CN115262528A - Micro-disturbance grouting device for controlling horizontal deformation of subway tunnel and construction method - Google Patents
Micro-disturbance grouting device for controlling horizontal deformation of subway tunnel and construction method Download PDFInfo
- Publication number
- CN115262528A CN115262528A CN202210965886.8A CN202210965886A CN115262528A CN 115262528 A CN115262528 A CN 115262528A CN 202210965886 A CN202210965886 A CN 202210965886A CN 115262528 A CN115262528 A CN 115262528A
- Authority
- CN
- China
- Prior art keywords
- grouting
- tunnel
- injection pipe
- deformation
- subway tunnel
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
- 238000010276 construction Methods 0.000 title claims abstract description 33
- 238000002347 injection Methods 0.000 claims abstract description 59
- 239000007924 injection Substances 0.000 claims abstract description 59
- 238000005553 drilling Methods 0.000 claims abstract description 24
- 239000002689 soil Substances 0.000 claims abstract description 20
- 238000012544 monitoring process Methods 0.000 claims abstract description 19
- 238000012806 monitoring device Methods 0.000 claims abstract description 13
- 239000002002 slurry Substances 0.000 claims description 13
- 238000009412 basement excavation Methods 0.000 claims description 7
- 230000002787 reinforcement Effects 0.000 claims description 3
- 238000007569 slipcasting Methods 0.000 claims 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 8
- 239000011440 grout Substances 0.000 description 6
- 238000005507 spraying Methods 0.000 description 6
- 230000000694 effects Effects 0.000 description 5
- 238000000034 method Methods 0.000 description 4
- 230000003014 reinforcing effect Effects 0.000 description 4
- 239000004568 cement Substances 0.000 description 3
- 238000006073 displacement reaction Methods 0.000 description 3
- 238000007596 consolidation process Methods 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 229920000915 polyvinyl chloride Polymers 0.000 description 2
- 239000004800 polyvinyl chloride Substances 0.000 description 2
- 239000011148 porous material Substances 0.000 description 2
- 239000011257 shell material Substances 0.000 description 2
- 239000011398 Portland cement Substances 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
- 230000002093 peripheral effect Effects 0.000 description 1
- 230000035699 permeability Effects 0.000 description 1
- 235000019353 potassium silicate Nutrition 0.000 description 1
- 238000002360 preparation method Methods 0.000 description 1
- 230000000246 remedial effect Effects 0.000 description 1
- 238000007789 sealing Methods 0.000 description 1
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 description 1
- 239000000243 solution Substances 0.000 description 1
Images
Classifications
-
- 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
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D1/00—Investigation of foundation soil in situ
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or foundation structures
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/46—Concrete or concrete-like piles cast in position ; Apparatus for making same making in situ by forcing bonding agents into gravel fillings or the soil
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
Landscapes
- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- Structural Engineering (AREA)
- Mining & Mineral Resources (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Soil Sciences (AREA)
- Environmental & Geological Engineering (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Chemical & Material Sciences (AREA)
- Analytical Chemistry (AREA)
- Agronomy & Crop Science (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
A micro-disturbance grouting device for controlling horizontal deformation of a subway tunnel is arranged between the subway tunnel and a foundation pit and comprises a high-pressure jet grouting pile machine, wherein an injection pipe which vertically and downwardly extends to the surface of a soil body is installed on the high-pressure jet grouting pile machine, and the injection pipe is used for grouting after drilling; a plurality of auxiliary injection pipes which vertically extend downwards to the surface of the soil body are arranged on the periphery of the injection pipes along the circumferential direction, and the auxiliary injection pipes are used for drilling holes to release stress or compensating and grouting after the drilling holes are drilled; a telescopic hydraulic rod is arranged between the auxiliary injection pipe and the injection pipe, a base of the telescopic hydraulic rod is connected with the injection pipe, and a telescopic end of the telescopic hydraulic rod extends horizontally outwards and is connected with the inner side wall of the auxiliary injection pipe; a plurality of tunnel deformation monitoring points are arranged in the subway tunnel, and a tunnel deformation monitoring device is arranged on the tunnel deformation monitoring points. The invention also provides a construction method of the micro-disturbance grouting device for controlling the horizontal deformation of the subway tunnel. The invention can adjust the ground internal pressure and actively control the horizontal deformation of the tunnel.
