CN115264174A - Manual pipe jacking system and method - Google Patents

Abstract

The invention relates to an artificial jacking pipe jacking system and method. The jacking system firstly adjusts the orientation of the tool pipe through the first telescopic device; then the middle pipe and the tool pipe are jacked along the direction of the tool pipe by a second telescopic device; and finally, jacking the concrete pipeline through a third telescopic device, wherein the concrete pipeline is jacked in the middle pipe, and the jacking direction of the concrete pipeline is ensured to be unchanged. The jacking system inhibits the ground settlement in a mode of injecting thixotropic slurry into the outer wall of the concrete pipeline to form a slurry sleeve. The method comprises the steps of collecting relevant data of pipe jacking construction in a construction site, establishing a mathematical model to obtain a reference value of thixotropic slurry parameters, setting multiple groups of thixotropic slurry parameters based on the reference value of the thixotropic slurry parameters to carry out test section jacking, collecting ground settlement data corresponding to each thixotropic slurry parameter, screening out thixotropic slurry parameters with the best ground settlement inhibition effect according to the ground settlement data, and using the thixotropic slurry parameters for formal pipe jacking construction.

Description

Manual pipe jacking system and method

Technical Field

The invention relates to the technical field of pipe jacking construction, in particular to an artificial pipe jacking system and method.

Background

As a non-grooving construction method, the pipe jacking method has the greatest advantage that a non-grooving underground excavation mode is adopted, so that the pipe jacking method has incomparable advantages for urban pipeline construction with heavy traffic, dense population, numerous ground buildings and complex underground structures and pipelines, and is increasingly widely applied.

As an underground excavation method, however, the pipe jacking construction inevitably produces disturbance to soil around the pipeline and even causes excessive ground settlement; and the accuracy of position, angle and the like in the pipe-jacking tunneling process must be ensured to ensure that the constructed pipeline extends along a designed route.

At present, the pipe jacking method is widely applied, and the development of the pipe jacking construction control technology enables the high-difficulty pipe jacking construction of long-distance, large-diameter and some complex geological structures to be smoothly carried out. In the pipe jacking construction process, operations such as soil excavation and the like which cause stratum loss can be carried out, and soil displacement can occur after the stratum loss occurs in the soil, so that ground settlement is generated. When the ground subsides too much, the pipe jacking construction will be harmful to the buildings (structures) around the construction area and the adjacent underground pipelines. Therefore, corresponding measures are required to be taken to control the ground settlement generated in the construction process during the pipe jacking construction process. When the tunnel is tunneled in a soft soil layer, the self stability of the soil body is poor, the large-diameter pipeline is heavy, the pipeline is easy to deviate from the designed jacking direction in the jacking process, and if effective measures are not taken to control the jacking posture of the pipeline, the pipeline deviation is large, deviation cannot be corrected, and engineering failure is caused.

Patent publication No. CN109707383A provides a pipe jacking construction method, which comprises the following steps: the step of carrying out pipe jacking construction measurement comprises the steps of detecting the jacking position and the jacking angle of the machine head of the pipe jacking machine by using a laser tester, comparing the detected result with an expected effect, and controlling the advancing direction and the position of the machine head of the pipe jacking machine by using a controller; after the jacking operation is finished, performing slurry replacement, forming a filling hole in a soil body on the outer wall of the steel pipe, and installing a third grouting pipeline on the filling hole, wherein the third grouting pipeline is used for introducing cement mortar or fly ash cement mortar to replace thixotropic slurry at the outer wall of the steel pipe so as to improve the structural strength of the soil body at the steel pipe and prevent ground settlement; and after the slurry replacement is finished, removing the third grouting pipeline, performing injection plugging on the injection hole, and arranging a sealing plate outside the injection hole for sealing.

Aiming at the problem that the jacking direction of a pipeline is easy to deviate in the jacking process, in the prior art, a posture adjusting device is arranged at the opening of the pipeline, the posture is adjusted before each jacking, and the posture adjusting device and the pipeline are jacked together after the adjustment is finished. However, this technical solution can only ensure the attitude of the pipe at the beginning 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 is not controllable during jacking. Meanwhile, in the prior art, when thixotropic slurry is used for controlling ground settlement, preparation and use of the thixotropic slurry are mostly carried out according to experience, a reasonable guidance scheme is lacked, and the effect of the thixotropic slurry cannot be exerted to the optimum.

In summary, the present invention provides a system and a method for pushing a manual pipe to solve the deficiencies of the prior art.

The invention carries out pre-control on the posture of the artificial pipe jacking process, firstly adjusts the posture 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 jacking the concrete pipeline, then the second telescopic device and the third telescopic device are matched to finish the jacking of the pipeline, and the jacking of the concrete pipeline is carried out in the intermediate pipe, thereby avoiding the contact with the soil body and avoiding the deviation from the jacking direction.

The method comprises the steps of firstly, collecting data such as the depth, the geological condition and the environmental condition of pipe jacking construction in a construction site, establishing a construction model for inhibiting ground settlement by using thixotropic slurry, simulating, and analyzing a simulation result to obtain thixotropic slurry parameters for construction reference. After the parameters of the thixotropic slurry for construction reference are obtained, the method carries out test section jacking, in the process of the test section jacking, the method carries out test section jacking by changing the parameters of the thixotropic slurry such as grouting pressure, slurry ratio and the like, collects the ground settlement data corresponding to each parameter of the thixotropic slurry, screens out the parameters of the thixotropic slurry with the best ground settlement inhibition effect according to the collected ground settlement data, and is used for formal pipe jacking construction.

Furthermore, on the one hand, due to the differences in understanding to those skilled in the art; on the other hand, since the applicant has studied a great deal of documents and patents in making the present invention, but not the details and contents thereof listed therein, the present invention is by no means characterized by those prior art, but by the fact that the present invention has all the features of the prior art, and the applicant reserves the right to add related art to the background art.

Disclosure of Invention

Aiming at the defects of the prior art, the invention provides an artificial jacking method. The method comprises the following steps:

adjusting the jacking posture of the mixed concrete pipeline through the jacking pipe assembly;

thixotropic slurry is injected from the interior of the concrete pipeline to the exterior of the concrete pipeline so as to fill a gap between the concrete pipeline and a soil body;

establishing a pipe-jacking construction model based on the on-site stratum structure data, and simulating the pipe-jacking construction model to at least obtain a change rule related to the ground settlement and the jacking distance and/or thixotropic slurry;

setting at least two different thixotropic slurry parameters based on a simulation result of the pipe-jacking construction model to enable a pipe-jacking assembly to carry out test section jacking, and obtaining the thixotropic slurry parameter causing minimum ground settlement from at least two different thixotropic slurry parameters through ground settlement monitoring under the condition that the pipe-jacking assembly carries out the test section jacking; wherein the parameters of the thixotropic slurry at least comprise the grouting pressure and the slurry proportion of the thixotropic slurry.

