the parameters of the pipe jacking and the first formula, and the first formula includes:

[0099] P max =0.5× .

[0100] Wherein, P max is the maximum jacking force, is the reduction coefficient of the compressive strength of concrete (which can be 0.9), is the eccentric compression strength improvement coefficient (which can be 1.05), is the material brittleness coefficient (which can be 0.85), is the concrete strength standard adjustment coefficient (which can be 0.79), is the weight of the soil layer where the end of the pipe jacking is located, is the design value of the compressive strength of concrete, is the minimum effective force transmission area of the pipeline, and the soil layer where the end of the pipe jacking is located includes the soil layers of the accumulated disturbance area and the shear disturbance area arranged in turn in the advancing direction of the pipe jacking during the pipe jacking.

[0101] Step 203, determining the jacking force of the pipe jacking during the pipe jacking construction in the to-be-constructed area based on the geological parameters and the to-be-determined construction parameters, and the to-be-determined construction parameters 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.

[0102] Among the to-be-determined construction parameters, the diameter of the pipe jacking, the length of the pipe jacking, and the thickness of the pipe jacking can be directly adjusted by replacing the pipe jacking, and the friction 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.

[0103] Based on the second formula, the geological parameters, and the to-be-determined construction parameters, the earth pressure of the end soil layer of the pipe jacking is determined, and the second formula includes:

[0104] P1= D 2 H s .

[0105] Wherein, P1 is the earth pressure of the end soil layer of the pipe jacking, π is the circular constant, D is the diameter of the pipe jacking, is the weight of the soil layer where the end of the pipe jacking is located, H s is the thickness of the soil layer of the end of the pipe jacking.

[0106] Based on the third formula, the geological parameters, and the to-be-determined construction parameters, the side friction resistance of the pipe jacking is determined, and the third formula includes:

[0107] P2=π×D×L× f k .

[0108] Wherein, P2 is the side friction resistance of the pipe jacking, π is the circular constant, 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.

[0109] Based on the earth pressure of the end soil layer of the pipe jacking and the side friction resistance of the pipe jacking, the jacking force when the pipe jacking is constructed in the to-be-constructed area is determined.

[0110] In addition, the jacking force can also be determined by other formulas, for example, please refer to Table 1:

[0111] Table 1

[0112]

[0113] 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 area of the pipe jacking. L is the jacking distance. f k is the average friction resistance per unit area of the pipe wall. qFor the soil uniform load. W For the pipe self-weight.

[0114] In the pipe jacking process, the pipe and the surrounding rock-soil layer are coupled, which causes the surrounding rock-soil layer to be disturbed and deformed, threatening the safety and stability of the surface and surrounding existing buildings. Generally, when the circular pipe is constructed, the influence of the pipe on the surrounding rock-soil layer can be divided into 7 regions, Figure 5 is a schematic diagram of the pipe disturbance region provided by the embodiment of the present application, and the specific disturbance mechanism is as shown in Figure 5 , which are respectively extrusion disturbance region I (I region: located in front of the pipe jacking machine head within a certain distance, mainly affected by extrusion), shear disturbance region II (II region: located in front of the pipe jacking machine head, the rock-soil layer is cut by the pipe), unloading disturbance region III (III region: located above the I and II regions, mainly the rock-soil layer unloading and settlement caused by the ground B uplift in the early stage of the tunneling machine jacking), unloading disturbance region IV (IV region: located below the I and II regions, the disturbance mechanism is similar to that of the III region), shear disturbance region V (V region: there is shear phenomenon between the cutter head shield shell and the soil, causing soil disturbance), grouting shear disturbance region VI (VI region: mainly the soil shear effect caused by the formation of "mud sleeve" between the pipe and the soil after the concrete pipe jacking and grouting), and consolidation region VII (VII region: during jacking, the disturbance is mainly affected by the excess pore water pressure, after jacking, the pore water pressure effect disappears, and the settlement is mainly consolidation and secondary consolidation settlement).

