Artificial pipe jacking system and method

Abstract

The present application relates to a kind of artificial pipe jacking system and method.The jacking system first adjusts the orientation of tool pipe by first telescopic device;Second telescopic device is used to make intermediate pipe and tool pipe jacking along the orientation of tool pipe;Finally, the third telescopic device is used to jacking concrete pipe, wherein the concrete pipe is jacked inside the intermediate pipe, to ensure that the jacking direction of concrete pipe does not change.The jacking system suppresses ground settlement by injecting thixotropic mud to the outer wall of the concrete pipe to form a mud jacket.The present application collects relevant data of pipe jacking construction at construction site to establish mathematical model to obtain reference value of thixotropic mud parameters, and then sets multiple groups of thixotropic mud parameters based on the reference value of thixotropic mud parameters to test section jacking, and collects ground settlement data corresponding to each thixotropic mud parameter, and then selects the thixotropic mud parameters with the best ground settlement suppression effect according to the ground settlement data for formal pipe jacking construction.

Description

TECHNICAL FIELD

[0001] The present application relates to the field of pipe jacking construction technology, and particularly relates to a manual pipe jacking system and method. BACKGROUND

[0002] As a trenchless construction method, the biggest advantage of pipe jacking method is that it adopts a trenchless excavation method, which has incomparable advantages for urban pipeline construction in a busy traffic, densely populated, numerous ground buildings, and complex underground structures and pipelines, and is more and more widely used.

[0003] However, as an underground excavation method, pipe jacking construction will inevitably disturb the soil around the pipeline, and even cause excessive ground settlement; and to make the completed pipeline extend along the designed route, it is necessary to ensure the accuracy of the position, angle, etc. during pipe jacking construction.

[0004] Today, with the wide application of pipe jacking method, the development of pipe jacking construction control technology enables us to smoothly carry out long-distance, large-diameter and some complex geological structure pipe jacking construction. In the process of pipe jacking construction, soil excavation and other operations that cause ground loss will be carried out, and soil displacement will occur after the ground loss of soil, thereby causing ground settlement. When the ground settlement is too large, the pipe jacking construction will cause harm to the buildings (structures) around the construction area and the adjacent underground pipelines. Therefore, appropriate measures need to be taken to control the ground settlement generated during construction. When excavating in soft soil layer, the large-diameter pipeline is prone to deviate from the designed jacking direction in the jacking process due to poor self-stability of the soil and large self-weight of the pipeline. If effective measures are not taken to control the jacking posture of the pipeline, the pipeline deviation may be large and cannot be corrected, resulting in engineering failure.

[0005] The patent with publication number CN109707383A provides a pipe jacking construction method, which comprises: performing pipe jacking construction measurement, including detecting the jacking position and angle of the machine head of the pipe jacking machine by using a laser tester, comparing the detected result with the expected result, and controlling the advancing direction and position of the machine head of the pipe jacking machine by a controller; after the jacking work is completed, mud replacement is performed, a mounting hole is formed on the soil of the outer wall of the steel pipe, a third grouting pipe is installed on the mounting hole, the third grouting pipe is used to introduce cement mortar or fly ash cement mortar to replace the thixotropic mud at the outer wall of the steel pipe, so as to improve the structural strength of the soil at the steel pipe to prevent ground settlement; after the mud replacement is completed, the third grouting pipe is removed, the mounting hole is plugged, and a sealing plate is arranged outside the mounting hole for sealing.

[0006] For the problem that the pipe is prone to deviate from the jacking direction during jacking, the prior art mostly sets an attitude adjusting device at the pipe opening, adjusts the attitude before each jacking, and then jacks the attitude adjusting device and the pipe together after the adjustment is completed. However, this technical solution can only ensure the attitude of the pipe at the start of jacking, and cannot ensure that the pipe does not deviate from the design direction during jacking, in other words, the attitude of the pipe during jacking is uncontrollable. Meanwhile, when the thixotropic mud is used to control ground settlement, the preparation and use of the thixotropic mud are mostly based on experience, and there is a lack of reasonable guidance scheme, and the efficiency of the thixotropic mud cannot be optimized.

[0007] In summary, the present application provides an artificial jacking pipe jacking system and method to solve the deficiencies of the prior art.

[0008] The present application pre-controls the attitude of the artificial jacking pipe process, first adjusts the attitude of the tool pipe through the first telescopic device, then jacks the intermediate pipe and the tool pipe through the second telescopic device to open a channel for the jacking of the concrete pipe, and then the second telescopic device and the third telescopic device cooperate to complete the jacking of the pipe, and the jacking of the concrete pipe is carried out inside the intermediate pipe, avoiding contact with the soil, so as not to deviate from the jacking direction.

[0009] The present application first collects data such as the depth of jacking pipe construction, geological conditions and environmental conditions at the construction site to establish a construction model for suppressing ground settlement using thixotropic mud and to simulate, then analyzes the simulation results to obtain thixotropic mud parameters for construction reference. After obtaining the thixotropic mud parameters for construction reference, the present application carries out test section jacking, and in the process of test section jacking, the present application carries out test section jacking by changing the grouting pressure, slurry ratio and other thixotropic mud parameters, and collects ground settlement data corresponding to each thixotropic mud parameter, then selects the thixotropic mud parameters with the best ground settlement suppression effect according to the collected ground settlement data for formal jacking pipe construction.

[0010] In addition, on the one hand, there are differences in understanding of the skilled person in the art, and on the other hand, the applicant has studied a large number of literatures and patents when making the present application, but due to the limited space, all the details and contents are not listed in detail, which does not mean that the present application does not have these characteristics of the prior art, on the contrary, the present application has all the characteristics of the prior art, and the applicant reserves the right to add related prior art in the background art. SUMMARY

[0011] In view of the deficiencies of the prior art, the present application provides an artificial jacking pipe jacking method. The method comprises:

[0012] Adjusting the jacking attitude of the concrete pipe through the jacking pipe assembly;

[0013] Injecting thixotropic mud into the concrete pipe from the inside of the concrete pipe to fill the gap between the concrete pipe and the soil;

[0014] Establishing a pipe jacking construction model based on field stratum structure data, and simulating the pipe jacking construction model to obtain at least the variation law between ground settlement and jacking distance and / or thixotropic mud;

[0015] Based on the simulation result of the pipe jacking construction model, setting at least two different thixotropic mud parameters to make the pipe jacking assembly jacking in the test section, and obtaining the thixotropic mud parameter causing the minimum ground settlement among the at least two different thixotropic mud parameters through ground settlement monitoring when the pipe jacking assembly jacks in the test section; wherein the thixotropic mud parameters at least include grouting pressure and slurry ratio of the thixotropic mud.

[0016] Preferably, the method can further include:

[0017] Establishing a pipe jacking construction model fitting the field physical parameters to obtain the law of ground settlement, and providing effective data reference for pipe jacking construction, wherein the pipe jacking construction model is preset with a grouting body unit simulating the way of reducing resistance by grouting to suppress stratum settlement;

[0018] Based on the reference data provided by the pipe jacking construction model, the pipe jacking assembly jacks in the test section to screen out thixotropic mud parameters, which at least include grouting amount, grouting pressure and slurry ratio of the thixotropic mud;

[0019] Based on the screened thixotropic mud parameters, the pipe jacking assembly carries out subsequent pipe jacking construction.