Description
Technical Field
The invention relates to the technical field of underground engineering construction, in particular to a micro-disturbance grouting device and a construction method for controlling horizontal deformation of a subway tunnel.
Background
The urban rail transit has the advantages of high efficiency and convenience, greatly improves the efficiency of traffic transportation, and plays an irreplaceable role in relieving traffic pressure for cities. With the construction and operation of a large number of rail transit infrastructures, various construction activities around the existing subway tunnel are inevitable, and the protection of the subway tunnel is a difficult problem to be solved urgently. The related departments of the subway require that the control value of the horizontal displacement of the subway structure caused by the foundation pit construction is 10mm, and the alarm value is 8mm. To realize effective protection of subway tunnels, the deformation of tunnel segments must be controlled at the mm level.
The loading consolidation or unloading deformation of the soil body can be caused by the stacking at the periphery of the subway line, the excavation of the foundation pit of the proximity engineering or the construction disturbance, so that the corresponding coordinated deformation of the segments is generated. For example, the segment is transversely and horizontally stretched and deformed due to the unloading of the tunnel side foundation pit, and the stress loss can be compensated by grouting the soil body around the segment, so that the aim of controlling the horizontal deformation of the segment is fulfilled.
The traditional technologies such as a high-pressure injection grouting method and a sleeve valve pipe grouting method mostly adopt fixed pressure grouting, and the soil squeezing effect generated in the grouting process can cause the transverse deformation of the pipe piece instead, so that the effect of tunnel deformation control is influenced.
Disclosure of Invention
In order to overcome the problems, the invention provides a micro-disturbance grouting device for controlling horizontal deformation of a subway tunnel and a construction method.
The invention provides a micro-disturbance grouting device for controlling horizontal deformation of a subway tunnel, which is arranged between the subway tunnel and a foundation pit and comprises a high-pressure rotary jet pile machine, wherein the high-pressure rotary jet pile machine is provided with an injection pipe, the injection pipe is used for grouting after drilling, and a construction position corresponding to the injection pipe is called as a main hole; 2 auxiliary injection pipes are arranged at the periphery of the injection pipe; the auxiliary injection pipe is used for releasing stress of a drill hole or compensating and grouting after the drill hole is drilled, and a construction position corresponding to the auxiliary injection pipe is called as an auxiliary hole; the auxiliary holes are divided into grouting holes or stress release holes, and sleeve valve pipes are arranged in the grouting holes to perform compensation grouting;
a telescopic hydraulic rod is arranged between the auxiliary injection pipe and the injection pipe, a base of the telescopic hydraulic rod is connected with the injection pipe, and a telescopic end of the telescopic hydraulic rod extends horizontally outwards and is connected with the inner side wall of the auxiliary injection pipe; the auxiliary injection pipe is horizontally pushed outwards through the telescopic hydraulic rod so as to change the horizontal distance between the auxiliary injection pipe and the injection pipe;
a plurality of tunnel deformation monitoring points are arranged in the subway tunnel, each tunnel deformation monitoring point is provided with a tunnel deformation monitoring device, and the tunnel deformation monitoring devices acquire deformation information and display the deformation information in real time; the front end of the injection pipe is provided with an internal pressure sensor, the internal pressure sensor transmits the acquired underground pressure to a pressure recorder, and the pressure recorder displays the underground pressure in real time; and adjusting grouting pressure, grouting rate and grouting amount according to the tunnel deformation information and the underground pressure, and performing auxiliary hole drilling Kong Qutu to release stress when necessary.