[0115] As shown in Figure 3 and Figure 5 , when the 4# receiving well 15 and the 4# working well 16 pipe section underpass the highway A, the cutter-type mud balance mechanical pipe jacking construction is adopted. First, the excavation face uses the rock-soil body in front of the mud balance to form a shear disturbance region (II region). When the jacking force is too small, the rock-soil body in the II region moves towards the pipe face under the action of soil pressure, causing soil loss. When the jacking force is too large, the rock-soil body in the I region is subjected to a large extrusion effect, causing the ground B to uplift and deform, and at the same time causing the rock-soil body in the III region to form an excess pore water pressure, which disappears after the pipe successfully passes through, and continues to form a consolidation settlement, i.e. a consolidation region (VII region). Second, considering the outer diameter error of the pipe jacking machine and the pipe section, the soil shear in the VI region intensifies the strata loss, and if the pipe drag reduction effect is not good, it may even cause the pipe to "back up" the soil. Therefore, during the pipe jacking construction process, the deformation of the surrounding rock-soil body is a process of mutual coupling of multiple factors, mainly affected by the strata loss during the jacking process and the consolidation of the soil in the disturbance region after the jacking is completed. Among them, the deformation caused by the strata loss accounts for about 0.85~0.9 times of the total deformation caused by the pipe jacking construction. This fully shows that the deformation disturbance caused by the 4# receiving well 15 and the 4# working well 16 pipe section underpassing the highway A needs to focus on the deformation during the pipe jacking construction process and after the pipe successfully passes through.

[0116] Step 204, when the maximum jacking force is greater than or equal to the jacking force, determining the target ground maximum settlement value and the target ground settlement slot width coefficient.

[0117] After the pipe jacking construction is completed, due to the disturbance and loss of the surrounding rock-soil mass, the upper rock-soil mass will cause transverse and longitudinal ground settlement, Figure 6 is a schematic diagram of ground transverse settlement in pipe jacking construction provided by the embodiment of the present application, in combination with Figure 3 and Figure 6 As shown in the drawings, the pipe 61 is located in the rock-soil mass, and when the pipe segment of the 4# receiving well 15 and the 4# working well 16 passes through the highway A, Figure 6 The original ground B influence range f and the ground maximum settlement S max.

[0118] In the embodiment of the present application, the target ground maximum settlement value and the target ground settlement slot width coefficient can be obtained by various schemes, which will be described below.

[0119] In one scheme, step 204 can include:

[0120] 1) 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 formulas for determining the ground maximum settlement value and the ground settlement slot width coefficient.

[0121] In the related art, there are various formulas that can calculate the ground maximum settlement value and the ground settlement slot width coefficient, and the embodiment of the present application can select five formulas as the fifth formula, the sixth formula, the seventh formula, the eighth formula and the ninth formula.

[0122] Of course, the formulas provided by the embodiment 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:

[0123] S max1 =

[0124] (z) = .

[0125] The sixth formula includes:

[0126] S max2 = .

[0127] .

[0128] The seventh formula includes:

[0129] S max3 = .

[0130] (z) = K(z0-z).

[0131] The eighth formula comprises:

[0132] S max4 = .

[0133] i4=- .

[0134] The ninth formula comprises:

[0135] S max5 (z) = S max .

[0136] i5 = -0.25 x ln( -z) + 1.234.

[0137] wherein S max1 , S max2 , S max3 , S max4 and S max5 are the initial ground surface maximum settlement value obtained by the fifth formula, the initial ground surface maximum settlement value obtained by the sixth formula, the initial ground surface maximum settlement value obtained by the seventh formula, the initial ground surface maximum settlement value obtained by the eighth formula and the initial ground surface maximum settlement value obtained by the ninth formula respectively, i1, i2, i3, i4 and i5 are the initial ground surface settlement slot width coefficient obtained by the fifth formula, the initial ground surface settlement slot width coefficient obtained by the sixth formula, the initial ground surface settlement slot width coefficient obtained by the seventh formula, the initial ground surface settlement slot width coefficient obtained by the eighth formula and the initial ground surface settlement slot width coefficient obtained by the ninth formula respectively, z is the stratum depth, (z) is the settlement slot width at the stratum depth z, (z) is the settlement slot width at the stratum depth z, S max5 (z) is the maximum settlement value at the underground depth z, V sV1 is the volume of the settlement tank per unit length, V0 is the stratum loss amount, y is the ratio of the soil volume change amount to the soil 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 be empirical values, that is, data with representative and universal value accumulated by the construction unit in long-term engineering practice), z0 is the burial depth of the underground tunnel, and k is a fitting coefficient. The fitting coefficient k can be fitted by a plurality of actually measured data. S max1 and can also be fitted by a plurality of sets of measured data.

