CN115046055B - Push pipe settlement control system and method - Google Patents
Push pipe settlement control system and method Download PDFInfo
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- CN115046055B CN115046055B CN202210708809.4A CN202210708809A CN115046055B CN 115046055 B CN115046055 B CN 115046055B CN 202210708809 A CN202210708809 A CN 202210708809A CN 115046055 B CN115046055 B CN 115046055B
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Classifications
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- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F16—ENGINEERING ELEMENTS AND UNITS; GENERAL MEASURES FOR PRODUCING AND MAINTAINING EFFECTIVE FUNCTIONING OF MACHINES OR INSTALLATIONS; THERMAL INSULATION IN GENERAL
- F16L—PIPES; JOINTS OR FITTINGS FOR PIPES; SUPPORTS FOR PIPES, CABLES OR PROTECTIVE TUBING; MEANS FOR THERMAL INSULATION IN GENERAL
- F16L1/00—Laying or reclaiming pipes; Repairing or joining pipes on or under water
- F16L1/024—Laying or reclaiming pipes on land, e.g. above the ground
- F16L1/028—Laying or reclaiming pipes on land, e.g. above the ground in the ground
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- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F16—ENGINEERING ELEMENTS AND UNITS; GENERAL MEASURES FOR PRODUCING AND MAINTAINING EFFECTIVE FUNCTIONING OF MACHINES OR INSTALLATIONS; THERMAL INSULATION IN GENERAL
- F16L—PIPES; JOINTS OR FITTINGS FOR PIPES; SUPPORTS FOR PIPES, CABLES OR PROTECTIVE TUBING; MEANS FOR THERMAL INSULATION IN GENERAL
- F16L1/00—Laying or reclaiming pipes; Repairing or joining pipes on or under water
- F16L1/024—Laying or reclaiming pipes on land, e.g. above the ground
- F16L1/06—Accessories therefor, e.g. anchors
- F16L1/11—Accessories therefor, e.g. anchors for the detection or protection of pipes in the ground
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/20—Design optimisation, verification or simulation
- G06F30/23—Design optimisation, verification or simulation using finite element methods [FEM] or finite difference methods [FDM]
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- Evolutionary Computation (AREA)
- Geometry (AREA)
- General Physics & Mathematics (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention relates to a pipe jacking sedimentation control system and a pipe jacking sedimentation control method. The control system for the pipe jacking settlement inhibits ground settlement caused by stratum loss in the pipe jacking process by injecting thixotropic slurry from the inside of the jacking pipe fitting to the outside of the jacking pipe fitting to form a slurry sleeve. The control system of push pipe subsidence includes: the sedimentation control system comprises a processing unit, a data collection unit and a sedimentation control unit. The data collection unit collects the physical parameter values of the pipe jacking site and sends the physical parameter values to the processing unit for modeling simulation. The processing unit analyzes the simulation result to obtain at least two different slurry parameters, and sends the slurry parameters to the sedimentation control unit. The sedimentation control unit is configured to: in response to receipt of the mud parameter, in the case of jacking the pipe, thixotropic mud is injected into the exterior of the jacking pipe according to the mud parameter to form a mud sleeve.
Description
Technical Field
The invention relates to the technical field of pipe jacking construction, in particular to a pipe jacking settlement control system and method.
Background
The pipe jacking method is used as a non-grooving construction method, has the greatest advantage of adopting a non-grooving underground excavation mode, has incomparable advantages for urban pipeline construction with heavy traffic, dense population, numerous ground buildings and complicated underground structures and pipelines, and is widely and widely applied. However, as an underground excavation method, the pipe jacking construction inevitably produces disturbance to the soil around the pipe, and even causes excessive ground subsidence.
At present, the pipe jacking construction control technology is widely applied to the pipe jacking method, so that the high-difficulty pipe jacking construction of long distance, large pipe diameter and some complex geological structures can be smoothly carried out, but the problem of difficult ground subsidence control still exists in the large-diameter artificial pipe jacking construction technology under the shallow earthing condition of a weak stratum at present. In the pipe jacking construction process, when the soil body displacement is overlarge, the pipe jacking construction will cause harm to buildings (structures) around the construction area and adjacent underground pipelines.
In the aspect of ground subsidence control, the prior art is mainly aimed at ground subsidence numerical simulation analysis in the jacking process of the jacking pipe, for example, a method for representing ground subsidence is disclosed in a patent with publication number CN 102494667A. The method comprises the step of establishing a ground subsidence characterization index system. The ground subsidence characterization system comprises: point index system, line index system, surface index system, and body index system. The point index system comprises: the settlement amount, the maximum settlement amount, the settlement rate, the maximum settlement rate, the accumulated settlement amount, the average settlement amount and the vector direction are used for representing the magnitude and the rate of the ground settlement. The line index system comprises: differential sedimentation, tilt and differential sedimentation coefficients are used to characterize differential sedimentation between different points. The surface index system comprises: the sedimentation area, the sedimentation area change rate and the funnel density are used for representing the spreading rule of the ground sedimentation on a plane and the density of funnel development. The body index system comprises: the volume of the sedimentation funnel, the volume change rate of the sedimentation funnel, the limit sedimentation time, the unit sedimentation volume loss and the funnel type are used for representing the three-dimensional characteristics of ground sedimentation. However, the prior art lacks a ground subsidence control method in the jacking process, in particular to a ground subsidence control method in the aspect of shallow soil covering large-diameter artificial jacking pipe.
In summary, the present invention provides a system and a method for controlling pipe jacking settlement to solve the shortcomings of the prior art. According to the invention, ground subsidence caused by stratum loss in the pipe jacking process is inhibited by injecting thixotropic slurry from the inside of the pipe fitting to the outside of the pipe fitting to form a slurry sleeve.
Furthermore, there are differences in one aspect due to understanding to those skilled in the art; on the other hand, since the applicant has studied a lot of documents and patents while making the present invention, the text is not limited to details and contents of all but it is by no means the present invention does not have these prior art features, but the present invention has all the prior art features, and the applicant remains in the background art to which the right of the related prior art is added.
Disclosure of Invention
Aiming at the defects of the prior art, the invention provides a push pipe settlement control system. The control system for jacking pipe settlement inhibits ground settlement caused by stratum loss in the jacking pipe process by injecting thixotropic slurry from the inside of the jacking pipe fitting to the outside of the jacking pipe fitting to form a slurry sleeve. The control system for pipe jacking settlement comprises: the sedimentation control system comprises a processing unit, a data collection unit and a sedimentation control unit. And the data collection unit collects the physical parameter values of the pipe jacking site and sends the physical parameter values to the processing unit for modeling simulation. The processing unit analyzes the simulation result to obtain at least two different slurry parameters, and sends the slurry parameters to the sedimentation control unit. The sedimentation control unit is configured to: in response to receipt of the mud parameter, in the case of jacking the pipe, thixotropic mud is injected into the exterior of the jacking pipe according to the mud parameter to form a mud sleeve.