Preferably, the method may further comprise:

establishing a pipe jacking construction model fitting on-site physical parameters, obtaining a ground settlement rule, and providing effective data reference for pipe jacking construction, wherein a grouting body unit for simulating the inhibition of stratum settlement in a grouting drag reduction mode is preset in the pipe jacking construction model;

based on reference data provided by the pipe-jacking construction model, jacking a pipe-jacking assembly in a test section to screen out thixotropic slurry parameters, wherein the thixotropic slurry parameters at least comprise thixotropic slurry grouting amount, grouting pressure and slurry proportion;

and performing subsequent pipe jacking construction on the pipe jacking assembly based on the screened thixotropic slurry parameters.

The invention fully grasps the stratum condition through the jacking of the test section, strengthens the ground monitoring through the test and analysis of the jacking parameters of the test section, obtains the parameters of the thixotropic slurry of the jacking pipe causing the minimum ground settlement, and provides effective basis for the subsequent jacking. The thixotropic slurry parameters include: technical parameters and measures such as a soil excavation mode, thixotropic slurry grouting amount, grouting pressure, slurry proportion, attitude control and the like.

Preferably, the ground settlement monitoring is carried out by arranging at least two monitoring sections in the test section, and each monitoring section is provided with at least two monitoring points. And the monitoring point acquires an initial value before jacking and performs primary monitoring data acquisition on a monitoring section at preset time intervals during jacking.

Preferably, the push pipe assembly comprises at least a tool pipe and an intermediate pipe. The tool pipe is connected with the middle pipe through at least two first telescopic devices; at least two first telescoping devices change through setting up different length the instrument pipe with well pipe contained angle is in order to realize the gesture of advancing and advance the accuse regulation in advance.

The push pipe assembly further comprises a tail pipe. The tail pipe is connected with the middle pipe through a second telescopic device. And under the condition that the first telescopic device completes pre-control adjustment of the jacking posture, the second telescopic device drives the tool pipe and the middle pipe to jack through extension, so that a space for jacking the concrete pipeline is opened.

According to a preferred embodiment, the push pipe assembly comprises a tool pipe, an intermediate pipe and a tail pipe. The tool pipe with be provided with between the middle pipe through setting up different length changes the tool pipe with the middle pipe contained angle is in order to realize two at least first telescoping devices that the gesture of advancing is controlled in advance and is adjusted. The first telescopic device can be matched with a second telescopic device arranged between the middle pipe and the tail pipe for relay so as to realize jacking of the tool pipe and the middle pipe.

Preferably, the first telescopic device arranged between the tool pipe and the middle pipe can be a hydraulic hinge device, and 4 positions are uniformly arranged in the circumferential direction. Preferably, the second telescopic device arranged between the middle pipe and the tail pipe can be a hydraulic jack device. Preferably, the hydraulic jack device is provided with 4 groups of 8 rings uniformly. The jacking pipe assembly can realize pre-control adjustment of jacking postures and matched relay jacking by utilizing a front-end hydraulic hinging device and a tail-end hydraulic jack device. The pipe jacking assembly is convenient and fast to construct, high in work efficiency and capable of controlling the axis within a standard allowable value in the jacking process of the pipe jacking by matching with a pipeline tensioning mode.

According to a preferred embodiment, the pipe-jacking construction model carries out multi-step simulation by changing material assignment. The simulation step comprises:

carrying out initial stress field balance to obtain a stress field in an trenchless state;

and simulating soil body excavation, wherein excavation and jacking are alternately performed, mud and other generation layers are arranged to simulate the drag reduction effect of grouting, and uniform force is applied to the inner and outer sides of the mud and other generation layers to replace grouting pressure.

According to a preferred embodiment, the manual pipe jacking method further comprises excavating a pipe jacking shaft, wherein the pipe jacking shaft at least comprises an originating well serving as a pipe jacking starting point, and the originating well is provided with a first measuring device for monitoring and measuring the jacking attitude of the pipeline on a pipe jacking tunneling central line.

According to a preferred embodiment, the tool tube is provided with a second measuring device for monitoring and measuring the jacking attitude of the pipeline, under the condition that the single jacking distance of the pipe jacking assembly reaches a preset value, the second measuring device and the first measuring device perform one-time measurement, and the pipe jacking assembly judges whether to adjust the jacking attitude or not based on the measuring results of the second measuring device and the first measuring device.

According to a preferred embodiment, the artificial jacking pipe jacking method further comprises monitoring the ground surface settlement of the test section under the condition that the jacking pipe assembly carries out test section jacking, wherein the test section is provided with at least two monitoring sections, each monitoring section is provided with at least two monitoring points, and the monitoring points acquire initial values before jacking and carry out monitoring data acquisition on the monitoring sections at preset time intervals during jacking.

According to a preferable embodiment, the manual jacking pipe jacking method further comprises the step of, in the condition that the jacking pipe is jacked into the hole, tensioning and connecting at least two front concrete pipelines to form a whole, so that the front concrete pipelines are prevented from being mutually dislocated in the jacking process, and the axis deviation generated in the follow-up jacking period is reduced.

According to a preferred embodiment, the concrete pipeline for the artificial pipe jacking is provided with a grouting hole for injecting thixotropic slurry from the inside of the concrete pipeline to the outside of the concrete pipeline so as to fill a gap between the concrete pipeline and a soil body to form a slurry sleeve. Preferably, under the condition that the jacking pipe is jacked into the hole, at least two sections of concrete pipelines close to the jacking pipe assembly are tensioned and linked by the grouting holes to form a whole, so that the front end of the concrete pipeline is prevented from being dislocated in the jacking process.

Preferably, one side of the tail pipe, which is not connected with the second telescopic device, is connected with the concrete pipeline. And a protection plate is arranged at one end of the concrete pipeline, which is not connected with the tail pipe. The protection plate is connected with one end of the third telescopic device. The other end of the third telescopic device is connected with a supporting wall arranged on the originating well. Under the condition of jacking the concrete pipeline, the third telescopic device extends, and the second telescopic device contracts, so that relay jacking of the concrete pipeline is realized.

The invention also provides an artificial pipe jacking system. The manual pipe jacking system at least comprises a data analysis module, a data acquisition module and a pipe jacking construction module. The analysis module establishes a pipe-jacking construction model fitting the on-site physical parameters, obtains the rule of ground settlement, and provides effective data reference for pipe-jacking construction. And a grouting body unit for simulating the inhibition of stratum settlement in a grouting drag reduction mode is preset in the pipe jacking construction model. And the construction module is used for carrying out jacking of the test section by utilizing the jacking pipe assembly based on the reference data provided by the jacking pipe construction model. And the data acquisition module acquires the thixotropic slurry parameters and the ground settlement data and jacking attitude data corresponding to the thixotropic slurry parameters under the condition that the construction module carries out jacking in the test section, and screens out the parameters of the jacking pipe thixotropic slurry causing the minimum ground settlement. The parameters of the thixotropic slurry at least comprise the grouting amount of the thixotropic slurry, the grouting pressure and the slurry proportion.