Further, the number of the tunnel deformation monitoring points is five, and the five tunnel deformation monitoring points are respectively located on the vault of the subway tunnel, the left arch waist of the subway tunnel, the right side of the subway tunnel, the left side of a subway tunnel bed board and the right side of the bed board of the subway tunnel.
Furthermore, the grouting holes in the auxiliary holes are positioned on one side close to the subway tunnel.
The second aspect of the invention provides a construction method of a micro-disturbance grouting device for controlling horizontal deformation of a subway tunnel, which is divided into two stages,
in the first stage, micro-disturbance grouting reinforcement construction is carried out on soil bodies around the subway tunnel, grouting pressure, grouting speed and grouting square amount are adjusted through monitoring of the injection pipe on the underground pressure and real-time feedback of a tunnel deformation monitoring device, auxiliary hole drilling Kong Qutu is carried out to release stress when necessary, and disturbance of grouting on the existing tunnel is reduced;
in the second stage, grouting for tunnel horizontal deformation caused by foundation pit excavation is actively controlled, the foundation pit excavation and the subway tunnel tend to deform towards the foundation pit direction, and sleeve valve pipes are arranged in auxiliary holes for compensation grouting according to real-time feedback of a tunnel deformation monitoring device so as to correct tunnel horizontal deformation; the high-pressure jet grouting secant pile constructed in the first stage can prevent slurry from permeating, and soil is forced to develop towards the tunnel more in the second stage when the sleeve valve pipe is grouted.
The invention has the beneficial effects that:
(1) The auxiliary injection pipe is flexibly arranged, and the applied auxiliary hole can be used for releasing stress or compensating grouting, so that the effects of adjusting the underground pressure and actively controlling the horizontal deformation of the tunnel can be achieved.
(2) The traditional compensation grouting construction is difficult to handle the condition of excessive deviation correction, and the invention applies auxiliary holes as required, can apply stress release holes when the grouting pressure is too large or the deviation is excessively corrected, and effectively inhibits the excessive deviation correction.
Drawings
Fig. 1 is a schematic structural view of the present invention.
Description of reference numerals: the method comprises the following steps of 1-subway tunnel, 2-tunnel deformation monitoring points, 3-high-pressure jet grouting secant pile reinforcing range, 4-sleeve valve pipe grouting holes, 5-stress release holes, 6-high-pressure jet grouting pile machine jet pipes, 7-auxiliary jet pipes, 8-foundation pit support structure, 9-foundation pit and 10-site soil body.
Detailed Description
The technical solutions of the present invention will be described clearly and completely with reference to the accompanying drawings, and it should be understood that the described embodiments are only some embodiments, but not all embodiments, of the present invention. 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.
In the description of the present invention, it should be noted that the orientations or positional relationships indicated as the terms "center", "upper", "lower", "left", "right", "vertical", "horizontal", "inner", "outer", etc., appear based on the orientations or positional relationships shown in the drawings only for the convenience of describing the present invention and simplifying the description, but not for indicating or implying that the referred devices or elements must have a specific orientation, be constructed and operated in a specific orientation, and thus should not be construed as limiting the present invention. Furthermore, the appearances of the terms "first," "second," and "third" are only used for descriptive purposes and are not to be construed as indicating or implying relative importance.
In the description of the present invention, it should be noted that, unless otherwise explicitly stated or limited, the terms "mounted," "connected," and "connected" should be interpreted broadly, e.g., as being fixed or detachable or integrally connected; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meanings of the above terms in the present invention can be understood in a specific case to those of ordinary skill in the art.