[0020] The present application fully masters the stratum condition through test section jacking, and obtains the thixotropic mud parameters of the pipe jacking causing the minimum ground settlement through test and analysis of the test section jacking parameters and strengthening ground monitoring, thereby providing effective basis for subsequent jacking. The thixotropic mud parameters include: excavation method, grouting amount, grouting pressure, slurry ratio and attitude control technical parameters and measures.

[0021] Preferably, the ground settlement monitoring is carried out by the following way, that is, at least two monitoring sections are set in the test section, and at least two monitoring points are set in each monitoring section. The monitoring points collect initial values before jacking and collect monitoring data of the monitoring section at interval preset time during jacking.

[0022] Preferably, the pipe jacking assembly comprises at least a tool pipe and an intermediate pipe. The tool pipe and the intermediate pipe are connected by at least two first telescopic devices; the at least two first telescopic devices change the included angle between the tool pipe and the intermediate pipe by setting different lengths to achieve pre-control adjustment of jacking attitude.

[0023] The pipe jacking assembly further comprises a tail pipe. The tail pipe is connected to the intermediate pipe by a second telescopic device. In the case that the first telescopic device completes the pre-control adjustment of jacking attitude, the second telescopic device drives the tool pipe and the intermediate pipe to jacking by elongation, thereby opening up space for the jacking of the concrete pipe.

[0024] According to a preferred embodiment, the pipe jacking assembly comprises a tool pipe, an intermediate pipe and a tail pipe. At least two first telescopic devices are arranged between the tool pipe and the intermediate pipe to change the included angle between the tool pipe and the intermediate pipe by setting different lengths to achieve pre-control adjustment of jacking attitude. The first telescopic devices can cooperate with the second telescopic devices arranged between the intermediate pipe and the tail pipe to achieve jacking of the tool pipe and the intermediate pipe.

[0025] Preferably, the first telescopic devices arranged between the tool pipe and the intermediate pipe can be hydraulic articulating devices, and are evenly arranged in four places in the circumferential direction. Preferably, the second telescopic devices arranged between the intermediate pipe and the tail pipe can be hydraulic jack devices. Preferably, the hydraulic jack devices are evenly arranged in four groups of eight in the circumferential direction. The pipe jacking assembly can achieve pre-control adjustment of jacking attitude and cooperative jacking by using front-end hydraulic articulating devices and tail-end hydraulic jack devices. The pipe jacking assembly is convenient to construct and has high work efficiency, and cooperates with the pipe tensioning mode to control the axis within the allowable value during pipe jacking.

[0026] According to a preferred embodiment, the pipe jacking construction model is simulated in multiple steps by changing the material assignment. The simulation steps include:

[0027] Perform initial stress field balance to obtain the stress field in the unexcavated state;

[0028] Simulate soil excavation, wherein excavation and jacking are alternately performed, and mud and the like are arranged as a layer to simulate the drag reduction effect of grouting, and uniform pressure is applied to the inside and outside of the mud and the like to replace the grouting pressure.

[0029] According to a preferred embodiment, the artificial pipe jacking method further comprises excavating a pipe jacking shaft, and the pipe jacking shaft comprises at least a starting shaft as the starting point of the pipe. The starting shaft is provided with first measuring devices for monitoring the jacking attitude of the pipe on the pipe jacking center line.

[0030] According to a preferred embodiment, the tool pipe is provided with a second measuring device for monitoring the pushing posture of the measuring pipe, and the second measuring device and the first measuring device perform a measurement when the single pushing distance of the pipe jacking assembly reaches a preset value, and the pipe jacking assembly determines whether to adjust the pushing posture based on the measurement results of the second measuring device and the first measuring device.

[0031] According to a preferred embodiment, the artificial pipe jacking method further comprises monitoring the ground surface settlement of a test section when the pipe jacking assembly performs test section jacking, wherein the test section is provided with at least two monitoring sections, each of the monitoring sections is provided with at least two monitoring points, and the monitoring points collect initial values before jacking and perform monitoring data collection for the monitoring section at a preset interval during jacking.

[0032] According to a preferred embodiment, the artificial pipe jacking method further comprises, in the case of pipe jacking hole, tensioning the connection of at least the first two sections of concrete pipes to form a whole, so as to prevent the misalignment between the front end concrete pipes during jacking, thereby reducing the axis deviation during subsequent jacking.

[0033] According to a preferred embodiment, the concrete pipe for artificial pipe jacking is provided with a grouting hole for injecting thixotropic mud from the inside of the concrete pipe to the outside of the concrete pipe to fill the gap between the concrete pipe and the soil and form a mud jacket. Preferably, in the case of pipe jacking hole, at least two sections of the concrete pipes near the pipe jacking assembly are tensioned by the grouting hole to form a whole, so as to prevent the misalignment between the front end concrete pipes during jacking.

[0034] Preferably, one side of the tail pipe connected to the second telescopic device is connected to the concrete pipe. The end of the concrete pipe not connected to the tail pipe is provided with a protection plate. The protection plate is connected to one end of a third telescopic device. The other end of the third telescopic device is connected to a support wall provided on the starting well. When the concrete pipe is jacked, the third telescopic device is elongated and the second telescopic device is contracted, thereby achieving relay jacking of the concrete pipe.

[0035] The application also provides an artificial jacking pipe jacking system. The artificial jacking pipe jacking system comprises at least a data analysis module, a data acquisition module and a jacking pipe construction module. The analysis module establishes a jacking pipe construction model in line with the physical parameters of the site, and obtains the law of ground settlement to provide effective data reference for jacking pipe construction. The jacking pipe construction model is preset with a grouting body unit for simulating the way of reducing resistance by grouting to inhibit stratum settlement. The construction module uses a jacking pipe assembly to jacking test section based on the reference data provided by the jacking pipe construction model. The data acquisition module collects thixotropic mud parameters and corresponding ground settlement data and jacking posture data in the case that the construction module jacks the test section, and screens out the jacking pipe thixotropic mud parameters that cause the minimum ground settlement. The thixotropic mud parameters at least include thixotropic mud grouting amount, grouting pressure and slurry ratio.

[0036] Preferably, the analysis module establishes a jacking pipe construction model in line with the physical parameters of the site, and simulates the jacking pipe construction model to obtain at least the change law between ground settlement and jacking distance and / or thixotropic mud. The construction module adjusts the jacking posture of the concrete pipeline through the jacking pipe assembly, and injects thixotropic mud from the inside of the concrete pipeline to the outside of the concrete pipeline to fill the gap between the concrete pipeline and the soil. The construction module also sets at least two different thixotropic mud parameters based on the simulation results of the jacking pipe construction model to make the jacking pipe assembly jacking test section. The data acquisition module collects ground settlement data in the case that the construction module jacks the test section, and sends the ground settlement data to the analysis module. In response to the receipt of the ground settlement data, the analysis module screens out the thixotropic mud parameters that cause the minimum ground settlement from at least two different thixotropic mud parameters. The thixotropic mud parameters at least include the grouting pressure and slurry ratio of the thixotropic mud.

