CN115559157A - Vertical deformation control method for high-speed railway foundation in shield underpass high-speed railway construction - Google Patents
Vertical deformation control method for high-speed railway foundation in shield underpass high-speed railway construction Download PDFInfo
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- CN115559157A CN115559157A CN202211556618.7A CN202211556618A CN115559157A CN 115559157 A CN115559157 A CN 115559157A CN 202211556618 A CN202211556618 A CN 202211556618A CN 115559157 A CN115559157 A CN 115559157A
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01B—PERMANENT WAY; PERMANENT-WAY TOOLS; MACHINES FOR MAKING RAILWAYS OF ALL KINDS
- E01B1/00—Ballastway; Other means for supporting the sleepers or the track; Drainage of the ballastway
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01B—PERMANENT WAY; PERMANENT-WAY TOOLS; MACHINES FOR MAKING RAILWAYS OF ALL KINDS
- E01B2/00—General structure of permanent way
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
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- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention discloses a vertical deformation control method for a high-speed railway foundation in shield underpass high-speed railway construction, which belongs to the technical field of tunnel shield construction and comprises the following steps: assembling a grouting system, arranging a monitoring system and setting monitoring points; calculating a numerical value of the high-speed railway base surface layer to be lifted; embedding a grouting bag; linkage of a grouting system and a monitoring system; controlling a grouting process, namely gradually starting grouting equipment through dynamic control of 'along with sinking and along with lifting', and replacing non-setting type slurry in the bag with setting type slurry after the shield machine completely passes through the high-speed railway bed and the expansion and lifting effects of the bag meet expected requirements; and finishing the active control process after the serous fluid in the bag is solidified. The invention adopts a capsule type active control technology, and accurately realizes fixed-point directional compensation lifting grouting through a monitoring-grouting construction linkage working mechanism; the device has the advantages of simple manufacturing process, flexible arrangement, measurement and control integration realization, no pollution to the soil body, directional, positioning and quantitative fine deformation control on the soil body, and dynamic stress compensation realization.
Description
Technical Field
The invention belongs to the technical field of tunnel shield construction, and particularly relates to a vertical deformation control method for a high-speed railway foundation in shield underpass high-speed railway construction.
Background
The urban traffic congestion, the lack of land resources and the increasing increase of population number increase the demands of people on traffic and living in life, and further turn to the development of underground space. With the continuous development of underground space, underground engineering is more complicated, and the design of subgrade settlement control technology and supporting systems faces more serious challenges.
The underground railway construction has the advantages of large transportation capacity, small pollution, high safety, convenience and comfort, and is an indispensable link in urban traffic. In order to facilitate the traveling of people, many high-speed rail projects are gushed like bamboo shoots in spring after raining, the utilization rate of the ground and the underground is continuously increased, and the cross-crossing projects are endless, so that the shield tunnel is difficult to avoid passing through a high-speed railway foundation. When the shield penetrates through the high-speed railway roadbed, disturbance can be caused to the soil body, the stability of the roadbed is affected, and then the high-speed railway roadbed is settled and deformed. Therefore, the utilization and development of underground space bring convenience to the living standard of people, and at the same time, how to rapidly and efficiently carry out shield construction and consider the safe operation of the existing high-speed rail structure is the most important problem at present.
By reference to the relevant documents: the grouting lifting technology is a common roadbed settlement control technology applied in the current active control measures, is different in grouting pressure according to different soil particle sizes of required grouting, and is divided into three grouting lifting technologies of permeation grouting, split grouting and compaction grouting. The permeation grouting fills gaps in the stratum with smaller pressure without changing the stratum structure; the splitting grouting is pressurizing grouting to generate shear cracks on the stratum, and grout is filled and reinforced along the direction of the cracks; the compaction grouting is to pressurize and inject cement slurry with high concentration, fill the part with large space, and then permeate into the soil body to form slurry veins. Grouting lift is intended to achieve the desired effect and needs to meet the following requirements:
1. the slurry fully infiltrates into the soil body to be reinforced and fills the gap.
2. Along with the continuous injection of the slurry, the soil body is extruded, and the lifting effect is generated after a certain degree is reached.