Preferably, the analysis module establishes a pipe-jacking construction model fitting the on-site physical parameters, and simulates the pipe-jacking construction model to obtain at least the change rule related to the distance between ground settlement and jacking and/or thixotropic slurry. The construction module adjusts the jacking posture of the mixed concrete pipeline through the pipe jacking assembly, and thixotropic slurry is injected from the inside of the concrete pipeline to the outside of the concrete pipeline so as to fill a gap between the concrete pipeline and a soil body. And the construction module is also used for setting at least two different thixotropic slurry parameters based on the simulation result of the pipe jacking construction model so as to enable the pipe jacking assembly to carry out test section jacking. And the data acquisition module acquires ground settlement data under the condition that the construction module performs test section jacking, and sends the ground settlement data to the analysis module. In response to receipt of the ground subsidence data, the analysis module screens out the thixotropic mud parameter that caused the least ground subsidence from the at least two different thixotropic mud parameters. The parameters of the thixotropic slurry at least comprise the grouting pressure and the slurry proportion of the thixotropic slurry.

The invention solves the problems of large-diameter manual pipe jacking construction posture adjustment, ground settlement, underground obstacle clearing and the like of a shallow soil covering weak stratum. The jacking pipe posture adjusting device used by the invention can control the axis within the standard allowable value along with jacking and deviation rectification in the jacking process of jacking the jacking pipe, thereby ensuring the axis precision and construction quality of the pipeline, simultaneously reducing the risk of construction by the ground settlement pre-control technology, improving the construction efficiency, shortening the construction period and ensuring the safety and smooth completion of construction.

Drawings

FIG. 1 is a simplified flow chart of an artificial push pipe jacking method according to a preferred embodiment of the present invention;

FIG. 2 is a simplified schematic diagram of a push bench assembly in accordance with a preferred embodiment of the present invention.

List of reference numerals

110: a tool tube; 120: an intermediate pipe; 130: a tail pipe; 140: a first telescoping device; 150: a second telescoping device; 160: a third telescopic device; 161: a support wall; 162: a protection plate; 200: a concrete pipe.

Detailed Description

The following detailed description is made with reference to fig. 1 and 2.

The invention fully grasps the stratum condition through the jacking of the test section, strengthens the ground monitoring through the test and analysis of the jacking parameters of the test section, obtains the parameters of the thixotropic slurry of the jacking pipe causing the minimum ground settlement, and provides effective basis for the subsequent jacking. The thixotropic slurry parameters include: the technical parameters and measures of thixotropic slurry grouting amount, grouting pressure, slurry proportion, grouting pipeline laying and the like.

The invention can pre-control the sinking of the pipe-jacking ground, adjust the posture of the pipe-jacking and clear up obstacles in a state, ensure the safety and the quality of the construction of the manual pipe-jacking and simultaneously save the cost and the construction period.

Example 1

The invention provides an artificial jacking pipe jacking method. Referring to fig. 1, preferably, the method comprises:

s100: and (3) establishing a pipe jacking construction model fitting the on-site physical parameters, obtaining the ground settlement rule, and providing effective data reference for pipe jacking construction. The top pipe construction model is preset with a grouting body unit for simulating the inhibition of stratum settlement through a grouting drag reduction mode.

S200: excavating a pipe jacking shaft, wherein the pipe jacking shaft comprises an originating well and a receiving well. The jacking direction of the jacking pipe is directed to the receiving well from the originating well.

S300: and based on the reference data provided by the pipe jacking construction model, the pipe jacking assembly starts to perform test section jacking from the initial well. In the jacking process of the test section, constructors test different thixotropic slurry parameters through the pipe jacking assembly and acquire the tunneling effect under the different thixotropic slurry parameters, so that the pipe jacking thixotropic slurry parameter causing the minimum ground settlement is screened out. The parameters of the thixotropic slurry at least comprise the grouting amount of the thixotropic slurry, the grouting pressure and the slurry proportion.

S400: based on the screened thixotropic slurry parameters, the constructor carries out subsequent pipe jacking construction through the pipe jacking assembly.

Referring to fig. 2, the push pipe assembly preferably includes a tool pipe 110, an intermediate pipe 120, and a tail pipe 130. At least two first telescopic devices 140 which change the included angle between the tool tube 110 and the middle tube 120 by setting different lengths so as to realize the pre-control adjustment of the jacking posture are arranged between the tool tube 110 and the middle tube 120. The first expansion device 140 can cooperate with the second expansion device 150 disposed between the middle pipe 120 and the tail pipe 130 to achieve the jacking of the tool pipe 110 and the middle pipe 120.

Preferably, the first telescoping device 140 disposed between the tool tube 110 and the middle tube 120 may be a hydraulic hinge device, and is uniformly circumferentially disposed at 4. Preferably, the second expansion device 150 provided between the middle pipe 120 and the tail pipe 130 may be a hydraulic jack device. Preferably, the hydraulic jack device is provided with 4 groups of 8 in the circumferential direction. The jacking pipe assembly can realize pre-control pipe adjustment and matched relay jacking of jacking postures by utilizing a front end hydraulic hinging device and a tail end hydraulic jack device. The pipe jacking assembly is convenient and fast to construct, high in work efficiency and capable of controlling the axis within a standard allowable value in the jacking process of the pipe jacking by matching with a pipeline tensioning mode.

Referring to fig. 2, preferably, the side of the tail pipe 130 not connected to the second telescopic device 150 is connected to a concrete pipe 200. Preferably, the end of the concrete pipe 200 not connected to the tail pipe 130 is provided with a protection plate 162. The protection plate 162 is connected to one end of the third telescopic device 160. The other end of the third telescoping device 160 is connected to a support wall 161 disposed above the originating well.

Preferably, 4 first telescopic devices 140 change the included angle between the tool tube 110 and the middle tube 120 by setting different lengths so as to realize the pre-control adjustment of the jacking posture. Preferably, in case the tool tube 110 is adjusted in the jacking posture, the second telescopic device 150 is extended, thereby opening a passage for jacking the tube. Preferably, after the second expansion device 150 is expanded, the third expansion device 160 is expanded while the second expansion device 150 is contracted, and the second expansion device 150 and the third expansion device 160 cooperate to complete the jacking of the concrete pipe 200.

Preferably, the invention collects the relevant physical parameters of the construction site before the pipe jacking construction model is established. Preferably, the physical parameters related to the construction site include ground construction conditions within the range of the planned pipeline construction site, ground settlement inhibition modes, conditions of underground buried pipelines, composition of the planned pipeline soil covering stratum, pipeline parameters for construction, equipment parameters for construction and the like.

Preferably, the ground corresponding to the construction site of the invention can be buildings such as a guide road, a residential building, an overpass and the like. Preferably, under the condition that a guide road exists on the ground of a construction site, the traffic load parameter is introduced when the pipe jacking construction model is built.

Preferably, the soil layer of the embodiment mainly comprises a miscellaneous fill layer, a silt plain fill layer, a silty clay layer, a fine sand-silt layer, a silt layer and a fine sand layer. Preferably, the earth covering depth of the pipe-jacking pipeline is 2.9-3.06 m, and the tunneling section relates to soil layers including a miscellaneous fill layer, a silt plain fill layer, a silty clay layer, a silt layer and a fine sand-silt layer.