[0037] The application solves the problems of jacking posture adjustment, ground settlement and underground obstacle removal of large-diameter artificial jacking pipe construction in soft stratum with shallow overburden. The jacking pipe posture adjustment device used in the application can control the axis within the specification allowable value during the jacking process, ensuring the pipeline axis precision and construction quality. At the same time, the ground settlement pre-control technology reduces the risk of construction, improves the construction efficiency, shortens the construction period, and ensures the safety and smooth completion of construction. BRIEF DESCRIPTION OF DRAWINGS

[0038] Figure 1 is a simplified flowchart of the artificial jacking pipe jacking method of a preferred embodiment provided by the application;

[0039] Figure 2 is a simplified schematic diagram of the jacking pipe assembly of a preferred embodiment provided by the application.

[0040] List of reference signs

[0041] 110: tool pipe; 120: intermediate pipe; 130: tail pipe; 140: first telescopic device; 150: second telescopic device; 160: third telescopic device; 161: support wall; 162: protection plate; 200: concrete pipe. DETAILED DESCRIPTION

[0042] The following will be described in detail with reference to the accompanying drawings. Figure 1 and the accompanying drawings Figure 2 will be described in detail.

[0043] The present application can pre-control the ground subsidence of pipe jacking, adjust the posture of pipe jacking, and clean up obstacles, so as to ensure the safety and quality of artificial pipe jacking construction, and save cost and construction period.

[0044] The present application can pre-control the ground subsidence of pipe jacking, adjust the posture of pipe jacking, and clean up obstacles, so as to ensure the safety and quality of artificial pipe jacking construction, and save cost and construction period.

[0045] Example 1

[0046] The present application provides a pipe jacking method. Referring to Figure 1 , preferably, the method comprises:

[0047] S100: a pipe jacking construction model conforming to the physical parameters of the site is established, and the law of ground subsidence is obtained to provide effective data reference for pipe jacking construction. The pipe jacking construction model is pre-set with a grouting body unit simulating the way of reducing resistance by grouting to suppress ground settlement.

[0048] S200: a pipe jacking shaft is excavated, wherein the pipe jacking shaft comprises a starting well and a receiving well. The pipe jacking direction is from the starting well to the receiving well.

[0049] S300: based on the reference data provided by the pipe jacking construction model, the pipe jacking assembly starts the test section jacking from the starting well. During the test section jacking, the construction personnel test different thixotropic mud parameters through the pipe jacking assembly and collect the tunneling effect under different thixotropic mud parameters, so as to screen out the pipe jacking thixotropic mud parameters causing the minimum ground subsidence. The thixotropic mud parameters at least include the grouting amount of thixotropic mud, the grouting pressure and the slurry ratio.

[0050] S400: based on the screened thixotropic mud parameters, the construction personnel perform subsequent pipe jacking construction through the pipe jacking assembly.

[0051] Referring to Figure 2, preferably, the jacking pipe assembly comprises a tool pipe 110, an intermediate pipe 120 and a tail pipe 130. At least two first telescopic devices 140 are arranged between the tool pipe 110 and the intermediate pipe 120 to change the included angle between the tool pipe 110 and the intermediate pipe 120 by setting different lengths to realize pre-control adjustment of the jacking posture. The first telescopic devices 140 can cooperate with the second telescopic devices 150 arranged between the intermediate pipe 120 and the tail pipe 130 to realize jacking of the tool pipe 110 and the intermediate pipe 120.

[0052] Preferably, the first telescopic devices 140 arranged between the tool pipe 110 and the intermediate pipe 120 can be hydraulic hinge devices, and are evenly arranged in a ring shape with four. Preferably, the second telescopic devices 150 arranged between the intermediate pipe 120 and the tail pipe 130 can be hydraulic jack devices. Preferably, the hydraulic jack devices are evenly arranged in a ring shape with four groups of eight. The jacking pipe assembly can realize pre-control adjustment of the jacking posture and cooperative jacking by using the front-end hydraulic hinge devices and the tail-end hydraulic jack devices. The jacking pipe assembly is convenient to construct and has high work efficiency, and cooperates with the pipeline tensioning mode to control the axis within the allowable value in the jacking process.

[0053] Referring to Figure 2 Preferably, one side of the tail pipe 130 not connected with the second telescopic devices 150 is connected with the concrete pipeline 200. Preferably, the end of the concrete pipeline 200 not connected with the tail pipe 130 is provided with a protection plate 162. The protection plate 162 is connected with one end of the third telescopic devices 160. The other end of the third telescopic devices 160 is connected with the support wall 161 arranged on the starting well.

[0054] Preferably, the four first telescopic devices 140 change the included angle between the tool pipe 110 and the intermediate pipe 120 by setting different lengths to realize pre-control adjustment of the jacking posture. Preferably, in the case that the tool pipe 110 completes adjustment of the jacking posture, the second telescopic devices 150 are elongated to open a channel for jacking the pipeline. Preferably, after the second telescopic devices 150 complete elongation, the third telescopic devices 160 are elongated while the second telescopic devices 150 are retracted, and the second telescopic devices 150 and the third telescopic devices 160 cooperate to complete jacking of the concrete pipeline 200.

[0055] Preferably, the present application collects relevant physical parameters of the construction site before establishing a jacking construction model. Preferably, the relevant physical parameters of the construction site include the ground building conditions in the construction site of the pipeline to be built, the ground settlement suppression mode, the current situation of the underground buried pipeline, the stratum composition of the pipeline to be built, the pipeline parameters for construction, the equipment parameters for construction and the like.

[0056] Preferably, the corresponding construction site ground of the present application can be the ground where there are guide roads, residential buildings, overpasses and other buildings. Preferably, in the case where the ground of the construction site can be the ground where there are guide roads, the present application introduces traffic load parameters when establishing the pipe jacking construction model.

[0057] Preferably, the soil layers in which the present embodiment is located include miscellaneous fill layers, silt primary fill layers, silty clay layers, fine sand-silt layers, silt layers, and fine sand layers.

[0058] Preferably, the pipe jacking pipe used in the present embodiment can be a concrete pipe 200. Preferably, the outer diameter of the concrete pipe 200 is 3550 mm, and the inner diameter is 3000 mm. Preferably, the wall thickness of the concrete pipe 200 is 275 mm, the length of a single pipe joint is 2500 mm, and the weight of the pipe joint is about 17.7 t.

[0059] Preferably, before establishing the pipe jacking construction model, the construction personnel analyze the ground settlement mechanism in combination with the physical parameters of the site. Preferably, the main reasons for ground settlement during pipe jacking include: ground loss caused by changes in the initial stress of the excavation face soil, ground loss caused by the annular gap between the pipe and the surrounding soil, overbreakage of the soil caused by correction operation and ground loss caused by the drag effect during pipe jacking.

[0060] Preferably, the ground loss caused by changes in the initial stress of the excavation face soil: it is difficult to ensure that the original stress state of the front soil is not changed during pipe jacking construction. During the jacking process, the front soil moves towards the excavation face due to stress release, which causes ground loss and leads to ground surface subsidence, especially for shallow overburden large-diameter artificial pipe jacking.