According to the invention, stratum loss in pipe jacking construction is filled in a mode of filling thixotropic slurry from the inside of the jacking pipe fitting to the outside of the jacking pipe fitting to form a slurry sleeve, so that ground subsidence is inhibited, and the ground subsidence control effect is good. The invention solves the problems of ground subsidence and the like in large-diameter artificial jacking construction of shallow earth-covered weak strata. The ground subsidence pre-control technology used by the invention reduces the risk of construction, improves the construction efficiency, shortens the construction period and ensures the safety and the quality of construction.
According to a preferred embodiment, the processing unit builds a mathematical model in response to receipt of the physical parameter values. Based on the establishment of the mathematical model, the processing unit performs simulation by changing the physical parameter values. Modeling simulation executed by the processing unit is performed in a mode that the processing unit performs initial stress field balance according to the received physical parameter values, and a stress field in an unexcavated state is obtained. The processing unit simulates soil body excavation based on the stress field, wherein excavation and jacking are alternately performed, tool pipes are arranged, layers such as slurry are arranged to simulate the drag reduction effect of grouting, and uniform distribution forces are applied to the inner surface and the outer surface of the layers such as slurry to replace grouting pressure.
According to a preferred embodiment, the processing unit analyzes the simulation results to obtain at least two different mud parameters as the first mud parameter. The processing unit expands the first slurry parameter to obtain a second slurry parameter with a group number larger than that of the first slurry parameter. And the processing unit sends each group of second slurry parameter values to the sedimentation control unit for testing, and experimental effect data are collected by the data collection unit. Preferably, the first slurry parameter at least comprises a thixotropic slurry grouting amount, a grouting pressure, a slurry proportioning and other technical parameters obtained by performing mathematical model simulation by using MIDAS-GTS NX finite element software. The second mud parameter is as follows: technical parameters such as thixotropic slurry grouting amount, grouting pressure, slurry proportion and the like which are set according to the first slurry parameter and used for performing construction of the test section 241.
And responding to the receiving of the experimental effect data, the processing unit screens out the second slurry parameter matched with the pipe-jacking field physical parameter from a plurality of groups of the second slurry parameter as a standard slurry parameter in formal construction. The mud parameters include: grouting amount and/or grouting pressure and/or slurry proportioning of thixotropic slurry.
According to a preferred embodiment, the sedimentation control unit is configured to: thixotropic slurry is injected from the inside of the jacking pipe fitting to the outside of the jacking pipe fitting in a mode of connecting the grouting pipeline with a through hole formed in the side wall of the jacking pipe fitting. Preferably, the grouting pipeline connected with the through hole of the jacking pipe fitting connected with the tunneling assembly performs whole grouting in the jacking pipe construction process.
According to a preferred embodiment, the ripping assembly includes a connecting tube and a tool tube. And excavating a pipe jacking channel by the constructor through the tool pipe. And two ends of the connecting pipe are respectively connected with the tool pipe and the jacking pipe fitting. Preferably, a sealing ring for preventing thixotropic slurry from leaking is arranged at a position where one end of the connecting pipe connected with the jacking pipe is contacted with the outer wall of the jacking pipe. Preferably, a sealing rubber ring is arranged at the position of the tool pipe embedded in the connecting pipe.
According to a preferred embodiment, the push bench comprises a test section and a formal section. Preferably, in the case that the constructor excavates the test section, the processing unit experiments the sedimentation control effect corresponding to each set of second mud parameter values by transmitting the second mud parameter values to the sedimentation control unit.
According to a preferred embodiment, the processing unit collects experimental effect data corresponding to the sets of second mud parameters by means of the data collection unit. Preferably, the data of the experimental effect are collected by dividing a plurality of data monitoring sections by the data collecting unit on the surface corresponding to the test section. More than two monitoring points are arranged on the data monitoring section. The monitoring points are arranged in a mode of carrying out primary monitoring data acquisition on the monitoring section at intervals of preset time under the condition of pipe jacking construction. Preferably, 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 acquire monitoring data once for the monitoring sections under the condition of interval preset time during jacking. Preferably, the test section is provided with at least six monitoring sections, each of which is provided with five monitoring points.
According to a preferred embodiment, in response to receipt of the experimental effect data, the processing unit performs a quantitative analysis of the second mud parameters, thereby deriving a set of top pipe mud parameters of the second mud parameters that cause minimal surface subsidence. Preferably, the processing unit sends a set of jacking pipe slurry parameters causing minimal ground subsidence to the subsidence control unit as standard slurry parameters for the official section of construction.
According to the invention, the stratum condition is fully mastered through the construction of the test section, and the ground monitoring is enhanced through the test and analysis of the mud parameter of the test section, so that the pipe jacking mud parameter causing the minimum ground subsidence is obtained, and an effective basis is provided for the grouting operation in the follow-up jacking. Preferably, the mud parameter comprises: technological parameters and measures such as thixotropic slurry grouting amount, grouting pressure, slurry proportioning and the like.
According to a preferred embodiment, the grouting pipeline connected with the through hole of the jacking pipe fitting which is jacked after the jacking pipe fitting connected with the tunneling assembly is configured as follows: and under the condition that the data collection unit monitors that the ground subsidence is abnormal, thixotropic slurry is injected from the inside of the jacking pipe fitting to the outside of the jacking pipe fitting so as to carry out secondary slurry supplementing.
The invention also provides a push pipe sedimentation control method. The control method comprises the following steps:
the data collection unit collects physical parameter values of the pipe jacking site and sends the physical parameter values to the processing unit for modeling simulation;
The processing unit analyzes the simulation result to obtain at least two different slurry parameters, and sends the slurry parameters to the sedimentation control unit;
The sedimentation control unit responds to the receipt of the slurry parameter, and in the condition of jacking pipes, thixotropic slurry is injected outside the pipe fitting according to the slurry parameter to form a slurry sleeve.
Drawings
FIG. 1 is a simplified schematic diagram of a push pipe settlement control system provided by the present invention;
FIG. 2 is a simplified schematic diagram of pipe jacking construction provided by the invention;
FIG. 3 is a simplified schematic diagram of a tool pipe and connecting pipe connection provided by the present invention;
FIG. 4 is a simplified schematic diagram of a connection between a jacking pipe and a connecting pipe according to the present invention;
FIG. 5 is a construction schematic of the present invention;
FIG. 6 is a schematic representation of a test section of the present invention;
FIG. 7 is a schematic view of a monitoring point arrangement of a preferred embodiment of the present invention;
FIG. 8 is a plot of sedimentation monitoring for a test section of the present invention;
fig. 9 is a settlement situation diagram of a pipe jacking project using the pipe jacking settlement control system of the present invention.