[0138] 2) Five initial ground maximum settlement values and five initial ground settlement tank width coefficients are respectively determined by the fifth formula, the sixth formula, the seventh formula, the eighth formula, and the ninth formula.

[0139] After the five formulas of the fifth formula, the sixth formula, the seventh formula, the eighth formula, and the ninth formula are obtained, five initial ground maximum settlement values and five initial ground settlement tank width coefficients can be calculated based on the five formulas.

[0140] 3) A plurality of geological parameters of an application scenario corresponding to the fifth formula, the sixth formula, the seventh formula, the eighth formula, and the ninth formula and a plurality of geological parameters of the region to be constructed are obtained.

[0141] 3.1) A plurality of geological parameters of an application scenario corresponding to the fifth formula are obtained, and the plurality of geological parameters of the application scenario corresponding to the fifth formula include the number of a plurality of strata contained in the application scenario, the types of the plurality of strata, the thickness of each stratum in the plurality of strata, and the mechanical parameters of each stratum.

[0142] The plurality of geological parameters of the application scenario corresponding to the fifth formula can be determined in the following manner:

[0143] 3.11, a plurality of sample geological parameter groups and sample parameters corresponding to each geological parameter group are obtained, and the sample parameters include sample ground maximum settlement values and sample ground settlement tank width coefficients.

[0144] 3.12, calculation parameters corresponding to each sample geological parameter group are respectively calculated by the fifth formula and each sample geological parameter group, and the calculation parameters include calculation ground maximum settlement values and calculation ground settlement tank width coefficients.

[0145] 3.13, the similarity between the calculation parameters corresponding to each sample geological parameter group and the sample parameters corresponding to each sample geological parameter group is obtained.

[0146] The first similarity of the sample local maximum deposition value and the calculated local maximum deposition value and the second similarity of the sample local deposition slot width coefficient and the calculated local deposition slot width coefficient can be obtained respectively, and the average of the first similarity and the second similarity is taken as the similarity of the sample geological parameter group corresponding to the calculated parameter and the sample parameter corresponding to the sample geological parameter group.

[0147] The similarity of the two values related by the embodiments of the present application can be calculated in various ways. For example, the similarity satisfies: u1=1-|u2-u3| / ((u2+u3) / 2), u2 and u3 are the two values related by the above embodiments, and u1 is the similarity of u2 and u3.

[0148] 3.14, determining the geological parameter group with the largest similarity as the geological parameter group corresponding to the fifth formula, and the multiple geological parameters in the geological parameter group are the multiple geological parameters of the application scenario corresponding to the fifth formula.

[0149] 3.2) The number of multiple strata, the types of multiple strata, the thickness of each stratum in multiple strata, and the mechanical parameters of each stratum in the multiple geological parameters of the application scenario corresponding to the fifth formula are compared with the number of multiple strata, the types of multiple strata, the thickness of each stratum in multiple strata, and the mechanical parameters of each stratum in the multiple geological parameters of the to-be-constructed area, and the similarity of each geological parameter is obtained.

[0150] 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 of the application scenario corresponding to the fifth formula. Of course, the multiple geological parameters of the application scenario corresponding to these formulas can also be determined by other methods, for example, by referring to related technologies, and the embodiments of the present application do not limit this.

[0151] 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 to-be-constructed area, the weights of the fifth formula, the sixth formula, the seventh formula, the eighth formula, and the ninth formula are set, and the weight of any formula in the fifth formula, the sixth formula, the seventh formula, the eighth formula, and the ninth formula is positively related to the multiple geological parameters of the formula and the similarity with the multiple geological parameters of the to-be-constructed area.