Preferably, the pipe jacking pipeline adopted by the embodiment may be a concrete pipeline 200. Preferably, the concrete pipe 200 has an outer diameter of 3550mm and an inner diameter of 3000mm. Preferably, the concrete pipe 200 has a wall thickness of 275mm, a length of 2500mm for a single pipe and a weight of 17.7t for a pipe joint.

Preferably, before the pipe jacking construction model is established, a constructor attaches the on-site physical parameters to analyze the ground settlement mechanism. Preferably, the main reasons for inducing ground subsidence during pipe jacking include: the method comprises the steps of stratum loss caused by initial stress change of an excavated surface soil body, stratum loss caused by an annular gap between a pipeline and a surrounding soil layer, stratum loss caused by soil body overexcavation caused by deviation rectification operation and stratum loss caused by partial soil body taken away by a dragging effect generated when a jacking pipe is jacked.

Preferably, the stratum loss caused by the initial stress change of the soil body of the excavation surface is as follows: the original stress state of the front soil body is difficult to be ensured not to be changed in the pipe jacking construction, and the front soil body moves towards the excavation face direction due to stress release in the jacking process to cause stratum loss, so that the ground surface sinks, and particularly the shallow soil covering large-diameter artificial pipe jacking is adopted.

Preferably, there is an annular void between the pipe and the surrounding earth layer causing formation loss: to reduce frictional resistance during the jacking process, the diameter of the subsequent pipe section is 2-5 cm smaller than the diameter of the tool pipe 110. Therefore, after the tool pipe 110 is pushed into the annular gap between the periphery of the pipeline and the soil body, if the thixotropic slurry cannot be filled sufficiently in time, the surrounding soil body moves to the annular gap due to stress release, and therefore formation loss is caused.

Preferably, the soil body overbreak caused by the deviation rectifying operation: when the deviation is corrected, the jacking direction needs to be corrected when the axis of the tool pipe 110 deviates from the designed axis, the tool pipe 110 extrudes one side of a soil body when the deviation is corrected, and a gap is formed on the other side due to stress release, so that the soil body is displaced, and the stratum loss is generated.

Preferably, the top pipe is pushed in due to the frictional resistance of 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 the formation loss.

Preferably, for the ground settlement caused by the formation loss in the pipe jacking process, in the embodiment, the gap between the concrete pipe 200 and the soil body is filled in by injecting thixotropic slurry from the inside of the concrete pipe 200 to the outside of the concrete pipe 200 through the slurry injection holes formed in the concrete pipe 200 to form the slurry sleeve, so that the ground settlement caused by the formation loss in the pipe jacking process is suppressed.

Preferably, in the embodiment, a pipe jacking construction model attached to a site is established by using MIDAS-GTS NX finite element software, and the influence rule of relevant parameters of pipe jacking construction on ground settlement is researched in a normal jacking stage and a downward-crossing road jacking stage respectively, so that an early warning value is provided for ground settlement in the field pipe jacking process, and effective data reference is provided for ground settlement control in the formal downward-crossing road jacking stage.

Preferably, the pipe jacking construction model configures parameters in the following manner.

Preferably, the final geometric size of the model is determined to be 100m multiplied by 60m multiplied by 40m according to the actual working condition on site and the boundary effect influence when software calculation is considered, namely the length is 100m of the penetrating distance of jacking pipe jacking, the width is 30m towards two sides respectively by taking the axis of the jacking pipe as the center, the soil layer depth is 40m, and the average soil covering depth of the jacking pipe top is 3m.

Preferably, the tool tube 110 has an outer diameter 3640mm, a reinforced concrete tube outer diameter 3550mm, and an inner diameter 3000mm.

Preferably, the cross-section is circular; the mud outside the pipe joint is replaced by an equal generation layer with the thickness of 50 mm.

Preferably, the top pipe construction model adopts a Mohr-Coulomb elastoplastic model to simulate a soil body. Preferably, the pipe section is made of prefabricated reinforced concrete materials, and under the action of soil pressure and other loads, the stress deformation of the pipe section is mainly in an elastic stage, so that the constitutive model adopts a linear elastic constitutive model.

Preferably, grouting material filling is considered in calculation, and a mixture of soil layers around the tunnel and the slurry is replaced by a weakened soil layer, namely an equivalent layer, to simulate stratum loss. Meanwhile, the grouting pressure is considered, the selection of the grouting pressure generally takes the earth covering pressure as a basis, and the earth covering pressure value of the project is as follows: p0= gammah =18.5 × 1.5+17.5 × 1.5=54kPa =0.054MPa, so the values of the grouting pressure in the model calculation are respectively selected from 0MPa (no grouting pressure), 0.05MPa (1 time of covering soil pressure), 0.1MPa (2 times of covering soil pressure), 0.15MPa (3 times of covering soil pressure), 0.2MPa (4 times of covering soil pressure) and 0.25MPa (5 times of covering soil pressure), and the law of surface subsidence under the action of different grouting pressures is researched.

Preferably, aiming at the process of pipe jacking construction, multi-step simulation is carried out by changing the material assignment method. Before the simulation calculation is started, an in-pipe soil body excavation unit, a pipe joint unit and a grouting body unit are preset in a model, wherein a tool pipe/middle pipe is connected with a surrounding soil body unit, the simulation is realized through the unit extraction function of MIDAS-GTS NX, and the simulation is carried out according to a two-dimensional plate unit.

Preferably, the simulating step comprises:

step 1: and balancing the initial stress field to obtain the stress field in the non-excavation state.

And 2, step: traffic loads are uniformly distributed on the ground of the road passing section of the jacking pipe, the road automobile load is of a grade of-20 steam under normal conditions, the traffic is limited in a construction area, and the grade of-20 steam heavy vehicle cannot pass through. Therefore, the ground traffic load is (asphalt lumina, bidirectional four lanes, single lane 3.5 m) on the top pipe underpass pavement: p steam = G steam/S =1.428 × 104Pa, wherein G steam refers to the self weight of the automobile and is distributed according to 7 tons of front-row wheels and 13 tons of rear-row wheels; s refers to the area of the rigid pavement slab (4 m in length and 3.5m in width) acted by the automobile load.

The load is considered to be the most adverse value in calculation, namely, the load of the vehicle with the level of steam-20 is uniformly distributed right above the pipe body, and the final traffic load is considered to be influenced by the impact of the vehicle: p =1.3p vapor =1.856 × 104Pa.

And step 3: the method adopts the grid passivation and activation functions of the MIDAS-GTS to simulate the soil body excavation, the excavation is further jacked, and in consideration of the characteristics of the manual excavation process of the project, a tool pipe cutting and jacking mode is adopted, the excavation surface keeps balance by the self-stability of the soil body, so that the support pressure is not set at the excavation surface in the model. And passivating a soil body unit to be excavated during excavation, activating a tool pipe shell unit, activating a pipe-jacking joint unit, a grouting layer generation unit and the like and grouting pressure during jacking, tunneling for 2.5m each time, and repeating the steps until the jacking pipes are communicated (the jacking distance is 100 m).