[0061] Preferably, the ground loss caused by the annular gap between the pipe and the surrounding soil: to reduce the frictional resistance during jacking, the diameter of the subsequent pipe joint is 2-5 cm smaller than the diameter of the tool pipe 110. Therefore, there is an annular gap between the pipe periphery and the soil after the tool pipe 110 is jacked. If the annular gap cannot be filled with thixotropic mud in time, the surrounding soil moves towards the annular gap due to stress release, which causes ground loss.

[0062] Preferably, overbreakage of the soil caused by correction operation: when the tool pipe 110 deviates from the design axis, the jacking direction needs to be corrected. When the tool pipe 110 is corrected, it exerts a squeezing action on one side of the soil, while the other side forms a gap due to stress release, which causes displacement of the soil and leads to ground loss.

[0063] Preferably, the pipe jacking causes a dragging effect on the surrounding soil due to the friction between the clay and slurry above the tool pipe 110 and the soil layer, thereby dragging away part of the soil to form a gap, resulting in ground loss.

[0064] Preferably, for ground subsidence caused by ground loss during pipe jacking, the embodiment fills the gap between the concrete pipe 200 and the soil by injecting thixotropic slurry from the inside of the concrete pipe 200 to the outside of the concrete pipe 200 through the grouting holes arranged on the concrete pipe 200 to form a slurry jacket, thereby inhibiting ground subsidence caused by ground loss during pipe jacking.

[0065] Preferably, the embodiment establishes a pipe jacking construction model that fits the field by using MIDAS-GTS NX finite element software, and studies the influence of pipe jacking construction parameters on ground subsidence in the normal jacking stage and the road crossing jacking stage, respectively, to provide early warning values for ground subsidence during the field pipe jacking process and effective data references for ground subsidence control during the formal road crossing jacking stage.

[0066] Preferably, the pipe jacking construction model is configured with the following parameters.

[0067] Preferably, the model determines the final geometric size as 100m x 60m x 40m according to the actual field conditions and considering the boundary effect during software calculation, that is, the length is taken as the through distance of 100m of pipe jacking, the width is taken as 30m on both sides of the pipe axis, the soil depth is taken as 40m, and the pipe top soil depth is taken as the average depth of 3m.

[0068] Preferably, the outer diameter of the tool pipe 110 is 3640mm, and the outer diameter of the reinforced concrete pipe is 3550mm, and the inner diameter is 3000mm.

[0069] Preferably, the cross section is circular, and the slurry jacket on the outside of the pipe section is replaced with an equivalent layer with a thickness of 50mm.

[0070] Preferably, the pipe jacking construction model simulates the soil by using the Mohr-Coulomb elastoplastic model. Preferably, the pipe section is made of prefabricated reinforced concrete material, and under the action of soil pressure and other loads, its stress deformation is mainly in the elastic stage, so its constitutive model adopts a linear elastic constitutive model.

[0071] Preferably, the filling of the grouting material is considered in the calculation, and the mixture of the soil layer around the tunnel and the grout is replaced by a weakened soil layer, i.e. a replacement layer, to simulate the loss of stratum. Meanwhile, the grouting pressure is considered, and the selection of the grouting pressure is generally based on the overburden pressure. The overburden pressure value of the project is: P0=γh=18.5×1.5+17.5×1.5=54kPa=0.054MPa, so the grouting pressure values in the model calculation are selected as 0MPa (no grouting pressure), 0.05MPa (1 times overburden pressure), 0.1MPa (2 times overburden pressure), 0.15MPa (3 times overburden pressure), 0.2MPa (4 times overburden pressure), and 0.25MPa (5 times overburden pressure) to study the law of ground settlement under the action of different grouting pressures.

[0072] Preferably, for the process of pipe jacking construction, multi-step simulation is carried out by changing the material assignment method. Before the simulation calculation starts, the in-pipe soil excavation unit, pipe section unit and grouting body unit are preset in the model. The tool pipe / intermediate pipe is connected with the surrounding soil unit, which is realized by the unit extraction function of MIDAS-GTS NX, and is simulated according to the two-dimensional plate unit.

[0073] Preferably, the simulation steps include:

[0074] Step 1: initial stress field balance, to obtain the stress field in the unexcavated state.

[0075] Step 2: set uniform traffic load on the ground of the pipe jacking road section. Under normal circumstances, the road automobile load is G20 level, and the traffic in the construction area is limited, so the heavy vehicles of G20 level are not allowed to pass. Therefore, the ground traffic load is (the pipe jacking under the road surface is asphalt lumina, four-lane two-way, and single lane 3.5m): pG= G / S=1.428×104Pa. In the formula, G refers to the automobile weight, which is distributed according to the front wheel 7 tons and the rear wheel 13 tons; S refers to the rigid pavement plate area (4m long and 3.5m wide) on which the automobile load acts.

[0076] In the calculation, the most unfavorable value of the load is considered, i.e. the G20 level uniform load of the automobile is borne on the top of the pipe body. Considering the impact of the automobile, the final traffic load is: p=1.3pG=1.856×104Pa.

[0077] Step 3: The grid passivation and activation function of MIDAS-GTS is used to simulate the soil excavation. The excavation is carried out step by step. Considering the characteristics of the artificial excavation process of the project, the tool pipe is used to cut the soil and advance. The excavation surface is balanced by the self-stability of the soil body. Therefore, no support pressure is set on the excavation surface in the model. During excavation, the soil units to be excavated are passivated, and the tool pipe shell units are activated. During jacking, the pipe section units, grouting and other layer units, and grouting pressure are activated. Each time, the excavation is 2.5 m. The above steps are repeated until the pipe is through (the jacking distance is 100 m).

[0078] Preferably, after the simulation is completed, the simulation results are analyzed to obtain the ground settlement law in the jacking stage of the non-road section and the jacking stage of the road underpass, thereby providing effective data reference for the pipe jacking construction.

[0079] Preferably, the simulation results are analyzed to obtain the following conclusions:

[0080] (1) During the pipe jacking construction, the road traffic load has a great influence on the displacement of the soil layer, especially the vertical displacement of the soil layer.

[0081] (2) During the jacking period, the soil on both sides of the pipe section expands and deforms under the extrusion of the pipe jacking. The maximum horizontal displacement is 29.9 mm, and the displacement and deformation are symmetrically distributed around the pipe axis. The horizontal displacement of the soil layer in the road section and the non-road section is basically the same.

[0082] (3) Due to the disturbance of the pipe jacking construction to the soil layer, the vertical displacement of the soil layer directly above the pipe body is the largest on the entire cross section, and the whole body expands upward in a radial manner. The closer to the ground, the smaller the ground settlement. In addition, under the action of the ground traffic load, the ground settlement is obvious. Therefore, during the pipe jacking construction, the ground traffic load has little influence on the horizontal displacement of the soil layer, but it exacerbates the vertical displacement of the soil layer and has an adverse effect on the control of the ground settlement.