[0152] 4.1) The number of geological parameters with a similarity greater than a similarity threshold is obtained.

[0153] The similarity threshold is a pre-set empirical value. For example, in multiple historical construction processes, a value that can meet the construction design requirements is determined as the similarity threshold. For example, the similarity threshold can be 50% to 100%.

[0154] 4.2)Based on the number of geological parameters with similarity greater than the similarity threshold, set a weight value for the fifth formula, which is 1 / 10 of the number.

[0155] 5)Determine the target ground surface maximum settlement value based on the tenth formula, which includes:

[0156] S max =(a5×S5+a6×S6+a7×S7+a8×S8+a9×S9) / 5.

[0157] Wherein, S max is the target ground surface maximum settlement value, a5 is the weight value of the fifth formula, S5 is the initial ground surface maximum settlement value obtained based on the fifth formula, a6 is the weight value of the sixth formula, S6 is the initial ground surface maximum settlement value obtained based on the sixth formula, a7 is the weight value of the seventh formula, S7 is the initial ground surface maximum settlement value obtained based on the seventh formula, a8 is the weight value of the eighth formula, S8 is the initial ground surface maximum settlement value obtained based on the eighth formula, a9 is the weight value of the ninth formula, and S9 is the initial ground surface maximum settlement value obtained based on the ninth formula.

[0158] 6)Determine the target ground surface settlement slot width coefficient based on the eleventh formula, which includes:

[0159] i=(a5×i5+a6×i6+a7×i7+a8×i8+a9×i9) / 5.

[0160] Wherein, i is the target ground surface settlement slot width coefficient, a5 is the weight value of the fifth formula, i5 is the initial ground surface settlement slot width coefficient obtained based on the fifth formula, a6 is the weight value of the sixth formula, i6 is the initial ground surface settlement slot width coefficient obtained based on the sixth formula, a7 is the weight value of the seventh formula, i7 is the initial ground surface settlement slot width coefficient obtained based on the seventh formula, a8 is the weight value of the eighth formula, i8 is the initial ground surface settlement slot width coefficient obtained based on the eighth formula, a9 is the weight value of the ninth formula, and i9 is the initial ground surface settlement slot width coefficient obtained based on the ninth formula.

[0161] In another aspect, step 204 can include:

[0162] 7)Obtain the fifth formula, the sixth formula, the seventh formula, the eighth formula, and the ninth formula, all of which are formulas for determining the ground surface maximum settlement value and the ground surface settlement slot width coefficient.

[0163] 8)Determine five initial ground surface maximum settlement values and five initial ground surface settlement slot width coefficients respectively through the fifth formula, the sixth formula, the seventh formula, the eighth formula, and the ninth formula.

[0164] 9) Obtain the similarity of the geological parameters corresponding to the application scenarios of the fifth formula, the sixth formula, the seventh formula, the eighth formula and the ninth formula to the geological parameters of the region to be constructed.

[0165] 10) Determine the target formula with the greatest similarity of the geological parameters to the geological parameters of the region to be constructed among the fifth formula, the sixth formula, the seventh formula, the eighth formula and the ninth formula.

[0166] 11) Obtain the target ground surface maximum settlement value and the target ground surface settlement slot width coefficient through the target formula.

[0167] In another scheme, step 204 can include:

[0168] 12) Obtain the fifth formula, the sixth formula, the seventh formula, the eighth formula and the ninth formula, each of which is a formula for determining the ground surface maximum settlement value and the ground surface settlement slot width coefficient.

[0169] 13) Determine five initial ground surface maximum settlement values and five initial ground surface settlement slot width coefficients through the fifth formula, the sixth formula, the seventh formula, the eighth formula and the ninth formula, respectively.

[0170] 14) Obtain the average of the five initial ground surface maximum settlement values and the average of the five initial ground surface settlement slot width coefficients.

[0171] 15) Determine the average of the five initial ground surface maximum settlement values as the target ground surface maximum settlement value, and determine the average of the five initial ground surface settlement slot width coefficients as the target ground surface settlement slot width coefficient.