List of reference numerals
100: A pipe jacking sedimentation control system; 110: a processing unit; 120: a data collection unit; 130: a sedimentation control unit; 210: a first construction well; 220: a second construction well; 230: a road; 240: a jacking pipe channel; 241: a test section; 242: a formal section; 300: jacking the pipe fitting; 310: a slurry sleeve; 320: a through hole; 330: a connecting pipe; 340: a tool tube; 350: a seal ring; 360: a soil layer; 370: sealing the rubber ring.
Detailed Description
The following is a detailed description with reference to fig. 1 to 9.
The invention provides a jacking pipe settlement control system which is used for inhibiting ground settlement caused by stratum loss in the jacking pipe process by injecting thixotropic slurry from the inside of a jacking pipe fitting to the outside of the jacking pipe fitting to form a slurry sleeve. According to the invention, stratum conditions are fully mastered through test section construction, and ground monitoring is enhanced through test and analysis of test section mud parameter values, so that the jacking pipe mud parameter value causing the minimum ground subsidence is obtained, and an effective basis is provided for subsequent jacking. The mud parameters include: technological parameters or measures such as thixotropic slurry grouting amount, grouting pressure, slurry proportioning and the like.
The invention can pre-control the ground subsidence of the jacking pipe, ensure the safety and quality of the manual jacking pipe construction, and save the cost and the construction period.
Example 1
The invention provides a control system for pipe jacking settlement. Referring to fig. 1, the control system 100 for pipe jacking settlement preferably suppresses ground settlement caused by formation loss during pipe jacking by injecting thixotropic slurry from the inside of the jacking pipe 300 to the outside of the jacking pipe 300 to form a slurry jacket 310. The control system of push pipe subsidence includes: a processing unit 110, a data collection unit 120 and a sedimentation control unit 130. The data collection unit 120 collects the pipe-jacking field physical parameter values and sends the physical parameter values to the processing unit 110 for modeling simulation. The processing unit 110 analyzes the simulation results to obtain at least two different mud parameters and sends the mud parameters to the sedimentation control unit 130. The sedimentation control unit 130 is configured to: in response to receipt of the mud parameter, in the case of jacking, thixotropic mud is injected out of jacking tube 300 in accordance with the mud parameter to form mud jacket 310.
The invention fills stratum loss in pipe jacking construction by injecting thixotropic slurry outside the jacking pipe fitting 300 to form a slurry sleeve 310, thereby inhibiting ground subsidence. According to the invention, the ground subsidence caused by stratum loss in the jacking pipe fitting 300 is restrained by injecting thixotropic slurry from the inside of the jacking pipe fitting 300 to the outside of the jacking pipe fitting 300 to form the slurry sleeve 310, so that the ground subsidence control effect is good, and a good drag reduction effect can be achieved. The invention solves the problems of ground subsidence and the like in large-diameter artificial jacking construction of shallow earth-covered weak strata. The ground subsidence pre-control technology used by the invention reduces the risk of construction, improves the construction efficiency, shortens the construction period and ensures the safety and the quality of construction.
Preferably, the processing unit 110 builds the mathematical model in response to receipt of the physical parameter values. Based on the establishment of the mathematical model, the processing unit 110 performs simulation by changing the physical parameter values. Modeling simulation performed by the processing unit 110 is performed in such a way that the processing unit 110 performs an initial stress field balance based on the physical parameters it receives, resulting in a stress field in the non-excavated state. The processing unit 110 simulates soil excavation based on a stress field, wherein excavation and jacking are alternately performed, a tool pipe is provided, a substitute layer such as slurry is arranged to simulate the drag reduction effect of grouting, and uniform distribution force is applied to the inner surface and the outer surface of the substitute layer such as slurry to replace grouting pressure.
Preferably, the processing unit 110 analyzes the simulation result to obtain at least two different mud parameters as the first mud parameter. The processing unit 110 obtains a second slurry parameter having a greater number of sets than the first slurry parameter by expanding the first slurry parameter. The processing unit 110 transmits each set of second mud parameter values to the sedimentation control unit 130 for testing, and collects experimental effect data by the data collection unit 120. In response to receipt of the experimental effect data, the processing unit 110 screens out the second mud parameter values matching the pipe-jacking field physical parameter values from the plurality of sets of second mud parameter values as standard mud parameter values in the formal construction. The mud parameters include: grouting amount and/or grouting pressure and/or slurry proportioning of thixotropic slurry.
Referring to fig. 2, the sedimentation control unit 130 is preferably configured to: thixotropic slurry is injected from the inside of the jacking pipe 300 to the outside of the jacking pipe 300 by connecting the grouting pipe with the through hole 320 provided on the sidewall of the jacking pipe 300. Preferably, the grouting pipeline connected with the through hole 320 of the jacking pipe fitting 300 connected with the tunneling assembly is grouted in the whole process of the pipe jacking construction. Preferably, the ripping assembly includes a connecting tube 330 and a tool tube 340. The constructor excavates the push pipe channel 240 through the tool pipe 340. The connecting pipe 330 has both ends connected to the tool pipe 340 and the jacking pipe 300, respectively.
Referring to fig. 3, preferably, a sealing rubber ring 370 is provided at a position where the tool pipe 340 is inserted into the connection pipe 330. Referring to fig. 4, it is preferable that one end of the connection pipe 330 connected to the jacking pipe 300 is provided with a sealing ring 350 for preventing thixotropic slurry from leaking at a position contacting the outer wall of the jacking pipe 300. Preferably, the sealing rubber ring 370 and the sealing ring 350 seal the gap at each junction, thereby preventing thixotropic slurry injected from the inside of the jacking pipe 300 to the outside of the jacking pipe 300 from penetrating into the construction area.
Referring to fig. 5, the push bench channel 240 preferably includes a test section 241 and a official section 242. Preferably, in the case that the constructor excavates the test section 241, the processing unit 110 experiments the sedimentation control effect corresponding to each set of the second mud parameter values by transmitting the second mud parameter values to the sedimentation control unit 130. Preferably, a first construction well 210 and a second construction well 220 are provided at both ends of the push pipe channel 240. The pipe jacking construction direction is from the first construction well 210 to the second construction well 220. The first construction well 210 is connected to a test section 241. Preferably, roads exist on the ground surface corresponding to the pipe jacking channel 240, and the influence of factors such as vehicles on the roads on ground subsidence is considered during construction.