[0083] (4) During the pipe jacking construction, the grouting pressure is the key influencing factor of the ground deformation control. Increasing the grouting pressure is beneficial to reducing the ground settlement, but excessive grouting pressure will cause the soil on both sides of the ground far from the pipe axis to swell, and it is easy to cause the ground to spew grout. According to the vertical pressure value of the overlying soil, the soil porosity, the field grouting experience, and the numerical calculation, it is recommended to set the grouting pressure to 0.1 MPa, which is 2 times the overlying soil pressure.

[0084] (5) During the pipe jacking construction, the ground settlement in the horizontal direction basically follows the normal distribution law. The ground settlement directly above the pipe is the largest, and the displacement gradually decreases to both sides. The lateral disturbance range of the pipe jacking to the soil body is about -10 m to 10 m, that is, the settlement tank range is -2.8D to 2.8D.

[0085] (6) Select the amount of traffic to pass through the road top into the range, and lay steel plate in the settling tank to control the passage of large vehicles, and to advance at a uniform speed, and to take advance grouting reinforcement if necessary.

[0086] Preferably, after completing the simulation analysis of the pipe jacking construction model, the construction personnel begin to carry out the test section jacking to fully understand the stratum conditions through the test section jacking. The construction personnel strengthen the ground monitoring while carrying out the test section jacking, test and analyze the thixotropic mud parameters of the test section, so as to obtain the pipe jacking thixotropic mud parameters causing the minimum ground settlement. Preferably, the thixotropic mud parameters include technical parameters and measures such as thixotropic mud grouting amount, grouting pressure, slurry ratio, and grouting pipeline laying. Preferably, the pipe jacking thixotropic mud parameters causing the minimum ground settlement obtained through the test section jacking can provide effective basis for the subsequent jacking.

[0087] Preferably, before starting to carry out the test section jacking, the construction personnel first excavate the pipe jacking shaft. Preferably, the pipe jacking shaft includes the launching shaft and the receiving shaft. Preferably, the launching shaft serves as the starting point of the pipe jacking. Preferably, the jacking direction of the pipe jacking is from the launching shaft to the receiving shaft.

[0088] Preferably, based on the reference data provided by the pipe jacking construction model, the pipe jacking assembly starts the test section jacking from the launching shaft. During the test section jacking, the construction personnel test different thixotropic mud parameters through the pipe jacking assembly and collect the tunneling effects under different thixotropic mud parameters, so as to screen out the pipe jacking thixotropic mud parameters causing the minimum ground settlement. The thixotropic mud parameters at least include the thixotropic mud grouting amount, the grouting pressure, and the slurry ratio.

[0089] Preferably, since there is a guide road above the jacking range of the project, in order to ensure the safety of the jacking construction and the road traffic, 30m is selected as the test section. Preferably, the stratum of the test section is mainly distributed with miscellaneous soil layer, silt soil filling layer, silty clay layer, silt layer, and fine sand-silt layer. Preferably, there is no underground water in the tunneling section range.

[0090] Preferably, during the test section jacking, the parameters that need to be tested and adjusted include the jacking excavation mode, the thixotropic mud ratio, the thixotropic mud injection amount, the grouting pressure, the secondary slurry supplement, etc. Preferably, the main control items during the test section jacking include the tail sealing performance of the tool pipe 110, the grout leakage treatment measures of the pipe interface, the attitude control, and the surface and axis monitoring.

[0091] Preferably, the test section jacking parameter control includes the jacking excavation control, the thixotropic mud control, and the grouting / supplementing control.

[0092] Preferably, the control of jacking excavation is specifically that the initial jacking excavation is not more than 30 cm each time, and the included angle between the working face and the tool pipe 110 is 45°. Preferably, the tool pipe 110 is always kept with the pipe cap cutting into the soil by 10 cm when jacking excavation is performed, over-excavation is strictly prohibited, and deviation is corrected at any time.

[0093] Preferably, the control of thixotropic mud is specifically that the mud is preferably bentonite with fine particles and high gum price, the bentonite is 80-100 Kg / m 3 , water is 600-1000 Kg / m 3 , and alkali (Na2CO3) is 1-2 Kg / m 3 . Preferably, the specific gravity of the mud is controlled to be 1.05-1.07. Preferably, the injection amount of the mud is that the grouting volume Vempty=0.508 m 3 per meter of the pipeline and the void of the soil. Preferably, according to research data and experience, the thickness of the mud sleeve in actual construction is 6-7 times of the building void, that is, 270 mm, the thickness of the penetration into the soil is 270 mm-45 mm=225 mm, the calculation of Vpenetration=1.048 m 3 , and the total injection amount is Vtotal=1.556 m 3 .

[0094] Preferably, the control of grouting / injection is specifically that the grouting pressure is controlled to be about 0.1 Mpa according to the numerical simulation calculation result, and the grouting pressure and flow rate are observed at any time. Preferably, after jacking by 15 m, one set of grouting pipeline is installed every 1 pipe, a three-way valve is arranged, and secondary grouting is performed in time as needed.

[0095] Preferably, the main control items during jacking in the test section include the control of the sealing property of the thixotropic mud and the control of the jacking posture.

[0096] Preferably, the corresponding measures of the control of the sealing property of the thixotropic mud are that two annular steel sealing brushes are arranged in the tail of the tool pipe 110, oil is smeared in the middle of the sealing brushes, oil is supplemented in time if leakage is found during the jacking of the pipeline, the thixotropic mud grouting is followed up and supplemented in time during the jacking, the thixotropic mud in the void outside the pipeline is ensured to be in a saturated state during the jacking, and oil and hemp are used to block the leakage at the pipe joint.

[0097] Preferably, the corresponding measures of the control of the jacking posture are that the active control and the passive control are combined, the active control is highly valued, and the passive control is actively implemented. Preferably, the pipeline should follow the principle of "frequent measurement, frequent deviation correction, and slight deviation correction" during the jacking, and the jacking is gradually corrected at a small angle.

[0098] Preferably, the artificial pipe jacking method further comprises monitoring the ground surface settlement of the test section in the case of test section jacking of the pipe jacking assembly. The test section is provided with at least two monitoring sections, each monitoring section is provided with at least two monitoring points, the monitoring points collect initial values before jacking and collect monitoring data of the monitoring section at an interval of a preset time during jacking.

[0099] Preferably, the specific way of monitoring the ground surface settlement comprises that the ground surface settlement points are arranged within the 45° influence line range on both sides of the pipe, and the distances from the center line point to both sides are 1m, 2m, 3m and 5m respectively. There are 9 points in each monitoring section, and a monitoring section is arranged every 5m in the jacking direction. Initial values are collected before jacking, and monitoring data of the monitoring section is collected every 3h during jacking.

[0100] Preferably, the artificial pipe jacking method further comprises monitoring the jacking posture of the pipe jacking assembly in the case of jacking of the pipe jacking assembly. Preferably, the first measuring device for monitoring the jacking posture of the pipe jacking assembly is arranged at the position where the starting well is located on the pipe jacking center line. Preferably, the tool pipe 110 is provided with the second measuring device for monitoring the jacking posture of the pipe jacking assembly. When the single jacking distance of the pipe jacking assembly reaches a preset value, the second measuring device and the first measuring device perform a measurement. The pipe jacking assembly judges whether to adjust the jacking posture based on the measurement results of the second measuring device and the first measuring device.