3. The slurry is solidified and finally forms a cement-soil consolidation body with the soil body.
However, the existing roadbed deformation active control technology has the following defects:
1. under the condition of complex geological environment, the cohesive effect between the slurry and the soil body cannot reach the standard, the flow direction of the slurry is often not controlled, the grouting area cannot be locked, and the lifting effect cannot be expected.
2. The grouting amount is usually judged according to experience during grouting, and excessive or insufficient grouting amount easily causes excessive or insufficient protection of the roadbed, so that accurate control can not be performed on the roadbed section needing grouting and lifting.
3. The slurry directly flows into the soil body, and can cause pollution to the soil body to a certain degree.
Therefore, an innovative active control measure which is more scientific, more suitable for the actual construction situation and high in operability and is used for applying the bag type active grouting control to the shield tunneling high-speed rail subgrade needs to be provided, and the active control measure has certain theoretical significance and engineering value for the high-speed rail subgrade active control technical design.
Disclosure of Invention
The invention aims to provide a vertical deformation control method for a high-speed railway foundation in shield-tunneling-through high-speed railway construction, and aims to solve the technical problems that the high-speed railway foundation deformation active control technology in the prior art is poor in lifting effect, improper in high-speed railway foundation protection and pollution of slurry to soil bodies.
In order to solve the technical problems, the technical scheme adopted by the invention is as follows:
a vertical deformation control method for a high-speed railway foundation in shield underpass high-speed railway construction comprises the following steps:
preparation work: assembling a grouting system, arranging a monitoring system, connecting the monitoring system with grouting equipment in the grouting system, and setting a monitoring point above a high-speed railway foundation; calculating a numerical value of the high-speed railway base surface layer to be lifted;
(II) embedding a grouting bag: embedding a grouting bag in a high-speed railway foundation corresponding to a monitoring point;
and (III) linkage assembly of the grouting system and the monitoring system: setting a settlement early warning value and a settlement allowable maximum threshold value of a monitoring system according to a grouting principle, when the monitoring system gives an alarm, the monitoring system sends a starting instruction to grouting equipment in the grouting system, and the grouting equipment performs non-setting type slurry pouring on bags at corresponding positions;
and (IV) grouting process control: in the shield construction process, monitoring the settlement deformation of the high-speed railway roadbed steel rail through a monitoring system in real time, dynamically controlling the settlement along with the lifting according to the grouting principle, gradually starting grouting equipment, and replacing non-setting type slurry in a bag with setting type slurry when the shield machine completely passes through the high-speed railway roadbed and the expansion lifting effect of the bag meets the expected requirement;
and (V) after the slurry in the bag is solidified, ending the active control process.
Preferably, in the step (one), the grouting system comprises grouting equipment, a bag, a grouting pipe, a slurry discharge pipe and a slurry recovery tank, wherein an outlet of the grouting equipment is connected with the grouting pipe, the grouting pipe and the slurry discharge pipe are both connected with the bag, and an outlet of the slurry discharge pipe is connected with the slurry recovery tank; the bag is connected with the grouting pipe through a grouting pressure electromagnetic valve, and the bag is connected with the grout discharge pipe through a grout discharge pressure electromagnetic valve.
Preferably, the monitoring system comprises a computer, a total station and a micro prism, wherein the micro prism is arranged at the monitoring point and is positioned right above the capsular bag; and the total station, the micro prism and the grouting equipment are all connected with a computer, and the start and stop of the grouting equipment are controlled by the computer.
Preferably, the micro prism is arranged on the rail web of the steel rail or the rail plate.
Preferably, the number of the pockets is multiple, the pockets are divided into multiple groups and are laid in the high-speed railway roadbed in parallel, each group of the pockets is more than two and is connected in series, and the length direction of the pockets is perpendicular to the length direction of the steel rail and is matched with the width of the high-speed railway roadbed; each bag is respectively connected with the grouting pipe and the slurry discharging pipe through a joint, the grouting pressure electromagnetic valve is arranged between the grouting pipe and the bag, and the slurry discharging pressure electromagnetic valve is arranged between the slurry discharging pipe and the bag.
Preferably, in the step (two), 1-2 layers of the bags are laid from top to bottom, and every two adjacent layers of the bags are arranged in parallel and are spaced by two meters; the length direction of the bag is parallel to the tunneling direction of the shield tunneling machine, and the distance between the bag and the surface layer of the ground is 1-2 m.