Preferably, the processing unit 110 collects experimental effect data corresponding to each set of second mud parameter values by the data collection unit 120. Preferably, the data of the experimental effect is collected by dividing the data collection unit 120 into a plurality of data monitoring sections on the surface corresponding to the test section 241. More than two monitoring points are arranged on the data monitoring section. The monitoring points are arranged in a mode of carrying out primary monitoring data acquisition on the monitoring section at intervals of preset time under the condition of pipe jacking construction. Preferably, the test section 241 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 perform monitoring data collection on the monitoring sections once under the condition of interval preset time during jacking.
Preferably, in response to receipt of the experimental effect data, the processing unit 110 performs a quantitative analysis of the second mud parameter, thereby deriving a set of jacking mud parameters of the second mud parameter that cause the least ground subsidence. Preferably, the processing unit 110 sends a set of jacking pipe mud parameters that minimize surface subsidence to the subsidence control unit 130 as standard mud parameters for the construction of the official section 242.
According to the invention, the stratum condition is fully mastered through the construction of the test section 241, and the ground monitoring is enhanced through the test and analysis of the mud parameter of the test section 241, so that the pipe jacking mud parameter which causes the minimum ground subsidence is obtained, and an effective basis is provided for the grouting operation in the follow-up jacking. Preferably, the mud parameters comprise: technological parameters and measures such as thixotropic slurry grouting amount, grouting pressure, slurry proportioning and the like.
Preferably, the grouting pipe connected to the through hole 320 of the jacking pipe 300, which is jacked after the jacking pipe 300 connected to the tunneling assembly, is configured to: in the case that the data collection unit 120 detects that the ground subsidence is abnormal, thixotropic slurry is injected from the inside of the jacking pipe 300 to the outside of the jacking pipe 300 to perform secondary slurry repair.
Preferably, the invention collects the physical parameters related to the construction site before establishing the mathematical model. Preferably, the physical parameters related to the construction site comprise ground building conditions in the range of the construction site of the planned pipeline, ground subsidence inhibition modes, buried pipeline conditions, the earth covering stratum composition and corresponding height of the planned pipeline, parameters of the pipeline for construction, parameters of equipment for construction and the like.
Preferably, the ground of the construction site corresponding to the invention can be a building with roads, residential buildings, overpasses and the like. Preferably, in the case that the ground of the construction site can be a road, the invention introduces traffic load parameters when establishing the mathematical model.
Preferably, the soil layer 360 in this embodiment mainly comprises a hybrid soil layer, a silty clay layer, a fine sand-silty sand layer, a silty soil layer and a fine sand layer. Preferably, the pipe-jacking pipeline is covered with earth with a burial depth of 2.9-3.06 m, and the tunneling section comprises a soil layer including a hybrid soil layer, a silty clay layer, a silty soil layer and a fine sand-silty sand layer.
Preferably, the jacking pipe used in this embodiment may be jacking pipe 300. Preferably, the jacking tube 300 has an outer diameter of 3550mm and an inner diameter of 3000mm. Preferably, the jacking pipe fitting 300 has a wall thickness of 275mm, a single pipe length of 2500mm and a pipe section weight of about 17.7t.
Preferably, before the mathematical model is established, the constructor attaches the on-site physical parameter to analyze the ground settlement mechanism. Preferably, main reasons for inducing ground subsidence in the jacking process include: stratum loss caused by initial stress change of excavated surface soil body, stratum loss caused by annular gaps between the pipeline and surrounding soil layer 360, stratum loss caused by soil body overexcavation caused by deviation correction operation and stratum loss caused by carrying away part of soil body by dragging effect generated during jacking of jacking pipes.
Preferably, the stratum loss caused by the initial stress change of the soil body of the excavation face: in pipe jacking construction, the original stress state of the front soil body is difficult to ensure not to change, and stratum loss can be caused by the fact that the front soil body moves towards the direction of an excavation face due to stress release in the jacking process, so that the ground surface is submerged, and particularly the shallow-covered large-diameter artificial pipe jacking is caused.
Preferably, there is a loss of formation caused by the presence of an annular gap between the pipe and the surrounding soil layer 360: in order to reduce frictional resistance during jacking, the diameter of the subsequent pipe section is 2-5 cm smaller than the diameter of the tool pipe 340. Therefore, an annular gap exists between the periphery of the pipe and the soil after the tool pipe 340 is pushed in, and if the thixotropic slurry cannot be filled sufficiently in time, the surrounding soil moves to the annular gap due to stress release, resulting in stratum loss.
Preferably, the soil body is overdrawn caused by the deviation correcting operation: when the deviation is corrected, the axial line of the tool pipe 340 deviates from the designed axial line, so that the jacking direction needs to be corrected, when the deviation is corrected, the tool pipe 340 produces an extrusion effect on one side of the soil body, and when the deviation is corrected, the other side of the soil body forms a gap due to stress release, so that the soil body is displaced, and stratum loss is generated.
Preferably, when jacking the pipe, a dragging effect is generated on the peripheral soil body due to the friction force between clay and slurry above the tool pipe 340 and the soil layer 360, so that part of the soil body is dragged away to form a gap, and stratum loss is caused.
Preferably, in the embodiment, for the ground subsidence caused by stratum loss in the pipe jacking process, the thixotropic slurry is injected from the inside of the jacking pipe fitting 300 to the outside of the jacking pipe fitting 300 through the through hole arranged on the jacking pipe fitting 300 to form the slurry sleeve 310, so that the gap between the jacking pipe fitting 300 and the soil body is filled, and the ground subsidence caused by stratum loss in the pipe jacking process is inhibited.
Preferably, in the embodiment, mathematical models of the attaching site are established by using MIDAS-GTS NX finite element software, and influence rules of parameters related to pipe jacking construction on ground settlement are studied in a normal jacking stage and a downward-penetrating 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-penetrating road jacking stage.
Preferably, the mathematical model configures the parameters in the following manner.
Preferably, the model determines that the final geometric dimension is 100m multiplied by 60m multiplied by 40m according to the actual working condition of the site and considering the boundary effect influence during software calculation, namely the length is 100m of the penetrating distance of jacking pipe jacking, the width is 30m respectively from the axis of the jacking pipe to the two sides, the soil layer depth is 40m, and the average depth of the earth covering depth of the top of the jacking pipe is 3m.
Preferably, the tool tube 340 has an outer diameter of 3640mm, the reinforced concrete tube has an outer diameter of 3550mm and an inner diameter of 3000mm.
Preferably, the cross section is circular; the mud jacket 310 outside the pipe section was replaced with an equal layer of 50mm thickness.
Preferably, the mathematical model simulates the soil mass using a Mohr-Coulomb elastoplastic model. Preferably, the pipe joint is made of prefabricated reinforced concrete materials, and under the action of soil pressure and other loads, the stress deformation of the pipe joint is mainly in an elastic stage, so that the constitutive model adopts a linear elastic constitutive model.