[0101] Preferably, the specific way of monitoring the jacking posture of the pipe jacking assembly comprises that the jacking measurement starts 500mm after initial jacking, and the center and elevation are recorded every 300mm of jacking. Preferably, the first measuring device can be a laser theodolite. Preferably, the laser theodolite is installed on the pipe jacking center line at the inner wall of the starting well. Preferably, since the front of the pipe in this embodiment is the tool pipe 110, a fixed laser receiving target cannot be arranged, so only a movable laser receiving device can be arranged. Preferably, a simple laser receiving device is used during construction of this embodiment. Preferably, the simple laser receiving device comprises a level and a steel ruler. Preferably, during each observation, the steel ruler is placed horizontally in the jacking pipe (using the level to level), and the level is placed vertically on the steel ruler, and the edge line with scales should be aligned and matched with the laser beam.

[0102] Preferably, the construction personnel derive from the trial section jacking that the ground surface settlement variation law in the pipe jacking process is basically consistent with the numerical simulation analysis law, and the maximum settlement value of each monitoring section is the pipe centerline position, and the settlement range is basically consistent. The elevation deviation of the trial section is -16mm to +6mm, which meets the construction specification requirements (specification -50mm to +40mm). The horizontal deviation of the trial section is 2mm to 16mm, which meets the construction specification requirements (specification 50mm). Preferably, the actual application results of the pipe jacking posture pre-control device and measures show that the posture adjustment control measures ensure that the deviation of the jacking axis is within the allowable specified value. Preferably, according to the monitoring data, the thixotropic mud grouting pressure is controlled at about 0.1Mpa, and the ground surface settlement control effect is good. The actual grouting amount per meter on site is 1.23m 3 , and the theoretical grouting amount is 1.556m 3 . Preferably, when the grouting pressure reaches 0.1Mpa, the actual grouting amount is 80% of the theoretical calculation amount, the ground surface settlement control effect is good, and good drag reduction effect can be achieved.

[0103] Preferably, after the pipe jacking enters the hole, the first four reinforced concrete pipe sections are connected by channel steel, and the channel steel and the pipe grouting hole are fixed firmly by high-strength bolts to form a whole, preventing the front concrete pipe sections from being misaligned to some extent during the jacking process, and aggravating the difficulty of tool pipe 110 posture adjustment. Preferably, the posture adjustment control measures ensure that the deviation of the jacking axis is within the specified value.

[0104] Preferably, hydraulic hinge devices are arranged between the tool pipe 110 and the intermediate section, and 4 are arranged uniformly in the ring direction. Four groups of 8 hydraulic jacks are arranged between the intermediate pipe 120 and the tail pipe 130. The posture can be dynamically adjusted.

[0105] Preferably, the first four reinforced concrete pipe sections are connected by channel steel during the jacking process, and the channel steel is fixed by the grouting hole at intervals, and 5 are arranged uniformly in the ring direction. Preferably, the posture adjustment device has a maximum adjustment angle of 2° and an adjustment amount of about 58mm, and the relay jacking mode can timely and effectively realize posture pre-control. Preferably, for the first four concrete pipe sections, channel steel is used to connect and tighten at intervals to form a whole, and pre-control measures are taken in advance to reduce the large deviation of the posture. Preferably, during pipe jacking, the ground surface settlement law is that along the pipe jacking direction, the ground surface settlement displacement gradually increases and tends to be stable with the increase of the jacking distance; in the horizontal direction, the displacement settlement above the pipe jacking is the largest, and the settlement range is -11m to 11m; preferably, during pipe jacking, the traffic load has an adverse effect on the ground surface settlement, and the stable value of the ground surface settlement of the non-passing section is about 8mm, and the stable value of the ground surface settlement of the passing section is about 18mm; preferably, grouting drag reduction can effectively inhibit the ground settlement.

[0106] Preferably, when the shallow top pipe covers the earth, the pressure of the thixotropic mud pressed into the stratum must be stable and accurate to prevent the thixotropic mud from breaking through the stratum. According to the actual grouting amount in the field, when the grouting pressure is about 0.1 Mpa (twice the covering pressure), the grouting is continuous and full, the actual grouting amount reaches 80% of the theoretical calculation amount, the field surface subsidence control effect is good, and good friction reduction effect can be achieved.

[0107] Preferably, the ground settlement amount (highway) specification requirement is ≤20 mm; the cumulative surface subsidence amount of the test section is 5 mm to 10 mm, slightly larger than the 7 mm of the numerical simulation analysis surface cumulative subsidence amount; the cumulative surface subsidence amount of the road section is 15 mm to 18 mm, basically consistent with the 17 mm of the numerical simulation analysis surface cumulative subsidence amount.

[0108] The embodiment can adjust the jacking posture, is convenient for construction operation, has a relatively large adjustment amount, and can effectively correct the large jacking posture deviation. The jacking pipe material tensioning device can ensure that the front end pipe material in the jacking earth layer is tightly tensioned to form a whole, avoids misalignment between pipe joints, and prevents large axis deviation during subsequent jacking.

[0109] The embodiment uses the MIDAS-GTS NX finite element software to establish a jacking construction model that fits the field working conditions, obtains the ground subsidence law in the jacking stage of the non-road section and the jacking stage of the road underpass, and provides effective data reference for jacking construction.

[0110] The embodiment obtains the best thixotropic mud parameters (including thixotropic mud grouting amount, grouting pressure, and slurry ratio) through the test section jacking, and simultaneously performs field practice inspection on the pipe tail sealing brush, the rubber sealing ring arranged at the connection between the tool pipe and the intermediate pipe, and the posture control device.

[0111] The embodiment optimizes the implementation effect of the previous settlement control method, and maximally reduces the influence of jacking construction on the stratum and the ground environment. The embodiment uses the ground subsidence curve obtained through numerical simulation to perform real-time comparison on the whole process jacking, and timely adjusts and controls the ground surface, so that the final cumulative surface subsidence amount is controlled in the range of 7 mm to 17 mm, which meets the specification requirement. The embodiment obtains, through the test section analysis, that the thixotropic mud specific gravity is 1.05 to 1.07, the jacking effect is best when the grouting pressure is controlled at about 0.1 MPa, and the thixotropic mud injection rate is controlled at 80% of the theoretical grouting amount, which can guarantee the same friction reduction effect and is economic and reasonable. The embodiment arranges two annular steel sealing brushes between the tool pipe 110 and the concrete pipe, fills grease in the middle of the sealing brushes, guarantees the sealing property of the pipe opening, optimizes the thixotropic mud ratio, timely performs slurry supplement, and keeps the slurry outside the pipe in a saturated state, which can effectively reduce the ground subsidence.

[0112] Preferably, there are abandoned φ800mm PE pipes and φ600mm sewage pipes intersecting and obliquely intersecting the position within the top pipe section of the embodiment, which hinder the tool pipe 110 from cutting the earth and jacking. The obstacle removal needs a certain safe operation space, and the upper soil body needs to be prevented from collapsing during the obstacle removal to ensure the safety of the operating personnel.