Preferably, after the simulation is finished, the simulation result is analyzed to obtain the ground settlement rules of the non-passing section jacking stage and the underpass road jacking stage, and effective data reference is provided for pipe jacking construction.

Preferably, the present embodiment analyzes the simulation result to draw the following conclusion:

(1) When the jacking pipe is constructed, road traffic load has great influence on displacement of a soil layer, particularly vertical displacement of the soil layer.

(2) During jacking, soil bodies on two sides of the pipe joint are subjected to expansion deformation under the extrusion of the jacking pipe, the maximum horizontal displacement is 29.9mm, the displacement deformation is symmetrically distributed by taking the pipe shaft as the center, and the horizontal displacement change of soil layers of the passing section and the non-passing section is basically consistent.

(3) The top pipe has the largest vertical displacement of the soil body right above the pipe body on the whole cross section due to the disturbance of the jacking construction to the soil layer, the whole body radially expands upwards, the closer the top pipe is to the ground, the smaller the ground surface settlement is, and in addition, the ground settlement is obvious under the action of ground traffic load. It can be seen that, during the construction of push pipes, the ground traffic load does not greatly influence the displacement of the soil layer horizontal direction, but aggravates the vertical displacement of the soil layer, and has adverse effect on the control of the ground settlement amount.

(4) Grouting pressure is a key influence factor of earth surface deformation control during construction of the jacking pipe, grouting pressure increase is beneficial to reduction of earth surface settlement, but the grouting pressure is too large, soil bodies on two sides of the position, far away from the axis of the jacking pipe, of the transverse earth surface can bulge, earth surface grout leakage is easily caused, and the recommended setting is 0.1MPa, namely 2 times of overlying soil pressure is suitable according to the overlying soil vertical pressure value, the soil body porosity, field grouting experience and numerical calculation.

(5) The settlement of the ground in the horizontal direction is in a normal distribution rule basically during pipe jacking construction, the settlement of the ground right above the pipe top is maximum, the displacement towards the two sides is gradually reduced, the transverse disturbance range of the jacking pipe to the soil body is about-10 m, namely the range of the settling tank is-2.8D.

(6) And (4) selecting the running amount to be small to carry out the passing jacking, laying a steel plate in the settling tank at the same time, controlling the large-sized vehicle to pass, jacking at a constant speed, and adopting advanced grouting reinforcement if necessary.

Preferably, after the simulation analysis of the pipe jacking construction model is completed, the constructor starts to perform the test section jacking so as to fully grasp the stratum condition through the test section jacking. And the constructor strengthens ground monitoring while carrying out jacking of the test section, and tests and analyzes the thixotropic slurry parameters of the test section so as to obtain the parameters of the pipe jacking thixotropic slurry causing the minimum ground settlement. Preferably, the thixotropic slurry parameters comprise: the grouting amount of thixotropic slurry, the grouting pressure, the slurry proportion, the grouting pipeline laying and other technical parameters and measures. Preferably, parameters of the thixotropic mud of the jacking pipe, which are obtained by jacking in the test section and cause the minimum ground settlement, can provide effective basis for subsequent jacking.

Preferably, before the test section jacking is started, the constructor excavates the jacking pipe shaft. Preferably, the pipe jacking shaft comprises an originating well and a receiving well. Preferably, the originating well serves as the top pipe start. Preferably, the jacking direction of the jacking pipe is directed from the originating well to the receiving well.

Preferably, the pipe jacking assembly performs test section jacking from the originating well based on reference data provided by the pipe jacking construction model. In the jacking process of the test section, constructors test different thixotropic slurry parameters through the pipe jacking assembly and acquire the tunneling effect under the different thixotropic slurry parameters, so that the pipe jacking thixotropic slurry parameter causing the minimum ground settlement is screened out. The parameters of the thixotropic slurry at least comprise the grouting amount of the thixotropic slurry, the grouting pressure and the slurry proportion.

Preferably, because a guide road exists above the jacking range of the project, 30m is selected as a test section to ensure jacking construction safety and road traffic safety. Preferably, the stratum of the test section is mainly distributed with a miscellaneous dreg layer, a silt plain soil-filled layer, a silty clay layer, a silt layer and a fine sand-silt layer. Preferably, there is no ground water in the range of the tunneling section.

Preferably, during the test section advancement, the parameters to be tested and adjusted include: jacking and excavating mode, thixotropic slurry proportion, thixotropic slurry injection amount, grouting pressure, secondary slurry supplement and the like. Preferably, the main control items in the test section jacking process comprise: the tool tube 110 has the advantages of tube tail sealing performance, pipeline interface slurry leakage treatment measures, attitude control and surface and axis monitoring.

Preferably, the test section jacking parameter control comprises jacking excavation control, thixotropic slurry control and grouting/slurry replenishing control.

Preferably, the jacking excavation control specifically comprises: the initial jacking excavation soil does not exceed 30cm each time, and the included angle between the tunnel face and the tool pipe 110 is 45 degrees. Preferably, the pipe cap of the tool pipe 110 is always kept to firstly cut into the soil body by 10cm when jacking and excavating are carried out, excessive excavation is strictly prohibited, and deviation is corrected at any time.

Preferably, the thixotropic slurry control is specifically: the mud is preferably bentonite with fine particles and high colloid value, and the bentonite is 80-100 Kg/m³(ii) a 600-1000 Kg/m of water³(ii) a 1-2 Kg/m of alkali (Na 2CO 3)³. Preferably, the specific gravity of the slurry is controlled to be 1.05-1.07. Preferably, the slurry injection amount: grouting volume V air =0.508m in gap between each meter of pipeline and soil body³. Preferably, according to research data and experience, the thickness of a mud sleeve in actual construction is 6-7 times of a building gap, namely 270mm, the thickness of a soil body penetrating into the mud sleeve is 270mm-45mm =225mm, and V penetration =1.048m is calculated³Total inventory is vtotal =1.556m³。

Preferably, the grouting/slurry supplementing control is specifically as follows: the grouting pressure is controlled to be about 0.1Mpa according to the numerical simulation calculation result, and the grouting pressure and flow are observed at any time. Preferably, after the mortar is jacked for 15m, a set of grouting pipelines are installed every 1 pipe, a three-way valve is arranged, and secondary mortar supplement is timely performed as required.

Preferably, the main control items in the jacking of the test section comprise thixotropic slurry tightness control and jacking attitude control.

Preferably, the thixotropic slurry tightness control is carried out by the following measures: two annular steel sealing brushes are arranged in the tail of the tool pipe 110, grease is smeared in the middle of the sealing brushes, and grease is timely supplemented if leakage is found in the jacking process of the pipeline. And the thixotropic slurry is injected and timely follow-up and slurry supplement are carried out in the jacking process, so that the thixotropic slurry in the gaps on the outer side of the pipeline is always in a saturated state in the jacking process, and the leakage part of the pipeline interface is blocked by adopting oil flax.