[0172] Step 205, determine the settlement parameter of the pipe jacking construction in the region to be constructed based on the to-be-determined construction parameter.

[0173] Determine the settlement parameter of the pipe jacking construction in the region to be constructed through the to-be-determined construction parameter and the fourth formula, the fourth formula including:

[0174] S(x) = S max x

[0175] Wherein, S(x) is the ground surface settlement value at a distance of x from the center line of the hollow hole of 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 maxis a natural constant, i is a target ground surface settlement tank width coefficient, and the settlement parameter includes a ground surface settlement value at a position x in a first direction from a center line of the hollow hole of the pipe jacking. Through the fourth formula, the settlement values of multiple positions in the region where the expressway is located and the settlement values of multiple positions in the region around the expressway can be calculated.

[0176] Step 206: When the settlement parameter is less than the preset settlement parameter, the to-be-determined construction parameter is determined as a target parameter of the pipe jacking in the to-be-constructed region.

[0177] The preset settlement parameter can be determined according to the design requirement of the expressway. For example, the design requirement of the expressway requires a maximum settlement value of the expressway at each position. In the preset settlement parameter, the preset settlement value at each position in the influence region of the pipe jacking 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 of the pipe jacking in the to-be-constructed region.

[0178] 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, the to-be-determined construction parameter is adjusted, and step 203 is re-executed.

[0179] 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, and thus the current to-be-determined construction parameter needs to be adjusted. Specifically, one or more of the following measures can be adopted: increasing the diameter of the pipe jacking, increasing the length of the pipe jacking, increasing the thickness of the pipe jacking, and reducing the friction force acting on the pipe jacking. Among them, the friction force acting on the pipe jacking can be reduced by one or more of the following measures: injecting a lubricant around the pipe jacking, increasing the smoothness of the surface of the pipe jacking, and setting a smooth coating on the surface of the pipe jacking.

[0180] In summary, the construction method of the pipe jacking provided by the embodiments of the present application is used for determining the jacking force of the pipe jacking in the construction area by the plurality of geological parameters and the to-be-determined construction parameter, when the maximum jacking force is greater than or equal to the jacking force, the settlement parameter of the pipe jacking in the construction area is determined based on the to-be-determined construction parameter, when the settlement parameter is less than the preset settlement parameter, the to-be-determined construction parameter is determined as the target parameter of the pipe jacking in the construction area, when the maximum jacking force is less than the jacking force or 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 of the pipe jacking in the construction area is determined again, so that the influence of the to-be-determined construction parameter on the construction area can be determined by whether the settlement parameter is greater than the preset settlement parameter, and the construction method of the pipe jacking provided by the embodiments of the present application can be applied to the area with the expressway, and the applicability of the method provided by the embodiments of the present application is improved.

[0181] In the present application, the terms "first", "second", "third" and "fourth" are only used for description purposes, and cannot be understood as indicating or implying relative importance. The term "plurality" refers to two or more, unless otherwise explicitly limited.

[0182] The above only describes the optional embodiments of the present application, and is not used to limit the present application. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present application shall be included in the protection scope of the present application.

Claims

1. A construction method for pipe jacking under a highway, characterized in that, The method for a to-be-constructed area having an expressway, the method comprising: obtaining a plurality of geological parameters of the to-be-constructed area, the plurality of geological parameters comprising a number of a plurality of strata contained in the to-be-constructed area at a target depth, a kind of the plurality of strata, a thickness of each stratum of the plurality of strata, and a mechanical parameter of the each stratum; determining a maximum jacking force of a pipe jacking based on parameters of the pipe jacking; determining a jacking force of the pipe jacking when the pipe jacking is constructed in the to-be-constructed area based on the geological parameters and to-be-determined construction parameters, the to-be-determined construction parameters comprising a diameter of the pipe jacking, a length of the pipe jacking, a thickness of the pipe jacking, and a friction force received by the pipe jacking; when the maximum jacking force is greater than or equal to the jacking force, determining a settlement parameter of the pipe jacking when the pipe jacking is constructed in the to-be-constructed area 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 of the pipe jacking when the pipe jacking is constructed 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, adjusting the to-be-determined construction parameters, and re-executing the step of determining the jacking force of the pipe jacking when the pipe jacking is constructed in the to-be-constructed area based on the geological parameters and the to-be-determined construction parameters, to determine the jacking force of the pipe jacking when the pipe jacking is constructed in the to-be-constructed area based on the geological parameters and the adjusted to-be-determined construction parameters.