[0113] Embodiment 2

[0114] This embodiment is a further improvement of embodiment 1, and repeated contents will not be described again.

[0115] The artificial pipe jacking system comprises at least a data analysis module, a data acquisition module and a pipe jacking construction module. The analysis module establishes a pipe jacking construction model that fits the physical parameters of the site, and obtains the law of ground settlement to provide effective data reference for pipe jacking construction. The pipe jacking construction model is preset with a grouting body unit that simulates the way of reducing resistance by grouting to suppress ground settlement. The construction module adjusts the jacking posture of the concrete pipeline 200 through the pipe jacking assembly, and injects thixotropic mud from the inside of the concrete pipeline 200 to the outside of the concrete pipeline 200 to fill the gap between the concrete pipeline 200 and the soil. The construction module also uses the pipe jacking assembly to carry out test section jacking based on the reference data provided by the pipe jacking construction model. The data acquisition module collects thixotropic mud parameters, corresponding ground settlement data and jacking posture data when the construction module carries out test section jacking, and sends the collected thixotropic mud parameters, corresponding ground settlement data and jacking posture data to the data analysis module. The data analysis module screens out the pipe jacking thixotropic mud parameters that cause the smallest ground settlement. The thixotropic mud parameters at least include the grouting amount, grouting pressure and slurry ratio of the thixotropic mud.

[0116] Preferably, the data acquisition module collects the physical parameters related to the construction site before establishing the pipe jacking construction model. Preferably, the physical parameters related to the construction site include the ground building conditions within the construction site of the proposed pipeline, the ground settlement suppression method, the current situation of the underground buried pipeline, the stratum composition of the proposed pipeline, the pipeline parameters for construction, the equipment parameters for construction, etc.

[0117] Preferably, the data acquisition module sends the collected physical parameters related to the construction site to the data analysis module. Preferably, the data acquisition module uses the MIDAS-GTS NX finite element software to establish a pipe jacking construction model that fits the site working conditions based on the physical parameters related to the construction site, and simulates the pipe jacking construction model.

[0118] Preferably, the simulation step comprises:

[0119] Step 1: initial stress field balance, to obtain the stress field in the unexcavated state.

[0120] Step 2: The ground of the pipe jacking overpass section is provided with uniform traffic load. Under normal circumstances, the road automobile load is G20 level. The traffic in the construction area is restricted, and the heavy vehicle of G20 level is not allowed to pass. Therefore, the ground traffic load is (the pipe jacking under the road surface is asphalt lumina, four-lane two-way, and single lane 3.5m): pG= Gs / S = 1.428 x 104Pa. In the formula, G refers to the automobile dead weight, which is distributed according to the front wheel 7 tons and the rear wheel 13 tons; S refers to the rigid pavement panel area (4m long and 3.5m wide) on which the automobile load acts.

[0121] The most unfavorable value is considered in the calculation, that is, the pipe body directly above bears the G20 level of driving uniform load. Considering the impact of the automobile, the final traffic load is: p = 1.3pG= 1.856 x 104Pa.

[0122] Step 3: The grid passivation and activation function of MIDAS-GTS is used to simulate soil excavation. Considering the characteristics of artificial excavation technology in the project, the tool pipe cuts the soil and jacks up. The excavation surface is balanced by the self-stability of the soil body, so the support pressure is not set at the excavation surface in the model. When excavating, the soil units to be excavated are passivated, the tool pipe shell units are activated, the pipe section units, grouting and other layer units and grouting pressure are activated when jacking, 2.5m is excavated each time, and the above steps are repeated until the pipe jacking is through (the jacking distance is 100m).

[0123] Preferably, after the simulation is completed, the simulation results are analyzed to obtain the law of ground settlement in the jacking stage of the non-passing section and the jacking stage of the underpass road, and to provide effective data reference for pipe jacking construction.

[0124] The construction module comprises a pipe jacking assembly. Preferably, the pipe jacking assembly comprises a tool pipe 110, an intermediate pipe 120 and a tail pipe 130. At least two first telescopic devices 140 are arranged between the tool pipe 110 and the intermediate pipe 120, which change the included angle between the tool pipe 110 and the intermediate pipe 120 by setting different lengths to realize pre-control adjustment of the jacking posture. The first telescopic device 140 can cooperate with the second telescopic device 150 arranged between the intermediate pipe 120 and the tail pipe 130 to realize the jacking of the tool pipe 110 and the intermediate pipe 120.

[0125] Preferably, the first expansion device 140 arranged between the tool pipe 110 and the intermediate pipe 120 can be a hydraulic hinge device, and is evenly arranged in a ring shape with 4 groups. Preferably, the second expansion device 150 arranged between the intermediate pipe 120 and the tail pipe 130 can be a hydraulic jack device. Preferably, the hydraulic jack device is evenly arranged in a ring shape with 4 groups of 8. The pipe jacking assembly can realize pre-control pipe adjustment of jacking attitude and coordinated relay jacking by using the front-end hydraulic hinge device and the tail-end hydraulic jack device. The pipe jacking assembly is convenient and efficient in construction, and can control the axis within the allowable value in the specification during the pipe jacking process in cooperation with the pipeline tensioning mode.

[0126] Preferably, the tail pipe 130 is connected to the concrete pipe 200 on one side not connected to the second expansion device 150. Preferably, the concrete pipe 200 is provided with a protection plate 162 on the end not connected to the tail pipe 130. The protection plate 162 is connected to one end of the third expansion device 160. The other end of the third expansion device 160 is connected to the support wall 161 arranged on the starting well.

[0127] Preferably, the 4 first expansion devices 140 change the included angle between the tool pipe 110 and the intermediate pipe 120 by arranging different lengths to realize pre-control adjustment of jacking attitude. Preferably, in the case that the tool pipe 110 completes the adjustment of jacking attitude, the second expansion device 150 is elongated, thereby opening a channel for pipe jacking. Preferably, after the second expansion device 150 completes the elongation, the third expansion device 160 is elongated while the second expansion device 150 is retracted, and the second expansion device 150 and the third expansion device 160 cooperate to complete the jacking of the concrete pipe 200.

[0128] Preferably, the construction module jacks the test section based on the reference data provided by the pipe jacking construction model. Preferably, the data acquisition module acquires the thixotropic mud parameters and the corresponding ground settlement data and jacking attitude data in the case that the construction module jacks the test section, and screens out the thixotropic mud parameters of the pipe jacking that cause the minimum ground settlement.

[0129] Preferably, the data acquisition module derives the optimal thixotropic mud parameters (including thixotropic mud grouting amount, grouting pressure, and slurry ratio, etc.) during the test section jacking process of the construction module, and simultaneously conducts on-site practical inspection on the new pipe tail sealing brush and attitude control device.