Preferably, the corresponding measures for the jacking attitude control are: the method is carried out by combining active control and passive control, highly emphasizes active control and actively implements passive control. Preferably, in the jacking process of the pipeline, the principle of 'measurement on duty, correction on duty and slight correction' is followed, and small-angle and gradual correction in jacking is adopted.

Preferably, the artificial jacking pipe jacking method further comprises monitoring the ground surface settlement of the test section under the condition that the jacking pipe assembly carries out test section jacking. The test section is provided with at least two monitoring sections, and every monitoring section is provided with at least two monitoring points, and the monitoring points acquire initial values before jacking and perform monitoring data acquisition on the monitoring sections at intervals of preset time during jacking.

Preferably, the specific way of measuring and monitoring the surface subsidence comprises: the ground surface settlement points are arranged in the upward 45-degree influence line range of two sides of the pipeline, and the distances from the center line point to the two sides are respectively 1m, 2m, 3m and 5m. 9 points of each monitoring section are arranged, and one monitoring section is arranged every 5m along the jacking direction. And acquiring an initial value before jacking, and acquiring monitoring data of the monitoring section once every 3h during jacking.

Preferably, the manual pipe jacking method further comprises monitoring the jacking posture of the pipe jacking assembly under the condition that the pipe jacking assembly jacks. Preferably, a first measuring device for monitoring and measuring the jacking attitude of the pipeline is arranged at the position of the starting well on the jacking pipe tunneling central line. Preferably, the tool tube 110 is provided with a second measuring device that monitors the gauging pipe jacking attitude. And under the condition that the single jacking distance of the jacking pipe assembly reaches a preset value, the second measuring device and the first measuring device perform one-time measurement. The jacking pipe assembly judges whether to adjust the jacking gesture based on the measurement results of the second measurement device and the first measurement device.

Preferably, the concrete mode of monitoring the jacking attitude of the jacking pipe assembly comprises: and after the initial jacking is 500mm, starting the jacking measurement, and recording the center and the elevation once every 300mm of jacking. Preferably, the first measuring device may be a laser theodolite. Preferably, the laser theodolite is installed on a pipe jacking central line at the inner wall of the originating well. Preferably, since the tool tube 110 is arranged in front of the pipeline in this embodiment, a fixed laser receiving target cannot be arranged, so that only a mobile laser receiving device can be arranged. Preferably, the present embodiment is constructed using a simple laser receiver. Preferably, the simple laser receiving device comprises a horizontal ruler and a steel ruler. Preferably, each observation is performed by horizontally placing the steel ruler in the jacking pipeline (leveling by using the level ruler), vertically placing the level ruler on the steel ruler and aligning and matching the graduated side line with the laser beam.

Preferably, the constructor obtains through the test section jacking: the land surface sedimentation change rule and the numerical simulation analysis rule are basically consistent in the jacking process of the jacking pipe, the maximum sedimentation value of each monitored section is the pipeline central line position, and the sedimentation range is basically consistent. The elevation deviation of the test section is-16 mm- +6mm, and meets the requirements of construction specifications (the specification is-50 mm- +40 mm). The horizontal deviation of the test section is 2 mm-16 mm, and the requirement of construction specification (specification 50 mm) is met. Preferably, practical application results of the jacking pipe attitude pre-control device and measures show that the attitude adjustment control measures ensure that deviation of jacking axes is within an allowable specified value. Preferably, according to monitoring data, the grouting pressure of the thixotropic slurry is controlled to be about 0.1Mpa, and the ground surface settlement control effect is good. Actual grouting amount of 1.23m per linear meter on site³Theoretical grouting amount is 1.556m³. Preferably, when the grouting pressure reaches 0.1Mpa, the actual grouting amount is 80% of the theoretical calculated amount, the ground surface settlement control effect is good, and a good resistance reduction effect can be achieved.

Preferably, after the jacking pipe is jacked into the hole, the front 4 sections of reinforced concrete pipes are tensioned and connected through channel steel, the channel steel and the pipeline grouting holes are fixedly and firmly fixed through high-strength bolts, so that the channel steel and the pipeline grouting holes form a whole, and the front end concrete pipe sections are prevented from being dislocated to some extent in the jacking process, so that the difficulty in posture adjustment of the tool pipe 110 is aggravated. Preferably, the attitude adjustment control means ensures that the deviation of the jacking axis is within a prescribed value.

Preferably, a hydraulic hinge is provided between the tool pipe 110 and the middle section, 4 positions are uniformly arranged in the circumferential direction, and 4 sets of 8 hydraulic jacks are provided between the middle pipe 120 and the tail pipe 130. The attitude can be dynamically adjusted.

Preferably, the jacking process is used for tensioning the 4 sections of reinforced concrete pipes at the front section through channel steel, the channel steel is fixed at intervals through grouting holes, and 5 channels are uniformly arranged in the circumferential direction. Preferably, the maximum adjusting angle of the posture adjusting device is 2 degrees, the adjusting amount is about 58mm, and meanwhile the posture pre-control can be timely and effectively realized in a relay jacking mode. Preferably, the front end 4 sections of concrete pipes are tensioned at intervals by channel steel to form a whole, and pre-control measures are taken in advance to reduce larger deviation of postures. Preferably, when the jacking pipe is jacked, the ground settlement rule is as follows: along the jacking direction of the jacking pipe, along with the increase of the jacking distance, the ground settlement displacement gradually increases and tends to be stable; in the horizontal direction, the displacement and sedimentation right above the top of the pipe are maximum, and the range of the sedimentation tank is-11 m; preferably, during pipe jacking construction, the traffic load has adverse effect on ground settlement, the stability value of the ground settlement of a non-passing section is about 8mm, and the stability value of the ground settlement of a passing section is about 18mm; preferably, the grouting drag reduction can effectively inhibit the settlement of the stratum.

Preferably, when the top pipe is shallow in casing, the pressure of the thixotropic mud pressed into the stratum must be stable and accurate so as to prevent the thixotropic mud from breaking through the stratum. From the actual grouting amount on site, when the grouting pressure is about 0.1Mpa (twice of the soil covering pressure), the grouting is continuous and full, the actual grouting amount reaches 80% of the theoretical calculation amount, the control effect of the ground surface settlement on site is good, and the good resistance reduction effect can be achieved.

Preferably, the ground settlement (road) specification requirement is less than or equal to 20mm; the accumulated settlement of the earth surface of the test section is 5 mm-10 mm which is slightly larger than 7mm of the accumulated settlement of the earth surface of the numerical simulation analysis; the accumulated settlement on the earth surface of the passing road section is 15 mm-18 mm, and is basically consistent with 17mm of the accumulated settlement on the earth surface of a value simulation analysis.

The adjustable jacking gesture of this embodiment, construction simple operation, adjustment volume are great relatively, to the big condition of ejector pipe attitude deviation, can effectually correct. The pipe jacking tensioning device can ensure that the front-end pipe in the jacking soil layer is tightly tensioned to form a whole, avoids dislocation between pipe joints and prevents larger axis deviation during subsequent jacking.

In the embodiment, a pipe jacking construction model under the working condition of a fitting site is established by using MIDAS-GTS NX finite element software, so that the ground settlement rule of the non-passing section jacking stage and the downward-passing road jacking stage is obtained, and effective data reference is provided for pipe jacking construction.