Preferably, the calculation considers grouting material filling, and replaces the mixture of soil layer 360 and slurry around the tunnel with a weakened soil layer 360, namely an equal generation layer, to simulate stratum loss. Meanwhile, the grouting pressure is considered, the grouting pressure is generally selected based on the soil covering pressure, and the soil covering pressure value of the project is as follows: since p0=γh=18.5×1.5+17.5×1.5=54 kpa=0.054 MPa, in the model calculation, the grouting pressure values are respectively 0MPa (no grouting pressure), 0.05MPa (1 time of the earth pressure), 0.1MPa (2 time of the earth pressure), 0.15MPa (3 time of the earth pressure), 0.2MPa (4 time of the earth pressure) and 0.25MPa (5 time of the earth pressure), and the law of the earth surface sedimentation under the action of different grouting pressures is studied.
Preferably, for the process of pipe jacking construction, multi-step simulation is performed by changing the material assignment method. Before the simulation calculation starts, an in-pipe soil body excavation unit, a pipe joint unit and a grouting body unit are preset in the model, wherein a connecting pipe 330/tool pipe 340 is connected with surrounding soil body units, the simulation is realized through a unit extraction function of MIDAS-GTS NX, and the simulation is performed according to a two-dimensional plate unit.
Preferably, the step of simulating comprises:
step 1: and (5) balancing the initial stress field to obtain the stress field in the non-excavated state.
Step 2: the road load of the road is in the order of vapour-20 under normal conditions, the construction area limits traffic, and the heavy car in the order of vapour-20 is not allowed to pass through. So the ground traffic load is (asphalt lumina is adopted as the push pipe underpass road surface, four lanes are two-way, and 3.5m is adopted as the single lane): p-automobile=g-automobile/s=1.428×104Pa, wherein G-automobile refers to the automobile dead weight, and the automobile is distributed according to 7 tons of front wheels and 13 tons of rear wheels; s refers to the area of the rigid pavement slab (4 m long and 3.5m wide) under the action of automobile load.
The load is considered to be the most unfavorable value in calculation, namely the uniform load of the running vehicle bearing the automobile-20 level right above the pipe body is considered, and the final traffic load is considered to be the impact of the automobile: p=1.3 p vapour=1.856×10 4 Pa.
Step 3: the mesh passivation and activation functions of MIDAS-GTS are adopted to simulate soil excavation, the excavation is further carried out in one step, the characteristics of the engineering artificial excavation process are considered, the connection pipe 330 is adopted to cut soil and push in, the excavation surface is balanced by the self-stability of the soil, and therefore supporting pressure is not set at the excavation surface in the model. Passivating soil body units to be excavated during excavation, activating a connecting pipe 340 shell unit, activating a pipe-jacking pipe joint unit, grouting and other layer replacing units and grouting pressure during jacking, tunneling 2.5m each time, and repeating the steps until the jacking pipe penetrates (the jacking distance is 100 m).
Preferably, after the simulation is finished, the simulation result is analyzed to obtain the ground subsidence rule of the non-passing road jacking stage and the underpass road jacking stage, and an effective data reference is provided for pipe jacking construction.
Preferably, the embodiment concludes the following by analyzing the simulation result:
(1) The grouting pressure is a key influencing factor for controlling the deformation of the earth surface during pipe jacking construction, the increase of the grouting pressure is favorable for reducing the settlement of the earth surface, but the excessive grouting pressure can cause the rising of soil bodies on two sides of the position of the transverse earth surface far from the pipe jacking axis, and the earth surface is easy to slip, and the grouting pressure is recommended to be set to be 0.1MPa, namely 2 times of the earth-jacking pressure according to the vertical pressure value of the earth-jacking, the porosity of the soil body, the field grouting experience and the numerical calculation.
(2) When the pipe jacking construction is carried out, road driving load has great influence on displacement of the soil layer 360, and especially vertical displacement of the soil layer 360.
(3) During jacking, the soil bodies on two sides of the pipe joint are expanded and deformed under the extrusion of the jacking pipe, the maximum horizontal displacement is 29.9mm, the displacement and deformation are symmetrically distributed by taking the pipe shaft as the center, and the horizontal displacement and the change of the soil layer 360 of the passing section and the non-passing section are basically consistent.
(4) The pipe jacking construction is used for disturbing the soil layer 360, so that the vertical displacement of the soil body right above the pipe body is maximum on the whole cross section, the whole pipe jacking construction is radially and upwards expanded, the closer to the ground, the smaller the subsidence of the ground surface is, and in addition, the subsidence of the ground surface is obvious under the action of ground travelling load. Therefore, during pipe jacking construction, the ground travelling load has little influence on the displacement of the soil layer 360 in the horizontal direction, but the vertical displacement of the soil layer 360 is aggravated, and the control of the ground settlement is adversely affected. The ground settlement stability value of the non-passing section is about 7mm, and the ground settlement stability value of the passing section is about 17mm;
(5) The subsidence of ground on the horizontal direction is normal distribution law basically when the push pipe is under construction, and the subsidence of ground just above the pipe top is the biggest, and the displacement reduces gradually to both sides, and the push pipe jacking is about-10 m ~10m to the horizontal disturbance scope of soil body, and the subsider scope is-2.8D ~2.8D promptly.
(6) And when the driving quantity is small, carrying out road passing jacking, paving a steel plate in the sedimentation tank, controlling large vehicles to pass, jacking at a constant speed, and if necessary, adopting advanced grouting for reinforcement.
Preferably, after the simulation analysis of the mathematical model is completed, the constructor starts the construction of the test section 241 to fully grasp the stratum condition through the construction of the test section 241. The constructor strengthens ground monitoring while constructing the test section 241, and tests and analyzes the slurry parameter of the test section 241, thereby obtaining the jacking pipe slurry parameter which causes the minimum ground subsidence. Preferably, the mud parameters comprise: the technological parameters and measures of the soil digging mode, thixotropic slurry grouting amount, grouting pressure, slurry proportioning, attitude control and the like. Preferably, the parameter value of the jacking pipe slurry, which is constructed in the test section 241 and causes the ground to be least settled, can provide effective basis for subsequent jacking.
Preferably, the constructor excavates the jacking pipe shaft before starting the construction of the test section 241. Preferably, the jacking leg comprises an originating well and a receiving well. Preferably, the originating well serves as a jacking pipe start point. Preferably, the jacking direction of the jacking pipe is directed from the originating well to the receiving well.
Preferably, the tunneling assembly performs the test section 241 construction from the originating well based on reference data provided by the mathematical model. In the construction process of the test section 241, constructors test different mud parameters through the tunneling assembly and collect tunneling effects under the different mud parameters, so that the jacking pipe mud parameters causing the minimum ground subsidence are screened out. The slurry parameter comprises at least thixotropic slurry injection amount, slurry injection pressure and slurry proportion.