[0130] It should be noted that the above-mentioned embodiments are only examples, and those skilled in the art can think of various solutions under the inspiration of the disclosure of the present application, and these solutions also belong to the disclosed range of the present application and fall within the protection scope of the present application. Those skilled in the art should understand that the specification and drawings of the present application are illustrative and not limiting to the claims. The protection scope of the present application is defined by the claims and their equivalents. Throughout the text, the features introduced by "preferably" are only optional ways, and should not be understood as necessarily provided, so the applicant reserves the right to abandon or delete the relevant preferred features at any time. The specification of the present application contains multiple inventive concepts, such as "preferably", "according to a preferred embodiment" or "optionally", which means that the corresponding paragraph discloses an independent concept, and the applicant reserves the right to file a divisional application according to each inventive concept.

Claims

1. A method for jacking a pipe, characterized in that, The artificial pipe jacking method comprises at least: adjusting the orientation of the tool pipe (110); jacking the intermediate pipe (120) and the tool pipe (110) along the orientation of the tool pipe (110); jacking the concrete pipe (200), wherein the concrete pipe (200) is jacked inside the intermediate pipe (120), thereby ensuring that the jacking direction of the concrete pipe (200) does not change; at least two first telescopic devices (140) are arranged between the tool pipe (110) and the intermediate pipe (120) to change the included angle between the tool pipe (110) and the intermediate pipe (120) by arranging different lengths to achieve pre-control adjustment of the jacking posture, and the first telescopic devices (140) can cooperate with the second telescopic devices (150) arranged between the intermediate pipe (120) and the tail pipe (130) to achieve jacking of the tool pipe (110) and the intermediate pipe (120); the tail pipe (130) is connected to the concrete pipe (200) on one side not connected to the second telescopic device, and the concrete pipe (200) is provided with a protection plate (162) on one end not connected to the tail pipe (130), the protection plate (162) is connected to one end of a third telescopic device (160), the other end of the third telescopic device (160) is connected to a supporting wall (161) arranged on the starting well, the second telescopic device (150) is elongated to open a channel for pipe jacking when the tool pipe (110) completes the jacking posture adjustment, the third telescopic device (160) is elongated while the second telescopic device (150) is retracted after the second telescopic device (150) completes the elongation, and the second telescopic device (150) and the third telescopic device (160) cooperate to complete the jacking of the concrete pipe (200); during the jacking, thixotropic mud is injected into the outer wall of the concrete pipe (200) to form a mud sleeve to fill the gap between the concrete pipe (200) and the soil, thereby inhibiting ground subsidence caused by stratum loss during pipe jacking.

2. The artificial jacking pipe jacking method according to claim 1, characterized by, The artificial pipe jacking method further comprises: connecting the concrete pipe (200) at the front end to prevent dislocation of the concrete pipe (200) during jacking.

3. The artificial jacking pipe jacking method according to claim 2, characterized by, The artificial pipe jacking method further comprises: establishing a construction model according to the depth of pipe jacking, geological conditions and environmental conditions before formal jacking to simulate and calculate thixotropic mud parameters that minimize ground subsidence, wherein the thixotropic mud parameters at least include the grouting pressure and slurry ratio of the thixotropic mud.

4. The artificial jacking pipe jacking method according to claim 3, characterized by, Based on the simulated thixotropic mud parameters, at least two different thixotropic mud parameters are set for test section jacking; During the test section jacking, ground subsidence data is collected, and the thixotropic mud parameters with the best ground subsidence inhibition effect are selected according to the collected ground subsidence data.

5. The artificial jacking pipe jacking method according to claim 4, characterized in that, The ground subsidence data is collected by dividing the corresponding ground surface of the test section into several data monitoring sections. The data monitoring section is provided with two or more monitoring points, which are arranged in a manner that the monitoring section is monitored once at a preset time interval in the case of pipe jacking construction.

6. The artificial jacking pipe jacking method according to claim 5, characterized in that, The construction model is simulated in multiple steps by changing the material assignment; the simulation steps include: An initial stress field is balanced to obtain a stress field in an unexcavated state; The soil excavation is simulated, wherein the excavation and jacking are alternately performed, and a mud or the like is provided as a replacement layer to simulate the resistance reduction effect of grouting, and a uniform force is applied to the inside and outside of the mud or the like to replace the grouting pressure.

7. The artificial jacking pipe jacking method according to claim 6, characterized by, In the orientation adjustment of the tool pipe (110), a plurality of first telescopic devices (140) are used in a cooperative adjustment mode; A plurality of first telescopic devices (140) are arranged between the tool pipe (110) and the intermediate pipe (120), and the included angle between the tool pipe (110) and the intermediate pipe (120) is controlled by setting the lengths of the different first telescopic devices (140).

8. A jacking system for jacking a pipe, the jacking system comprising: The artificial pipe jacking system at least includes a pipe jacking construction module, and the pipe jacking construction module at least includes a tool pipe (110), an intermediate pipe (120), a first telescopic device (140), a second telescopic device (150), and a third telescopic device (160); The first telescopic device (140) is used for adjusting the orientation of the tool pipe (110); The tool pipe (110) is jacked through the second telescopic device (150) to make the intermediate pipe (120) and the tool pipe (110) jacked along the orientation of the tool pipe (110); The concrete pipe (200) is jacked through the third telescopic device (160) to jack the concrete pipe (200), wherein the concrete pipe (200) is jacked inside the intermediate pipe (120), so that the jacking direction of the concrete pipe (200) is ensured to be unchanged; The tool pipe (110) and the intermediate pipe (120) are provided with at least two first telescopic devices (140) that change the included angle between the tool pipe (110) and the intermediate pipe (120) to realize pre-control adjustment of the jacking posture by setting different lengths, and the first telescopic device (140) can cooperate with the second telescopic device (150) arranged between the intermediate pipe (120) and the tail pipe (130) to realize the jacking of the tool pipe (110) and the intermediate pipe (120); During jacking, thixotropic mud is injected into the outer wall of the concrete pipe (200) to form a mud sleeve to fill the gap between the concrete pipe (200) and the soil, so as to inhibit ground subsidence caused by stratum loss during pipe jacking.

9. The artificial jacking pipe jacking system according to claim 8, characterized in that, The artificial pipe jacking system further includes a data analysis module and a data acquisition module; The data analysis module establishes a pipe jacking construction model that fits the physical parameters of the site, and simulates the pipe jacking construction model to obtain at least the change law between ground subsidence and jacking distance and / or thixotropic mud, wherein the pipe jacking construction model is provided with a grouting body unit that simulates the inhibition of stratum settlement by grouting resistance reduction. The pipe jacking construction module adjusts the jacking posture of the concrete pipe (200) through the pipe jacking assembly, and injects thixotropic mud from the inside of the concrete pipe (200) to the outside of the concrete pipe (200) to fill the gap between the concrete pipe (200) and the soil; based on the simulation result of the pipe jacking construction model, at least two different thixotropic mud parameters are set to make the pipe jacking assembly jacking in the test section; The data acquisition module acquires ground settlement data when the pipe jacking construction module jacks in the test section, and sends the ground settlement data to the data analysis module; In response to the receipt of the ground settlement data, the data analysis module screens the thixotropic mud parameter that causes the smallest ground settlement from at least two different thixotropic mud parameters, wherein the thixotropic mud parameter at least includes the grouting pressure and slurry ratio of the thixotropic mud.

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