2. The method of claim 1, wherein, The step of determining the maximum jacking force of the pipe jacking based on parameters of the pipe jacking comprises: determining the maximum jacking force of the pipe jacking based on the parameters of the pipe jacking and a first formula, the first formula comprising: P max =0.5 ； wherein P max is the maximum jacking force, the is a reduction coefficient of the compressive strength of concrete, is an improvement coefficient of the eccentric compressive strength, is a coefficient of material brittleness, is a standard adjustment coefficient of the strength of concrete, is the weight of the soil layer where the end of the pipe is located, the is the design value of the compressive strength of concrete, the is the minimum effective force transmission area of the pipe, and the soil layer where the end of the pipe is located includes, in the direction of travel of the pipe during jacking, the soil layers of the accumulated disturbance area and the shear disturbance area arranged in sequence.

3. The method of claim 2, wherein, The step of determining the jacking force of the pipe jacking when the pipe jacking is constructed in the to-be-constructed area based on the geological parameters and to-be-determined construction parameters comprises: determining a soil pressure of an 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 comprising: P1= D 2 H s ; wherein the P1 is the earth pressure of the earth layer at the end of the pipe, the π is the circular constant, the D is the diameter of the pipe, the is the weight of the earth layer at the end of the pipe, the H s is the thickness of the earth layer at the end of the pipe; determining a 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 comprising: P2 = π x D x L x f k ; wherein the P2 is a side friction resistance of the pipe jacking, the π is a circular constant, the D is a diameter of the pipe jacking, the L is a jacking distance of the pipe jacking, the f k is an average friction resistance per unit area of a pipe wall of the pipe jacking; determining the jacking force of the pipe jacking when the pipe jacking is constructed in the to-be-constructed area based on the soil pressure of the end soil layer of the pipe jacking and the side friction resistance of the pipe jacking.

4. The method of claim 1, wherein, The step of determining the settlement parameter of the pipe jacking when the pipe jacking is constructed in the to-be-constructed area based on the to-be-determined construction parameters comprises: determining the settlement parameter of the pipe jacking when the pipe jacking is constructed in the to-be-constructed area based on the to-be-determined construction parameters and a fourth formula, the fourth formula comprising: S(x) = S max ； wherein S(x) is a ground surface settlement value at a distance x from a center line of the hollow of the pipe in a first direction, the first direction being a direction perpendicular to a length direction of the pipe and parallel to a horizontal direction, and the S max is a target ground surface maximum settlement value, e is a natural constant, i is a target ground surface settlement slot width coefficient, and the settlement parameter includes a ground surface settlement value at a distance x from a center line of the hollow of the pipe in a first direction.