Preferably, as the road exists above the jacking range of the engineering, 30m is specially selected as the test section 241 in order to ensure the jacking construction safety and the road driving safety. Preferably, the strata of test section 241 are predominantly distributed with a miscellaneous soil layer, a silty fill layer, a silty clay layer, a silty layer, and a fine sand-silty layer. Preferably, no groundwater is present in the area of the tunneling section.
Preferably, during the construction of test section 241, the parameters that need to be tested and adjusted include: the method comprises the steps of jacking and digging, thixotropic slurry proportioning, thixotropic slurry injection quantity, grouting pressure, secondary slurry supplementing and the like. Preferably, the main control project in the construction process of the test section 241 comprises: tool pipe 340 pipe tail tightness, pipeline interface slurry leakage treatment measures, attitude control, earth surface and axis monitoring.
Preferably, the test section 241 mud parameter control includes jacking thixotropic mud control and grouting/make-up control.
Preferably, the thixotropic mud control is specifically: the slurry is preferably bentonite with fine particles and high colloid price, and the bentonite is 80-100 Kg/m in a means; 600-1000 Kg/m of water; 1-2 Kg/m of alkali (Na 2CO 3). Preferably, the specific gravity of the slurry is controlled to be 1.05-1.07. Preferably, the mud injection amount: grouting volume V space=0.508 m for each meter of gap between the pipeline and the soil body. Preferably, according to research data and experience, the thickness of the mud sleeve 310 in actual construction is 6-7 times of the building gap, namely 270mm, the thickness of the penetrated soil body is 270-45 mm=225 mm, calculated V penetration=1.048m, and the total amount of the penetrated soil body is Vtotal=1.556 m.
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 15m jacking, a set of grouting pipelines are arranged every 1 pipe, and a three-way valve is arranged to timely perform secondary grouting as required.
Preferably, the primary control items in the construction of test section 241 include thixotropic mud tightness control.
Referring to fig. 4, it is preferable that one end of the connection pipe 330 connected to the jacking pipe 300 is provided with a sealing ring 350 for preventing thixotropic slurry from leaking at a position contacting the outer wall of the jacking pipe 300. Preferably, the sealing ring 350 is disposed inside the connection pipe 330. Preferably, the sealing ring may be two annular steel sealing brushes. Preferably, grease is smeared in the middle of the sealing brush, and if leakage is found in the jacking process of the pipeline, the grease is timely supplemented. And in the jacking process, the thixotropic slurry is timely followed and supplemented, so that the thixotropic slurry in the gap outside the pipeline is always in a saturated state in the jacking process, and the leakage of the pipeline joint is plugged by oil hemp.
Preferably, the control method for the pipe jacking settlement further comprises the step of monitoring the earth surface settlement of the test section 241 under the condition that the tunneling assembly is used for constructing the test section 241. The test section 241 is provided with at least two monitoring sections, and every monitoring section is provided with at least two monitoring points, and the monitoring point gathers initial value before the jacking and carries out monitoring data acquisition once to the monitoring section under the condition of interval preset time in the jacking period.
Referring to fig. 6, the test section 241 may preferably be provided with five monitoring profiles, each provided with five monitoring points. Preferably, the number of monitoring sections and the number of monitoring points set for each monitoring section can be adjusted according to actual construction.
Referring to fig. 7, the specific means for measuring and monitoring the surface subsidence preferably includes: the surface subsidence points are arranged in the range of the influence lines of 45 degrees upwards at the two sides of the pipeline, and the distances from the central line point to the two sides are respectively 1m, 2m, 3m and 5m. Preferably, 9 points per monitoring section are arranged, one every 5m in the jacking direction. Initial values are acquired before jacking, and monitoring data acquisition is carried out on the monitoring section once every 3h in the jacking period.
Referring to fig. 8, preferably, the constructor works through the test section 241 to: the earth surface sedimentation change rule and the numerical simulation analysis rule are basically consistent in the jacking process of the jacking pipe, and the maximum sedimentation value of each monitoring section is the position of the central line of the pipeline, and the sedimentation range is basically consistent. According to the monitoring data, thixotropic slurry grouting pressure is controlled to be about 0.1Mpa, and the surface subsidence control effect is good. The actual grouting amount per linear meter on site is 1.23m, the theoretical grouting amount is 1.556m, when the grouting pressure reaches 0.1Mpa, the actual grouting amount is 80% of the theoretical calculated amount, the ground surface sedimentation control effect is good, and the good drag reduction effect can be achieved.
Preferably, when jacking the pipe, the ground sedimentation rule is: along the jacking direction of the jacking pipe, the ground subsidence displacement is gradually increased and tends to be stable along with the increase of the jacking distance; in the horizontal direction, the displacement and sedimentation are the largest just above the pipe top, and the sedimentation tank ranges from-11 m to 11m; preferably, in the pipe jacking construction, the ground settlement is adversely affected by the travelling load, and the ground settlement stability value of the non-passing section is about 8mm, and the ground settlement stability value of the passing section is about 18mm; preferably, slip casting drag reduction is effective in inhibiting formation subsidence.
Preferably, the pressure of the thixotropic slurry when pressed into the formation must be stable and accurate when the jacking pipe is shallow enough to prevent the thixotropic slurry from puncturing the formation. From the actual grouting amount on site, when the grouting pressure is about 0.1Mpa (twice the earth covering pressure), grouting is continuous and full, the actual grouting amount reaches 80% of theoretical calculated amount, the on-site earth surface subsidence control effect is good, and good drag reduction effect can be achieved.
Referring to FIG. 9, preferably, ground settlement (highway) specifications require 20mm or less; the accumulated settlement of the surface of the test section 241 is 5 mm-10 mm and is slightly larger than 7mm of the accumulated settlement of the surface of the numerical simulation analysis; the accumulated settlement of the road surface is 15 mm-18 mm, and is basically consistent with 17mm of the accumulated settlement of the surface in the numerical simulation analysis.
Example 2
This embodiment is a further improvement of embodiment 1, and the repeated contents are not repeated.
The embodiment provides a control method for pipe jacking settlement. The pipe jacking settlement control method comprises the following steps:
The data collection unit 120 collects the physical parameter values of the pipe jacking site and sends the physical parameter values to the processing unit 110 for modeling simulation;
the processing unit 110 analyzes the simulation result to obtain at least two different slurry parameters, and sends the slurry parameters to the sedimentation control unit 130;
The settlement control unit 130, in response to receipt of the mud parameter, in the case of jacking, injects thixotropic mud out of the pipe according to the mud parameter to form a mud jacket 310.
Preferably, the jacking pipe settlement control method further comprises the following steps:
And establishing a mathematical model of the physical parameter of the joint field to obtain a ground subsidence rule, and providing effective slurry parameter for pipe jacking construction. The mathematical model is pre-provided with a grouting body unit for simulating the formation settlement inhibition through grouting drag reduction.