Referring to the accompanying drawings, a first aspect of the invention provides a micro-disturbance grouting device for controlling horizontal deformation of a subway tunnel, which is used for constructing a high-pressure jet grouting secant pile between a foundation pit support structure and the subway tunnel; and when the foundation pit is excavated, the deformation of the subway tunnel is controlled. The micro-disturbance grouting device is arranged between the subway tunnel 1 and a foundation pit 9, foundation pit fenders 8 are arranged on two sides of the foundation pit 9, and a site soil body 10 is arranged on one side, far away from the subway tunnel 1, of the foundation pit 9;
the device comprises a high-pressure jet grouting pile machine, wherein the high-pressure jet grouting pile machine is provided with a jet pipe, and the jet pipe is used for grouting after drilling. And (3) the construction position corresponding to the jet pipe is called as a main hole, and the area where the main hole is located is the secant pile reinforcing range 3.
A plurality of auxiliary injection pipes 7 which vertically extend downwards are arranged on the periphery of the injection pipes along the circumferential direction, the auxiliary injection pipes 7 are used for drilling holes to release stress or compensating and grouting after drilling holes, and the construction positions corresponding to the auxiliary injection pipes 7 are called as auxiliary holes; the auxiliary holes are divided into grouting holes 4 or stress release holes 5, sleeve valve pipes are arranged in the grouting holes 4, and the auxiliary injection pipes 7 can perform compensation grouting on the grouting holes 4 to actively control horizontal deformation of the tunnel;
a telescopic hydraulic rod is arranged between the auxiliary injection pipe 7 and the injection pipe 6, a base of the telescopic hydraulic rod is connected with the injection pipe, and a telescopic end of the telescopic hydraulic rod extends horizontally outwards and is connected with the inner side wall of the auxiliary injection pipe; the horizontal distance between the auxiliary jet pipe and the high-pressure rotary jet pile machine can be changed through the free extension and retraction of the hydraulic rod; by replacing the auxiliary injection pipes 7 with different specifications, auxiliary holes with different diameters and different depths can be manufactured as required.
A plurality of tunnel deformation monitoring points 2 are arranged in the subway tunnel 1, and each tunnel deformation monitoring point is provided with a tunnel deformation monitoring device; the tunnel deformation monitoring device collects deformation information and displays the deformation information in real time; the front end of the injection pipe 6 is provided with an internal pressure sensor, the internal pressure sensor transmits the acquired underground pressure to a pressure recorder, and the pressure recorder displays the underground pressure in real time; grouting pressure, grouting rate and grouting amount can be adjusted according to the tunnel deformation information and the underground pressure, and auxiliary hole drilling Kong Qutu is performed to release stress when necessary. In the embodiment of the invention, the number of the tunnel deformation monitoring points 2 is five, and the five tunnel deformation monitoring points 2 are respectively positioned on the vault of the subway tunnel 1, the arch waist of the left side of the subway tunnel 1, the right side of the subway tunnel 1, the left side of a track bed board of the subway tunnel 1 and the right side of the track bed board of the subway tunnel 1.
In the embodiment of the invention, the grouting holes in the auxiliary holes are positioned at one side close to the subway tunnel 1, so that soil is forced to develop more towards the tunnel during grouting.
The second embodiment of the invention provides a construction method of a micro-disturbance grouting device for controlling horizontal deformation of a subway tunnel, which is divided into two stages,
in the first stage, micro-disturbance grouting reinforcement construction is carried out on soil bodies around a subway tunnel, grouting pressure, grouting speed and grouting square amount are adjusted through monitoring of an injection pipe on the underground pressure and real-time feedback of a tunnel deformation monitoring device, auxiliary hole drilling Kong Qutu is carried out to release stress when necessary (namely when the underground pressure is monitored to be overlarge), and disturbance of grouting on the existing tunnel is reduced;
in the second stage, grouting for tunnel horizontal deformation caused by foundation pit excavation is actively controlled, the foundation pit excavation and the subway tunnel generate the tendency of deformation towards the foundation pit direction, and sleeve valve pipes are arranged in auxiliary holes for compensation grouting according to the real-time feedback of a tunnel deformation monitoring device so as to correct tunnel horizontal deformation; the high-pressure jet grouting occlusive pile constructed in the first stage can prevent slurry from permeating, and soil is forced to develop more towards the tunnel when the sleeve valve pipe is grouted in the second stage, so that the effect of correcting horizontal deformation of the tunnel is improved.