5. The method of claim 4, wherein, Before the step of determining the settlement parameter of the pipe jacking when the pipe jacking is constructed in the to-be-constructed area based on the to-be-determined construction parameters and the fourth formula, the method further comprises: 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 ground settlement value and a ground settlement slot width coefficient, the fifth formula comprising: ； the sixth formula comprising: ； the seventh formula comprising: the eighth formula comprising: S max3 = ； = K(z0- z); The eighth formula comprises: S max4 = ； i4=- ； The ninth formula comprises: S max5 (z) = S max ; i5=-0.25×ln( -z)+1.234; S max1 , S max2 , S max3 , S max4 , and S max5 are the initial ground surface maximum settlement values obtained by the fifth formula, the sixth formula, the seventh formula, the eighth formula, and the ninth formula respectively. max5 S max (0) is the ground surface maximum settlement value when the stratum depth is 0, i1, i2, i3, i4, and i5 are the initial ground surface settlement slot width coefficients obtained by the fifth formula, the sixth formula, the seventh formula, the eighth formula, and the ninth formula respectively, z is the stratum depth, and (0) is the ground surface settlement slot width coefficient obtained by the fifth formula when the stratum depth is 0, V s is the volume of the settlement slot per unit length, V1 is the stratum loss rate, D is the equivalent outer diameter of the underground tunnel where the pipe is located, V0 is the stratum loss amount, y is the ratio of the soil volume change amount to the soil 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 burial depth of the underground tunnel, and k is a fitting coefficient. Five initial ground maximum settlement values and five initial ground settlement slot width coefficients are determined by the fifth formula, the sixth formula, the seventh formula, the eighth formula and the ninth formula respectively; Obtain the similarity between the 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 geological parameters of the to-be-constructed area; Based on the similarity between the 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 geological parameters of the to-be-constructed area, set weights for the fifth formula, the sixth formula, the seventh formula, the eighth formula and the ninth formula, and 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 similarity between the 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 geological parameters of the to-be-constructed area; Determine the target ground maximum settlement value based on the tenth formula, and the tenth formula comprises: S max = (a5 x S max1 + a6 x S max2 + a7 x S max3 + a8 x S max4 + a9 x S max5 ) / 5; S = a5 * S5 + a6 * S6 + a7 * S7 + a8 * S8 + a9 * S9 max S5 is an initial ground surface maximum settlement value based on the fifth formula, a5 is a weight value of the fifth formula, S is a ground surface maximum settlement value, and S is a ground surface maximum settlement value of a target surface. max1 S6 is an initial ground surface maximum settlement value based on the sixth formula, a6 is a weight value of the sixth formula, S is a ground surface maximum settlement value, and S is a ground surface maximum settlement value of a target surface. max2 S7 is an initial ground surface maximum settlement value based on the seventh formula, a7 is a weight value of the seventh formula, S is a ground surface maximum settlement value, and S is a ground surface maximum settlement value of a target surface. max3 S8 is an initial ground surface maximum settlement value based on the eighth formula, a8 is a weight value of the eighth formula, S is a ground surface maximum settlement value, and S is a ground surface maximum settlement value of a target surface. max4 S9 is an initial ground surface maximum settlement value based on the ninth formula, a9 is a weight value of the ninth formula, S is a ground surface maximum settlement value, and S is a ground surface maximum settlement value of a target surface. max5 S is an initial ground surface maximum settlement value based on the ninth formula.

6. The method of claim 5, wherein, The method further comprises: Determine the target ground settlement slot width coefficient based on the eleventh formula, and the eleventh formula comprises: i=(a5×i1+a6×i2+a7×i3+a8×i4+a9×i5) / 5; The i is the target ground settlement slot width coefficient, the a5 is the weight of the fifth formula, the i1 is the initial ground settlement slot width coefficient obtained based on the fifth formula, the a6 is the weight of the sixth formula, the i2 is the initial ground settlement slot width coefficient obtained based on the sixth formula, the a7 is the weight of the seventh formula, the i3 is the initial ground settlement slot width coefficient obtained based on the seventh formula, the a8 is the weight of the eighth formula, the i4 is the initial ground settlement slot width coefficient obtained based on the eighth formula, the a9 is the weight of the ninth formula, and the i5 is the ground settlement slot width coefficient obtained based on the ninth formula.

7. The method of claim 5, wherein, The obtaining the similarity between the 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 geological parameters of the to-be-constructed area comprises: Obtain the geological parameters of the application scenario corresponding to the fifth formula, and the geological parameters of the application scenario corresponding to the fifth formula comprise the number of multiple strata contained 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, the types of the multiple strata, the thickness of each stratum in the multiple strata and the mechanical parameters of each stratum in the 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 geological parameters of the to-be-constructed area, and obtain the similarity of each geological parameter; The fifth formula, the sixth formula, the seventh formula, the eighth formula and the ninth formula are set weights based on the plurality of geological parameters of the fifth formula, the sixth formula, the seventh formula, the eighth formula and the ninth formula and the similarity of the plurality of geological parameters of the to-be-constructed area, and the weights include: The number of geological parameters with a similarity greater than a similarity threshold is obtained. The weight of the fifth formula is set based on the number of geological parameters with a similarity greater than the similarity threshold, and the weight is 1 / 10 of the number.