Based on the slurry parameter provided by the mathematical model, the sedimentation control unit 130 performs a grouting experiment in the test section 241, and the processing unit 110 screens out a group of jacking slurry parameter which causes the ground sedimentation to be minimum based on the grouting experiment result of the sedimentation control unit 130 in the test section 241, wherein the slurry parameter at least comprises thixotropic slurry grouting amount, grouting pressure and slurry proportion.
The sedimentation control unit 130 performs grouting operation in the subsequent jacking construction of the jacking pipe based on the screened slurry parameter.
In the embodiment, mathematical models under the working condition of a joint site are established by using MIDAS-GTS NX finite element software, so that the ground settlement rule of the non-passing road 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 best slurry parameters (including thixotropic slurry grouting amount, grouting pressure, slurry proportioning and the like) are obtained through the construction of the test section 241, and the field practice test is carried out on the novel pipe tail sealing brush and the attitude control device.
According to the embodiment, the ground settlement curve obtained through numerical simulation is utilized to conduct real-time comparison on jacking of the whole process jacking pipe, timely regulation and control are conducted, the final accumulated settlement of the ground surface is controlled to be 7-17 mm, and the standard requirement is met. According to the embodiment, the thixotropic slurry specific gravity is 1.05-1.07 through analysis of the test section 241, the jacking effect is optimal when the grouting pressure is controlled to be about 0.1MPa, and meanwhile, the thixotropic slurry injection rate is controlled to be 80% of the theoretical grouting amount, so that the same antifriction effect can be ensured, and the method is economical and reasonable. In this embodiment, 2 annular steel sealing brushes are arranged between the connecting pipe 330 and the jacking pipe 300, grease is filled in the middle of the sealing brushes, the tightness of the pipe orifice is ensured, meanwhile, the thixotropic slurry proportion is optimized, slurry supplementing is performed in time, and the slurry outside the pipe always reaches a saturated state, so that the ground subsidence can be effectively reduced.
It should be noted that the above-described embodiments are exemplary, and that a person skilled in the art, in light of the present disclosure, may devise various solutions that fall within the scope of the present disclosure and fall within the scope of the present disclosure. It should be understood by those skilled in the art that the present description and drawings are illustrative and not limiting to the claims. The scope of the invention is defined by the claims and their equivalents. Throughout this document, the word "preferably" is used in a generic sense to mean only one alternative, and not to be construed as necessarily required, so that the applicant reserves the right to forego or delete the relevant preferred feature at any time. The description of the invention encompasses multiple inventive concepts, such as "preferably," "according to a preferred embodiment," or "optionally," all means that the corresponding paragraph discloses a separate concept, and that the applicant reserves the right to filed a divisional application according to each inventive concept.
Claims (8)
1. The jacking pipe settlement control system is characterized by inhibiting ground settlement caused by stratum loss in the jacking pipe process by injecting thixotropic slurry from the inside of the jacking pipe fitting (300) to the outside of the jacking pipe fitting (300) to form a slurry sleeve (310);
Wherein, the control system of push pipe subsidence includes: a processing unit (110), a data collection unit (120) and a sedimentation control unit (130);
The data collection unit (120) collects physical parameter values of the pipe jacking site and sends the physical parameter values to the processing unit (110) for modeling simulation;
The processing unit (110) analyzes the simulation result to obtain at least two different slurry parameters, and sends the slurry parameters to the sedimentation control unit (130);
the sedimentation control unit (130) is configured to: in response to receipt of the mud parameter, in the case of jacking, injecting thixotropic mud out of the pipe according to the mud parameter to form a mud jacket (310); -said processing unit (110) builds a mathematical model in response to receipt of said physical parameter values; based on the establishment of the mathematical model, the processing unit (110) executes simulation by changing the physical parameter, namely, the processing unit (110) performs initial stress field balance according to the received physical parameter to obtain a stress field in an unexcavated state; the processing unit (110) simulates soil excavation based on the stress field, wherein excavation and jacking are alternately performed, a tool pipe is provided with layers such as slurry to simulate the drag reduction effect of grouting, and uniform distribution forces are applied to the inner surface and the outer surface of the layers such as slurry to replace grouting pressure;
The processing unit (110) analyzes the simulation result to obtain at least two different slurry parameters which are first slurry parameters, and expands the first slurry parameters to obtain second slurry parameters with the group number larger than that of the first slurry parameters; the processing unit (110) sends each group of second mud parameter values to the sedimentation control unit (130) for testing, the data collection unit (120) collects experimental effect data corresponding to each group of second mud parameter values, and the processing unit (110) quantitatively analyzes the second mud parameter values in response to the receiving of the experimental effect data, so that a group of jacking pipe mud parameter values with minimum ground sedimentation caused in the second mud parameter values is obtained and used as standard mud parameter values for construction of a formal section (242).
2. The pipe-jacking settlement control system of claim 1, wherein the slurry parameters include: grouting amount and/or grouting pressure and/or slurry proportioning of thixotropic slurry.
3. The pipe-jacking sedimentation control system according to claim 1, characterized in that the sedimentation control unit (130) is configured to: thixotropic slurry is injected from the inside of the jacking pipe fitting (300) to the outside of the jacking pipe fitting (300) in a mode of connecting a grouting pipeline with a through hole (320) arranged on the side wall of the jacking pipe fitting (300), wherein the grouting pipeline connected with the through hole (320) of the jacking pipe fitting (300) connected with the tunneling assembly is subjected to whole-course grouting in the jacking pipe construction process.
4. A pipe jacking settlement control system as claimed in claim 3, wherein the tunneling assembly comprises a connecting pipe (330) and a tool pipe (340), a constructor excavates a pipe jacking channel (240) through the tool pipe (340), and two ends of the connecting pipe (330) are respectively connected with the tool pipe (340) and the jacking pipe fitting (300); wherein, one end of the connecting pipe (330) connected with the jacking pipe fitting (300) is provided with a sealing ring for preventing thixotropic slurry leakage at the contact position with the outer wall of the jacking pipe fitting (300).
5. The pipe-over-pipe settlement control system according to claim 4, wherein the pipe-over-pipe passage (240) comprises a test section (241) and a formal section (242), wherein the processing unit (110) experiments the settlement control effects corresponding to the respective sets of second slurry parameters by sending the second slurry parameters to the settlement control unit (130) in the case that a constructor excavates the test section (241).
6. The pipe-jacking sedimentation control system according to claim 5, characterized in that the experimental effect data is collected by the data collection unit (120) dividing a plurality of data monitoring sections at the surface corresponding to the test section (241); the pipe jacking system is characterized in that more than two monitoring points are arranged on the data monitoring section, and the monitoring points are arranged in a mode of carrying out primary monitoring data acquisition on the monitoring section according to preset time intervals under the condition of pipe jacking construction.