In the embodiment, the optimal thixotropic slurry parameters (including the thixotropic slurry grouting amount, the grouting pressure, the slurry ratio and the like) are obtained through the jacking of the test section, and the field practice test is carried out on the pipe tail sealing brush, the rubber sealing ring arranged at the joint of the tool pipe and the middle pipe and the attitude control device.

According to the embodiment, the influence of jacking construction on the stratum and the ground environment is reduced to the maximum extent by optimizing the implementation effect of the conventional settlement control method. In the embodiment, the ground settlement curve obtained by numerical simulation is utilized to perform real-time comparison and timely regulation on the jacking of the jacking pipe in the whole process, the final accumulated settlement of the earth surface is controlled to be between 7mm and 17mm, and the standard requirement is met. In the embodiment, the specific gravity of the thixotropic slurry is 1.05-1.07, the jacking effect is optimal when the grouting pressure is controlled to be about 0.1MPaMPa, and meanwhile, the injection rate of the thixotropic slurry is controlled to be 80% of the theoretical grouting amount, so that the same antifriction effect can be ensured, and the thixotropic slurry is economical and reasonable. This embodiment sets up 2 annular steel seal brushes between instrument pipe 110 and concrete pipe, and packing grease in the middle of the seal brush guarantees orificial leakproofness, optimizes thixotropic mud ratio simultaneously, in time mends the thick liquid, and the outside of tubes mud reaches saturated condition all the time and can effectively reduce ground subside.

Preferably, waste phi 800mm PE pipes and phi 600mm sewage pipes with crossed and oblique positions exist in the cross section range of the top pipe of the embodiment, and the tool pipe 110 is prevented from cutting and jacking soil. A certain safe operation space is needed for clearing the obstacles, and meanwhile, the upper soil body is prevented from collapsing during clearing the obstacles, so that the safety of operators is guaranteed.

Example 2

This embodiment is a further improvement of embodiment 1, and repeated contents are not described again.

The embodiment provides an artificial jacking pipe jacking system. The manual pipe jacking system at least comprises a data analysis module, a data acquisition module and a pipe jacking construction module. The analysis module establishes a pipe-jacking construction model fitting the on-site physical parameters, obtains the rule of ground settlement, and provides effective data reference for pipe-jacking construction. And a grouting body unit for simulating the inhibition of stratum settlement in a grouting drag reduction mode is preset in the pipe jacking construction model. The construction module adjusts the jacking posture of the mixed concrete pipeline 200 through the pipe jacking assembly, and thixotropic slurry is injected from the inside of the concrete pipeline 200 to the outside of the concrete pipeline 200 so as to fill a gap between the concrete pipeline 200 and a soil body. And the construction module also carries out test section jacking by utilizing the jacking pipe assembly based on the reference data provided by the jacking pipe construction model. The data acquisition module acquires thixotropic slurry parameters and ground settlement data and jacking attitude data corresponding to the thixotropic slurry parameters under the condition that the construction module performs jacking of the test section, and transmits the acquired thixotropic slurry parameters and the ground settlement data and jacking attitude data corresponding to the thixotropic slurry parameters to the data analysis module. And the data analysis module screens out the parameters of the pipe jacking thixotropic slurry causing the minimum ground settlement. The parameters of the thixotropic slurry at least comprise the grouting amount, the grouting pressure and the slurry proportion of the thixotropic slurry.

Preferably, the data acquisition module acquires the relevant physical parameters of the construction site before the pipe jacking construction model is established. Preferably, the physical parameters related to the construction site include ground construction conditions within the range of the planned pipeline construction site, ground settlement inhibition modes, conditions of underground buried pipelines, composition of the planned pipeline soil covering stratum, pipeline parameters for construction, equipment parameters for construction and the like.

Preferably, the data acquisition module sends the acquired physical parameters related to the construction site to the data analysis module. Preferably, the data acquisition module establishes a pipe jacking construction model under the working condition of the fitting site by using MIDAS-GTS NX finite element software based on the relevant physical parameters of the construction site, and performs simulation on the pipe jacking construction model.

Preferably, the simulating step comprises:

step 1: and balancing the initial stress field to obtain the stress field in the non-excavation state.

And 2, step: traffic loads are uniformly distributed on the ground of the road passing section of the jacking pipe, the road automobile load is of a grade of-20 steam under normal conditions, the traffic is limited in a construction area, and the grade of-20 steam heavy vehicle cannot pass through. Therefore, the ground traffic load is (asphalt lumina, bidirectional four lanes, single lane 3.5 m) on the top pipe underpass pavement: p steam = G steam/S =1.428 × 104Pa, wherein G steam refers to the self weight of the automobile and is distributed according to 7 tons of front-row wheels and 13 tons of rear-row wheels; s refers to the area of the rigid pavement slab (4 m in length and 3.5m in width) acted by the automobile load.

The load is considered by the most adverse value in calculation, namely the load is uniformly distributed over the pipe body to bear the driving of the automobile of-20 level, and the final traffic load considering the impact influence of the automobile is as follows: p =1.3p vapor =1.856 × 104Pa.

And step 3: the method is characterized in that the grid passivation and activation functions of MIDAS-GTS are adopted to simulate soil excavation, further excavation is carried out, the characteristics of the manual excavation process of the project are considered, a tool pipe cutting and soil jacking mode is adopted, the excavation surface keeps balance by means of soil self-stability, and therefore supporting pressure is not set at the excavation surface in the model. And passivating a soil body unit to be excavated during excavation, activating a tool pipe shell unit, activating a pipe-jacking joint unit, a grouting layer generation unit and the like and grouting pressure during jacking, tunneling for 2.5m each time, and repeating the steps until the jacking pipes are communicated (the jacking distance is 100 m).

Preferably, after the simulation is finished, the simulation result is analyzed to obtain the rules of ground settlement in the non-passing-section jacking stage and the underpass-road jacking stage, so that effective data reference is provided for pipe jacking construction.

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

Preferably, the first expansion device 140 disposed between the tool pipe 110 and the middle pipe 120 may be a hydraulic hinge device, and the rings are uniformly disposed at 4. Preferably, the second expansion device 150 provided between the middle pipe 120 and the tail pipe 130 may be a hydraulic jack device. Preferably, the hydraulic jack device is provided with 4 groups of 8 in the circumferential direction. The jacking pipe assembly can realize pre-control pipe adjustment and matched relay jacking of jacking postures by utilizing a front end hydraulic hinging device and a tail end hydraulic jack device. The pipe jacking assembly is convenient and fast to construct, high in work efficiency, matched with a pipeline tensioning mode, and capable of controlling the axis within a standard allowable value in the jacking process of the pipe jacking.

Preferably, the side of the tail pipe 130 not connected to the second expansion device 150 is connected to the concrete pipe 200. Preferably, a protection plate 162 is provided at an end of the concrete pipe 200 not connected to the tail pipe 130. The protection plate 162 is connected to one end of the third telescopic device 160. The other end of the third telescoping device 160 is connected to a support wall 161 disposed above the originating well.