Preferably, in the step (III), the settlement early warning value is-1.2 mm, the settlement deformation of the high-speed railway foundation rail is-1.2 mm as the settlement early warning value, grouting equipment is started to start grouting at the position, and the high-speed railway foundation is compensated and lifted; the maximum allowable sedimentation threshold value is minus 2mm, and when the overall sedimentation deformation of the high-speed railway base track is less than or equal to minus 2mm, grouting to the bag by grouting equipment is stopped.
Preferably, in the step (IV), a grouting bag with the burial depth of 1m is started; when the maximum diameter grouting bag with the burial depth of 1m cannot meet the control requirement, the grouting bag with the start burial depth of 2m is selected.
Preferably, in step (iv), in the case of high-speed rail-based track settlement <1.5mm, grouting into the sachet to a diameter increase of 15cm; and under the condition that the settlement of the high-speed railway foundation track is more than or equal to 1.5mm, grouting into the bag until the diameters of the bag are increased to 25cm, 30cm and 35cm until the settlement of the high-speed railway foundation track reaches the maximum allowable settlement threshold, and stopping grouting.
Preferably, the computer determines the opening pressure threshold values of the grouting pressure electromagnetic valve and the slurry discharge pressure electromagnetic valve as the buried soil layer pressure value of the grouting pressure electromagnetic valve, then starts a grouting device to start injecting non-setting slurry into the bag, and controls and monitors the expansion deformation degree of the bag after grouting.
Adopt the produced beneficial effect of above-mentioned technical scheme to lie in: compared with the prior art, the method adopts a capsule type active control technology, the embedding position of the grouting bag corresponds to a monitoring point, and the grouting pipe and the grout discharging pipe are utilized to control the expansion of the grouting of the bag; then, fixed-point directional compensation lifting grouting is accurately achieved through a refined intelligent monitoring system and a monitoring-grouting construction linkage working mechanism; and the settlement deformation of the high-speed railway foundation is observed constantly in the shield tunneling process, so that the dynamic fine control of 'along with settlement and lifting' is realized. The invention has the advantages of simple manufacturing process, flexible arrangement and measurement and control integration, does not pollute the soil body, realizes the directional, positioning and quantitative fine deformation control of the soil body and dynamically realizes the stress compensation.
Drawings
The present invention will be described in further detail with reference to the accompanying drawings and specific embodiments.
FIG. 1 is a schematic view of the placement of a bladder within a high-speed railroad bed in an embodiment of the invention;
FIG. 2 is a schematic view showing a connection structure of a bladder and a grouting apparatus according to an embodiment of the present invention;
FIG. 3 is a schematic view of the arrangement of micro prisms on a rail according to an embodiment of the present invention;
FIG. 4 is a schematic representation of the real-time grouting effect of the bladder of the present invention in a particular shield construction;
in the figure: the method comprises the following steps of 1-steel rail, 2-track plate, 3-track plate supporting layer, 4-bed surface layer filler, 5-bag, 6-high-speed railway roadbed, 7-soil body reinforced area, 8-shield tunnel, 9-total station, 10-computer, 11-railhead, 12-rail waist, 13-rail bottom, 14-micro prism, 15-grouted bag, 16-grout discharge pipe, 17-grout discharge valve interface, 18-grout discharge pressure electromagnetic valve, 19-grout discharge pipe, 20-grout discharge valve interface, 21-grout discharge pressure electromagnetic valve, 22-connector, 23-grout recovery tank and 24-grout injection equipment.
Detailed Description
The technical solutions in the embodiments of the present invention are clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
The invention provides a vertical deformation control method for a high-speed railway foundation in shield underpass high-speed railway construction, which comprises the following steps:
preparation work: assembling a grouting system, arranging a monitoring system, connecting the monitoring system with grouting equipment in the grouting system, and setting a monitoring point above the high-speed railway foundation 6; calculating the quantity value of the high-speed railway base surface layer to be lifted according to the texture of the soil body penetrated by the shield and the basic body supporting capacity of the high-speed railway;
as shown in fig. 1 and 2, the grouting system comprises a grouting device 24, a bag 5, a grouting pipe 19, a slurry discharge pipe 16 and a slurry recovery tank 3, wherein an outlet of the grouting device 24 is connected with the grouting pipe 19, the grouting pipe 19 and the slurry discharge pipe 16 are both connected with the bag 5, and an outlet of the slurry discharge pipe 16 is connected with the slurry recovery tank 24; the bag 5 is connected with the grouting pipe 19 through a grouting pressure solenoid valve 21, and the bag 5 is connected with the grout discharging pipe 16 through a grout discharging pressure solenoid valve 18. The grouting pipes 19 are transversely embedded by adopting foundation pit slope relief, the embedding depth is designed to be 1m (at the base part of a high-speed railway), the total length of the bags 5 is 16m by adopting 16 sections which are connected in series, the interval is 2m, and the bags are arranged in a row.