7. The pipe-jacking settlement control system according to claim 1, wherein a grouting pipe connected to a through hole (320) of the jacking pipe (300) jacking after the jacking pipe (300) connected to the tunneling assembly is configured to: and under the condition that the data collection unit (120) monitors that the ground subsidence is abnormal, thixotropic slurry is injected from the inside of the jacking pipe fitting (300) to the outside of the jacking pipe fitting (300) so as to carry out secondary slurry supplementing.
8. A push pipe settlement control method realized by the push pipe settlement control system according to any one of claims 1 to 7, characterized in that the control method comprises:
The data collection unit (120) collects physical parameter values of the pipe jacking site and sends the physical parameter values to the processing unit (110) for modeling simulation;
The processing unit (110) analyzes the simulation result to obtain at least two different slurry parameters, and sends the slurry parameters to the sedimentation control unit (130);
A sedimentation control unit (130) responds to the receipt of the slurry parameter, and in the case of jacking pipes, thixotropic slurry is injected outside the pipe fitting according to the slurry parameter to form a slurry sleeve (310);
-said processing unit (110) builds a mathematical model in response to receipt of said physical parameter values; based on the establishment of the mathematical model, the processing unit (110) executes simulation by changing the physical parameter, namely, the processing unit (110) performs initial stress field balance according to the received physical parameter to obtain a stress field in an unexcavated state; the processing unit (110) simulates soil body excavation based on the stress field, wherein excavation and jacking are alternately performed, tool pipes are arranged, layers such as slurry are arranged to simulate the drag reduction effect of grouting, and uniform distribution forces are applied to the inner surface and the outer surface of the layers such as slurry to replace grouting pressure.
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Citations (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103397845A (en) * | 2013-07-24 | 2013-11-20 | 国家电网公司 | Method of controlling building settlement caused by penetration of jacked pipe through grout replacement |
| CN104947649A (en) * | 2014-03-25 | 2015-09-30 | 上海交通大学 | Control method for open caisson back soil deformation caused by pipe-jacking construction |
| CN110260039A (en) * | 2019-07-15 | 2019-09-20 | 中国十七冶集团有限公司 | A kind of Vertical Curve pipe jacking construction method based on BIM technology |
| CN111119901A (en) * | 2019-12-12 | 2020-05-08 | 中电建生态环境集团有限公司 | Method for controlling settlement of existing structure |
| CN211738213U (en) * | 2019-12-03 | 2020-10-23 | 中国水利水电第七工程局有限公司 | Automatic pipe jacking grouting pressure adjusting system |
| CN112032408A (en) * | 2020-09-23 | 2020-12-04 | 核工业井巷建设集团有限公司 | Pipe jacking construction method based on whole-course real-time monitoring |
| CN212225238U (en) * | 2020-04-24 | 2020-12-25 | 中铁十七局集团上海轨道交通工程有限公司 | Device for controlling pipe jacking construction settlement |
| CN112257255A (en) * | 2020-10-20 | 2021-01-22 | 同济大学 | Large-section rectangular jacking pipe antifriction grouting diffusion and pressure space-time analysis system and method |
| CN112983456A (en) * | 2021-04-01 | 2021-06-18 | 中铁四局集团第四工程有限公司 | Water-rich sand layer multi-row pipe jacking surface deformation control method |
| CN113378431A (en) * | 2021-05-27 | 2021-09-10 | 中铁十九局集团轨道交通工程有限公司 | Method for predicting ground deformation caused by pipe jacking construction in complex environment |
| CN216588595U (en) * | 2021-12-29 | 2022-05-24 | 北京深林开物市政工程有限公司 | Rectangular multi-tunnel reinforcing and monitoring system |
| CN114607418A (en) * | 2022-03-30 | 2022-06-10 | 北京市市政四建设工程有限责任公司 | Fine deformation control grouting process for deep-buried large-section tunnel |
Family Cites Families (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US20210301660A1 (en) * | 2020-03-25 | 2021-09-30 | Bridge & Tunnel Engineering Company of the Third Engineering Group Co. Ltd. of China Railway | Construction method for making water-rich sand layer shield over cross existing line and underneath cross sewage push pipe at close range |
-
2022
- 2022-06-21 CN CN202210708809.4A patent/CN115046055B/en active Active
Patent Citations (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103397845A (en) * | 2013-07-24 | 2013-11-20 | 国家电网公司 | Method of controlling building settlement caused by penetration of jacked pipe through grout replacement |
| CN104947649A (en) * | 2014-03-25 | 2015-09-30 | 上海交通大学 | Control method for open caisson back soil deformation caused by pipe-jacking construction |
| CN110260039A (en) * | 2019-07-15 | 2019-09-20 | 中国十七冶集团有限公司 | A kind of Vertical Curve pipe jacking construction method based on BIM technology |
| CN211738213U (en) * | 2019-12-03 | 2020-10-23 | 中国水利水电第七工程局有限公司 | Automatic pipe jacking grouting pressure adjusting system |
| CN111119901A (en) * | 2019-12-12 | 2020-05-08 | 中电建生态环境集团有限公司 | Method for controlling settlement of existing structure |
| CN212225238U (en) * | 2020-04-24 | 2020-12-25 | 中铁十七局集团上海轨道交通工程有限公司 | Device for controlling pipe jacking construction settlement |
| CN112032408A (en) * | 2020-09-23 | 2020-12-04 | 核工业井巷建设集团有限公司 | Pipe jacking construction method based on whole-course real-time monitoring |
| CN112257255A (en) * | 2020-10-20 | 2021-01-22 | 同济大学 | Large-section rectangular jacking pipe antifriction grouting diffusion and pressure space-time analysis system and method |
| CN112983456A (en) * | 2021-04-01 | 2021-06-18 | 中铁四局集团第四工程有限公司 | Water-rich sand layer multi-row pipe jacking surface deformation control method |
| CN113378431A (en) * | 2021-05-27 | 2021-09-10 | 中铁十九局集团轨道交通工程有限公司 | Method for predicting ground deformation caused by pipe jacking construction in complex environment |
| CN216588595U (en) * | 2021-12-29 | 2022-05-24 | 北京深林开物市政工程有限公司 | Rectangular multi-tunnel reinforcing and monitoring system |
| CN114607418A (en) * | 2022-03-30 | 2022-06-10 | 北京市市政四建设工程有限责任公司 | Fine deformation control grouting process for deep-buried large-section tunnel |
Non-Patent Citations (1)
| Title |
|---|
| 浅埋大断面顶管施工引起地基变形规律分析;段景川;吴勇;严佳佳;王旭;徐日庆;;建筑结构;20161215;第46卷(第S2期);第510-515页 * |
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