Preferably, 4 first telescopic devices 140 change the included angle between the tool pipe 110 and the middle pipe 120 by setting different lengths so as to realize the pre-control adjustment of the jacking posture. Preferably, in case the tool tube 110 completes the jacking posture adjustment, the second telescopic device 150 is extended, thereby opening a passage for jacking the tube. Preferably, after the second expansion device 150 is expanded, the third expansion device 160 is expanded while the second expansion device 150 is contracted, and the second expansion device 150 and the third expansion device 160 cooperate to complete the jacking of the concrete pipe 200.

Preferably, the construction module performs test section jacking based on reference data provided by the jacking pipe construction model. Preferably, the data acquisition module acquires thixotropic slurry parameters, ground settlement data and jacking attitude data corresponding to the thixotropic slurry parameters under the condition that the construction module performs test section jacking, and screens out the parameters of the jacking pipe thixotropic slurry causing the minimum ground settlement.

Preferably, the data acquisition module obtains optimal thixotropic slurry parameters (including thixotropic slurry grouting amount, grouting pressure, slurry ratio and the like) in the process of carrying out test section jacking on the construction module, and carries out field practice inspection on the novel pipe tail sealing brush and the attitude control device.

It should be noted that the above-mentioned embodiments are exemplary, and that those skilled in the art, having benefit of the present disclosure, may devise various arrangements that are within the scope of the present disclosure and that fall within the scope of the invention. It should be understood by those skilled in the art that the present specification and figures are illustrative only and are not limiting upon the claims. The scope of the invention is defined by the claims and their equivalents. Throughout this document, the features referred to as "preferably" are only an optional feature and should not be understood as necessarily requiring that such applicant reserves the right to disclaim or delete the associated preferred feature at any time. The present description contains several inventive concepts, such as "preferably", "according to a preferred embodiment" or "optionally", each indicating that the respective paragraph discloses a separate concept, the applicant reserves the right to submit divisional applications according to each inventive concept.

Claims (10)

1. An artificial pipe jacking method is characterized by at least comprising the following steps:

adjusting the orientation of the tool tube (110);

advancing an intermediate tube (120) and the tool tube (110) in an orientation of the tool tube (110);

jacking a concrete pipe (200), wherein the concrete pipe (200) is jacked inside the intermediate pipe (120) so as to ensure that the jacking direction of the concrete pipe (200) is unchanged.

2. The artificial pipe jacking method according to claim 1, further comprising: and (3) the concrete pipeline (200) at the front end is in tension connection, so that the concrete pipeline (200) is prevented from being dislocated in the jacking process.

3. The artificial jacking method according to claim 1 or 2, further comprising: in the jacking process, thixotropic slurry is injected into the outer wall of the concrete pipeline (200), and thixotropic slurry is injected outside to form a slurry sleeve so as to fill a gap between the concrete pipeline (200) and a soil body.

4. The artificial jacking method according to any one of claims 1 to 3, further comprising: before formal jacking, establishing a construction model according to the depth, geological conditions and environmental conditions of pipe jacking construction, and calculating thixotropic slurry parameters for minimizing ground settlement, wherein the thixotropic slurry parameters at least comprise the grouting pressure and the slurry ratio of the thixotropic slurry.

5. The artificial push pipe jacking method according to any one of claims 1 to 4, wherein at least two different parameters of the thixotropic slurry are set based on the parameters of the thixotropic slurry calculated by simulation to perform test section jacking;

and in the jacking process of the test section, collecting ground settlement data, and screening out the thixotropic slurry parameters with the best ground settlement inhibition effect according to the collected ground settlement data.

6. The artificial push pipe jacking method as claimed in any one of claims 1 to 5, wherein said acquisition of ground settlement data is performed by dividing a plurality of data monitoring sections on the ground surface corresponding to the test section;

the data monitoring section is provided with more than two monitoring points, and the monitoring points are arranged in a mode of carrying out primary monitoring data acquisition on the monitoring section at preset time intervals under the condition of pipe jacking construction.

7. The artificial push pipe jacking method as claimed in any one of claims 1 to 6, wherein said construction model is subjected to multi-step simulation by changing material assignment; the simulation step comprises:

carrying out initial stress field balance to obtain a stress field in an trenchless state;

and simulating soil body excavation, wherein excavation and jacking are alternately performed, a mud equivalent layer is arranged to simulate the drag reduction effect of grouting, and uniform force is applied to the inner surface and the outer surface of the mud equivalent layer to replace grouting pressure.

8. The artificial push pipe jacking method as claimed in any one of claims 1 to 7, wherein in the adjustment of the orientation of said tool pipe (110), a mode of coordinated adjustment of a plurality of first telescopic devices (140) is employed;

a plurality of first telescopic devices (140) are arranged between the tool pipe (110) and the middle pipe (120), and the included angle between the tool pipe (110) and the middle pipe (120) is controlled by setting the lengths of different first telescopic devices (140).

9. The utility model provides an artifical push pipe jacking system, its characterized in that, artifical push pipe jacking system includes push pipe construction module at least, push pipe construction module includes at least: a tool tube (110), an intermediate tube (120), a first telescoping device (140), a second telescoping device (150), and a third telescoping device (160);

the first telescopic device (140) is used for adjusting the orientation of the tool pipe (110);

the tool pipe (110) is jacked in, and the middle pipe (120) and the tool pipe (110) are jacked in the direction of the tool pipe (110) through a second telescoping device (150);

and (2) jacking the concrete pipeline (200), and jacking the concrete pipeline (200) through a third telescopic device (160), wherein the concrete pipeline (200) is jacked inside the intermediate pipe (120), so that the jacking direction of the concrete pipeline (200) is ensured to be unchanged.

10. The artificial pipe jacking system according to claim 9, wherein the artificial pipe jacking system further comprises a data analysis module and a data acquisition module;

the data analysis module is used for establishing a pipe-jacking construction model fitting on-site physical parameters, simulating the pipe-jacking construction model and at least obtaining a change rule related to the ground settlement and the jacking distance and/or thixotropic slurry, wherein a grouting body unit for simulating the inhibition of the formation settlement in a grouting drag reduction mode is preset in the pipe-jacking construction model;

the jacking pipe construction module adjusts the jacking posture of the mixed concrete pipeline (200) through the jacking pipe assembly; thixotropic slurry is injected from the interior of the concrete pipeline (200) to the exterior of the concrete pipeline (200) to fill the gap between the concrete pipeline (200) and the soil body; setting at least two different thixotropic slurry parameters based on the simulation result of the pipe jacking construction model to enable the pipe jacking assembly to carry out test section jacking;

the data acquisition module acquires ground settlement data under the condition that the construction module carries out test section jacking, and sends the ground settlement data to the analysis module;

in response to receipt of the ground settlement data, the data analysis module screens out the thixotropic mud parameter that causes the minimum ground settlement from at least two different thixotropic mud parameters, wherein the thixotropic mud parameters include at least a grouting pressure and a slurry ratio of the thixotropic mud.

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