In one embodiment of the present invention, as shown in fig. 2, a plurality of grouted sacks 15 are connected in series, each sack is connected by a joint 22, a grouting pressure solenoid valve 21 and a discharge pressure solenoid valve 18 are arranged at the bottom of each sack, the grouting pressure solenoid valve 21 is connected to the corresponding joint 22 and connected with a grouting pipe 19 through a grouting valve interface 20, the discharge pressure solenoid valve 18 is connected with the corresponding joint 22 and connected with a grouting pipe 16 through a discharge valve interface 17, the grouting pipe 19 is connected with a grouting device 24, and the discharge pipe 16 is connected with a grout recovery tank 23, so as to facilitate recovery of discharged non-setting grout.
As shown in fig. 1 and 3, the monitoring system comprises a computer 10, a total station 9 and a micro prism 14, wherein the micro prism 14 is arranged at a monitoring point and is positioned right above the capsular bag 5; the total station 9, the micro prism 14 and the grouting equipment 24 are all connected with the computer 10, and the start and stop of the grouting equipment 24 are controlled through the computer 10. The total station 9 adopts a Leica TS30 intelligent total station, the micro prism 14 adopts a micro precision prism, and the micro prism 14 is arranged on the rail web 12 of the steel rail or the rail plate 2; the collected data are synchronized to automatic monitoring software in a computer, and the measuring precision magnitude can reach 0.1mm level.
During specific layout, the miniature precise prisms are installed on the positions, corresponding to the grouting capsules, of the capsules 5 in the perpendicular line at the rail web 12 of the steel rail, the intelligent total station is erected and connected with computer automatic monitoring software, measurement information can be transmitted to a computer, and a monitoring system is ready.
(II) embedding a grouting bag: embedding grouting bags 5 in the high-speed railway foundations 6 corresponding to the monitoring points; the bag 5 is made of a non-malleable material, has the characteristics of puncture resistance, high strength and water tightness, and ensures good sealing performance in the grouting process.
The number of the embedded bags 5 is multiple, the multiple bags 5 are divided into multiple groups and are laid in the high-speed railway foundation 6 in parallel, more than two bags 5 in each group are connected in series, and the length direction of each bag 5 is perpendicular to the length direction of the steel rail and is matched with the width of the high-speed railway foundation 6; each bag 5 is respectively connected with a grouting pipe 19 and a slurry discharge pipe 16 through a joint 22, the grouting pressure electromagnetic valve 21 is arranged between the grouting pipe 19 and the bag 5, and the slurry discharge pressure electromagnetic valve 18 is arranged between the slurry discharge pipe 16 and the bag 5. Wherein, 1-2 layers of the bag 5 are laid from top to bottom, and the interval between every two adjacent layers of the bag 5 is two meters; the length direction of the bag 5 is parallel to the tunneling direction of the shield tunneling machine, and the distance between the bag 5 and the surface layer of the ground is 1-2 m.
Before grouting, the computer determines the opening pressure threshold values of the grouting pressure electromagnetic valve and the slurry discharge pressure electromagnetic valve as the pressure value of the buried soil layer, then starts grouting equipment to start injecting non-setting type slurry into the bag, and controls and monitors the expansion deformation degree of the bag after grouting.
And (III) linkage assembly of the grouting system and the monitoring system: and setting a settlement early warning value and a settlement allowable maximum threshold value of the monitoring system according to a grouting principle, wherein when the monitoring system gives an alarm, the monitoring system sends a starting instruction to grouting equipment in the grouting system, and the grouting equipment performs non-setting type slurry pouring on the bags at corresponding positions. The non-setting type slurry is a slow-setting cement grouting material, which is disclosed in Chinese patent CN114455905A, namely slow-setting type cement-based bag type grouting material, and has the characteristics of environmental protection, low cost, good impermeability and good durability.