8. The method of claim 4, wherein, Before the settlement parameter in the to-be-constructed area during pipe jacking construction is determined by the to-be-determined construction parameter and the fourth formula, the method further includes: The fifth formula, the sixth formula, the seventh formula, the eighth formula and the ninth formula are obtained, 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 slot width coefficient, and the fifth formula includes: S max1 = ； = ； The sixth formula includes: S max2 = ； ； The seventh formula includes: S max3 = ； = K(z0- z); The eighth formula includes: S max4 = ； i4=- ； The ninth formula includes: S max5 (z) = S max (0) ; i5=-0.25×ln( -z)+1.234; wherein S max1 , S max2 , S max3 , S max4 and S max5 are the initial ground surface maximum settlement value obtained by the fifth formula, the initial ground surface maximum settlement value obtained by the sixth formula, the initial ground surface maximum settlement value obtained by the seventh formula, the initial ground surface maximum settlement value obtained by the eighth formula, and the initial ground surface maximum settlement value obtained by the ninth formula, respectively max5 , S max (0) is the ground surface maximum settlement value when the stratum depth is 0, i1, i2, i3, i4, and i5 are the initial ground surface settlement slot width coefficient obtained by the fifth formula, the initial ground surface settlement slot width coefficient obtained by the sixth formula, the initial ground surface settlement slot width coefficient obtained by the seventh formula, the initial ground surface settlement slot width coefficient obtained by the eighth formula, and the initial ground surface settlement slot width coefficient obtained by the ninth formula, respectively, z is the stratum depth, and (0) is the ground surface settlement slot width coefficient obtained by the fifth formula when the stratum depth is 0, V s is the volume of the settlement slot per unit length, V1 is the stratum loss rate, D is the equivalent outer diameter of the underground tunnel where the pipe is located, V0 is the stratum loss amount, y is the ratio of the soil volume change amount to the soil 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 burial depth of the underground tunnel, and k is a fitting coefficient. Five initial maximum ground settlement values and five initial ground settlement slot width coefficients are respectively determined by the fifth formula, the sixth formula, the seventh formula, the eighth formula and the ninth formula. The plurality of 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 of the plurality of geological parameters of the to-be-constructed area are obtained. The target formula with the greatest similarity of the geological parameters and the plurality of geological parameters of the to-be-constructed area is determined from the fifth formula, the sixth formula, the seventh formula, the eighth formula and the ninth formula. The target maximum ground settlement value and the target ground settlement slot width coefficient are obtained by the target formula.

9. The method of claim 1, wherein, The to-be-constructed area contains three strata at a target depth, the three strata are, in order from the ground surface, a rubble layer, a silty clay layer and a sandy gravel layer, the specific gravity of the rubble layer is 18 kilonewtons per cubic meter, the internal friction angle is 10 degrees, the cohesion is 12 kilopascals, the compression modulus is 3 megapascals, the side resistance of unit area soil is 500 kilonewtons per cubic meter, and the friction coefficient between the jacking pipe and the surrounding soil layer ranges from 0.1 to 0.2, the specific gravity of the silty clay layer is 19.5 kilonewtons per cubic meter, the internal friction angle is 13.5 degrees, the cohesion is 17.5 kilopascals, the compression modulus is 4 megapascals, the side resistance of unit area soil is 1000 kilonewtons per cubic meter, and the friction coefficient between the jacking pipe and the surrounding soil layer ranges from 0.2 to 0.3, the specific gravity of the sandy gravel layer is 19.5 kilonewtons per cubic meter, the internal friction angle is 23 degrees, the cohesion is 0 kilopascals, the compression modulus is 10 megapascals, the side resistance of unit area soil is 7000 kilonewtons per cubic meter, and the friction coefficient between the jacking pipe and the surrounding soil layer ranges from 0.3 to 0.4.

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