Before specific implementation, setting the settlement early warning value to be-1.2 mm, taking the settlement deformation of the high-speed railway base track of-1.2 mm as the settlement early warning value, and starting grouting equipment to start grouting at the position; and setting the maximum allowable sedimentation threshold value to be-2 mm, and stopping grouting of the grouting equipment to the bag when the integral sedimentation deformation of the high-speed railway base track is less than or equal to-2 mm.
And (IV) grouting process control: in the shield construction process, the settlement deformation of the high-speed rail roadbed steel rail is monitored in real time through a monitoring system, dynamic control of 'lifting along with settlement' is achieved according to a grouting principle, grouting equipment is started gradually, after the shield machine completely passes through the high-speed rail roadbed, the expansion and lifting effects of the bag meet expected requirements, and then solidified slurry is adopted to replace non-solidified slurry in the bag. Referring to technical rules for detecting construction safety near railway operation lines, the control standard of the vertical displacement of the high-speed railway track can be known, and the following three principles are adopted:
(1) The starting time of the process is as follows: and (4) taking the settlement deformation of the high-speed railway foundation rail of-1.2 mm as an early warning value to start grouting, and compensating and lifting the high-speed railway foundation.
(2) The starting sequence of the bag grouting: a. burying deeply: preferentially starting a grouting bag with the burial depth of 1 m; when the maximum diameter grouting bag with the burial depth of 1m cannot meet the control requirement, a 2m grouting bag is selected to be started; b. diameter: under the condition that the settlement of the high-speed railway base track is less than 1.5mm, the grouting diameter is preferably selected to be 15cm; b.20cm grouting bag; under the condition that the settlement of the high-speed railway base track is more than or equal to 1.5mm, grouting bags with the grouting diameters of 25cm, 30cm and 35cm are preferably selected.
(3) And (3) at the process termination time: and stopping the starting of grouting bag construction when the integral settlement deformation of the high-speed railway base track is less than or equal to-2 mm.
And (V) when the slurry in the bag is solidified, finishing the active control process.
The concrete grouting implementation process in the shield tunneling engineering construction is as follows:
as shown in fig. 4, the laying horizontal range of the bag 5 is 30-70m, one bag is laid every two meters, 21 grouting bags are totally arranged, three times of grouting are started in the period of excavating to a left line of 24 rings, the expansion diameters of the grouting bags at 36, 40, 42, 44, 46 and 48 are respectively started to reach 15cm, and the maximum value of track settlement is reduced to 0.67 from 1.79 in the period; during excavation of a left line 32 ring, four times of grouting are started, grouting bags at positions 32, 50 and 52 are respectively started to expand to reach 15cm in diameter, grouting bags at positions 36 and 44 are started to expand to reach 20cm in diameter, and the maximum value of track settlement is reduced to 0.68 from 1.15; starting two times of grouting respectively in the period from the left line excavation to the right line 14 rings after the left line excavation is finished, starting the grouting bags at 38 and 54 to expand to reach 15cm, starting the grouting bags at 48 to expand to reach 20cm, and reducing the maximum value of the track settlement to 0.71 from 1.08; starting three times of grouting in the period from the right line excavation to the right line 22 ring after the left line excavation is finished, respectively starting the grouting bags at 58, 64 and 66 to expand to reach 15cm, starting the grouting bags at 38, 42, 46, 50, 52, 54, 56 and 60 to expand to reach 20cm, and reducing the maximum value of the track settlement to 1.01 from 1.99; and starting three times of grouting respectively when the left line is excavated and the right line is excavated to the right line 30 ring after the left line is excavated, starting the grouting bags at 32 and 66 to expand to reach 15cm in diameter, starting the grouting bags at 58 and 62 to expand to reach 20cm in diameter, starting the grouting bags at 44, 48 and 52 to expand to reach 25cm in diameter, and reducing the maximum value of the track settlement from 1.62 to 1.23. After the shield machine completely passes through the high-speed rail roadbed, the roadbed track settlement meets the deformation requirement. Note: in the embodiment, 16 to 17 rings and 18 to 19 rings of the left shield tunneling process and 16 to 17 rings of the right tunnel are located under the surface layer of the high-speed railway roadbed, and 18 to 19 rings are located under the surface layer of the high-speed railway roadbed. The top shading in fig. 4 indicates the horizontal laying range of all grouting bags.
The method adopts a monitoring-grouting construction linkage mechanism to realize refined control, a settlement alarm value and a settlement allowable maximum threshold value are preset in an automatic monitoring software control system, when the high-speed railway base track reaches the settlement alarm value, the capsule type grouting equipment is started in time, a grouting bag is expanded until the settlement value of the high-speed railway base track meets the settlement requirement, after the high-speed railway base track is stabilized, a grouting pipe and a slurry discharge pipe of the same bag are started simultaneously, non-setting slurry in the bag is replaced, and after slurry in all bags is set, the capsule type grouting active control process is finished.
When the system is adopted, an intelligent total station is combined, a complete set of perfect intelligent monitoring system for the micro-deformation of the rail surface of the operation high-speed railway is formed by matching a micro precision prism and the Internet of things technology when the shield is constructed to pass through the high-speed railway foundation, and the settlement deformation of the high-speed railway roadbed track is monitored in real time; according to the grouting principle, when the deformation of the rail surface of the railway exceeds a specified threshold value, the grouting equipment is started in time, the bag body of the bag starts to expand to extrude the soil body, so that the soil body bulges upwards, the high-speed railway foundation is lifted, the grouting equipment is stopped in time after the vertical displacement settlement of the rail of the high-speed railway foundation meets the requirement, and the active control measures are finished after the slurry in the bag is completely solidified.
In conclusion, the invention adopts a capsule type active control technology, the embedding position of the grouting bag corresponds to the monitoring point, and the grouting pipe and the slurry discharge pipe are utilized to control the expansion of the bag grouting; then, fixed-point directional compensation lifting grouting is accurately achieved through a refined intelligent monitoring system and a monitoring-grouting construction linkage working mechanism; and the settlement deformation of the high-speed railway foundation is observed constantly in the shield tunneling process, so that the dynamic fine control of 'along with settlement and lifting' is realized.
In the description above, numerous specific details are set forth in order to provide a thorough understanding of the present invention, but the present invention may be practiced in other ways than those specifically described and will be readily apparent to those of ordinary skill in the art without departing from the spirit of the present invention, and thus the present invention is not limited to the specific embodiments disclosed above.
Claims (10)
1. A vertical deformation control method for a high-speed railway foundation in shield underpass high-speed railway construction is characterized by comprising the following steps:
preparation work: assembling a grouting system, arranging a monitoring system, connecting the monitoring system with grouting equipment in the grouting system, and setting a monitoring point above a high-speed railway foundation; calculating a numerical value of the high-speed railway base surface layer to be lifted;
(II) embedding a grouting bag: embedding grouting bags in the high-speed railway foundations corresponding to the monitoring points;
and (III) linkage assembly of the grouting system and the monitoring system: setting a settlement early warning value and a settlement allowable maximum threshold value of a monitoring system according to a grouting principle, when the monitoring system gives an alarm, the monitoring system sends a starting instruction to grouting equipment in the grouting system, and the grouting equipment performs non-setting type slurry filling on bags at corresponding positions;
and (IV) grouting process control: in the shield construction process, monitoring the settlement deformation of the high-speed rail roadbed steel rail in real time through a monitoring system, dynamically controlling along with settlement and lifting according to a grouting principle, gradually starting grouting equipment, and replacing non-setting type slurry in a bag with setting type slurry when a shield machine completely passes through the high-speed rail roadbed and a bag expansion and lifting effect meets an expected requirement;
and (V) when the slurry in the bag is solidified, finishing the active control process.
2. The shield tunneling construction high speed railway foundation vertical deformation control method according to claim 1, characterized in that: in the step (one), the grouting system comprises grouting equipment, a bag, a grouting pipe, a slurry discharge pipe and a slurry recovery tank, wherein an outlet of the grouting equipment is connected with the grouting pipe, the grouting pipe and the slurry discharge pipe are both connected with the bag, and an outlet of the slurry discharge pipe is connected with the slurry recovery tank; the bag is connected with the grouting pipe through a grouting pressure electromagnetic valve, and the bag is connected with the grout discharge pipe through a grout discharge pressure electromagnetic valve.
3. The shield tunneling construction high speed railway foundation vertical deformation control method according to claim 2, characterized in that: the monitoring system comprises a computer, a total station and a micro prism, wherein the micro prism is arranged at a monitoring point and is positioned right above the bag; and the total station, the miniature prism and the grouting equipment are all connected with a computer, and the start and stop of the grouting equipment are controlled by the computer.
4. The vertical deformation control method for the shield underpass high-speed railway construction high-speed railway foundation according to claim 3, characterized in that: the micro prism is arranged on the rail web of the steel rail or the rail plate.
5. The shield tunneling construction high speed railway foundation vertical deformation control method according to claim 2, characterized in that: the number of the pockets is multiple, the pockets are divided into multiple groups and are laid in the high-speed rail roadbed in parallel, more than two pockets are connected in series in each group, and the length direction of the pockets is perpendicular to the length direction of the steel rail and is matched with the width of the high-speed rail roadbed; each bag is respectively connected with the grouting pipe and the slurry discharging pipe through a joint, the grouting pressure electromagnetic valve is arranged between the grouting pipe and the bag, and the slurry discharging pressure electromagnetic valve is arranged between the slurry discharging pipe and the bag.
6. The vertical deformation control method for the shield underpass high-speed railway foundation in the construction of the shield according to claim 5, characterized in that: in the step (II), 1-2 layers of the bags are laid from top to bottom, and every two adjacent parallel bags are spaced by two meters; the length direction of the bag is parallel to the tunneling direction of the shield tunneling machine, and the distance between the bag and the surface layer of the ground is 1-2 m.
7. The shield tunneling construction high speed railway foundation vertical deformation control method according to claim 1, characterized in that: in the step (III), the settlement early warning value is-1.2 mm, the settlement deformation of the high-speed railway foundation rail is-1.2 mm as the settlement early warning value, grouting equipment is started to start grouting at the position, and the high-speed railway foundation is compensated and lifted; the maximum allowable sedimentation threshold value is minus 2mm, and when the integral sedimentation deformation of the high-speed railway base track is less than or equal to minus 2mm, grouting of the grouting equipment to the bag is stopped.
8. The vertical deformation control method for the shield tunneling high-speed railway foundation in construction of the shield tunneling high-speed railway according to claim 6, characterized in that: in the step (four), a grouting bag with the burial depth of 1m is started; when the maximum diameter grouting bag with the burial depth of 1m cannot meet the control requirement, the grouting bag with the burial depth of 2m is selected to be started.
9. The vertical deformation control method for the shield underpass high-speed railway foundation in the construction of the high-speed railway according to claim 8, characterized in that: in the step (IV), under the condition that the settlement of the high-speed railway base track is less than 1.5mm, grouting into the sacks until the diameter is increased to 15cm; and under the condition that the settlement of the high-speed railway foundation track is more than or equal to 1.5mm, grouting into the bag until the diameters of the bag are increased to 25cm, 30cm and 35cm until the settlement of the high-speed railway foundation track reaches the maximum allowable settlement threshold, and stopping grouting.
10. The vertical deformation control method for the shield underpass high-speed railway construction high-speed railway foundation according to claim 3, characterized in that: and the computer determines the opening pressure threshold values of the grouting pressure electromagnetic valve and the slurry discharge pressure electromagnetic valve as the pressure value of the buried soil layer, then starts grouting equipment to start injecting non-setting slurry into the bag, and controls and monitors the expansion deformation degree of the bag after grouting.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202211556618.7A CN115559157A (en) | 2022-12-06 | 2022-12-06 | Vertical deformation control method for high-speed railway foundation in shield underpass high-speed railway construction |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202211556618.7A CN115559157A (en) | 2022-12-06 | 2022-12-06 | Vertical deformation control method for high-speed railway foundation in shield underpass high-speed railway construction |
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| CN115559157A true CN115559157A (en) | 2023-01-03 |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN117721683A (en) * | 2024-01-11 | 2024-03-19 | 天津大学 | Embankment autonomous lifting regulation and control device and method |
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