Specifically, the first stage includes the following steps:
1. field hardening: before construction, the original ground of the construction site is hardened by plain concrete.
2. Construction preparation: as shown in fig. 1, the high-pressure jet grouting pile machine is transported to a construction site and positioned; meanwhile, a plurality of auxiliary injection pipes are arranged on the high-pressure rotary jet pile machine; and the fitting positioning of the injection pipe and the center of the drill hole is completed.
3. Drilling construction:
(1) After the high-pressure jet grouting pile driver is in place, the pile driver platform is ensured to be flat and stable; the drilling position should be rechecked before drilling.
(2) To ensure the drilling quality, care should be taken: (1) when drilling, the drill bit at the end part of the injection pipe is ensured to have uniform rotating speed; (2) the ejector tube is raised or lowered to remain vertical.
(4) And after the drilling hole reaches the designed depth, well making a drilling hole record.
4. Grouting construction:
(1) By using
And (5) reinforcing the double-pipe high-pressure jet grouting secant pile. The jet grouting pile uses C42.5-grade ordinary portland cement, and the water cement ratio is 1:1-1.5. During construction, the cement consumption of each side of the slurry is required to be not less than 200kg, the slurry injection pressure is 25-30 MPa, the airflow pressure is not less than 0.7MPa, the lifting speed is not more than 10-25 cm/min, the permeable layer needs to be re-sprayed, and the re-spraying lifting speed is 100cm/min. The unconfined compressive strength q of the jet grouting pile 28d is required u More than or equal to 1.0MPa, and the permeability coefficient is less than 10 -6 cm/s。
(2) High-pressure equipment and a pipeline system need to be checked before injection grouting. The pressure and the discharge capacity of the equipment are required to be normal, the sealing performance of a pipeline system is good, and sundries do not exist in each pipeline and a guniting port.
(3) When the injection pipe is inserted into a drill hole, in order to prevent the blockage of a grout spraying opening, grout or water is inserted, and the pressure of the grout or water is about 0.5 MPa.
(4) After the jet pipe reaches the designed depth, slurry is timely conveyed; when the guniting port is used for spraying at a preset depth, the guniting port is only rotated and is not lifted, and the guniting port is lifted after staying for 1-3 min, so that the construction quality of the lower reinforcing body is ensured.
(5) In the spraying construction, the rotating speed, the lifting speed, the pressure, the flow and the like of the spraying pipe are observed at any time, and the records are made. If the problem is found, the equipment is adjusted or remedial measures are taken in time.
(6) In grouting construction, attention should be paid frequently to the condition of grout return in the hole. The normal phenomenon is that the slurry return amount is less than 20% of the grouting amount, and when the slurry return amount exceeds 20% or the slurry return is not performed at all, reasons should be analyzed, and treatment measures are taken in time.
(7) The underground pressure and the tunnel deformation are monitored in real time, if the underground pressure is too high or the tunnel deforms, the grouting pressure, the grouting rate and the grouting square amount are adjusted in time, auxiliary hole drilling Kong Qutu is performed to release stress when necessary, and disturbance of grouting on the existing tunnel is reduced.
The second stage comprises the following steps:
1. sleeve valve pipe
(1) And (3) arranging sleeve valve pipes in auxiliary holes on the periphery of the high-pressure rotary-spraying secant pile and on the same side of the tunnel, wherein the grouting position is parallel to the horizontal direction of the tunnel pipe piece position.
(2) The sleeve valve pipe is made of PVC (polyvinyl chloride) pipes, is 3m long in single section and is connected through a threaded connector, and the connector is required to be sealed reliably. And (4) sequentially lowering the sleeve valve pipes after connection into the grouting holes 4, and ensuring that the centers of the sleeve valve pipes coincide with the center of the drilled hole as much as possible during lowering. The upper end of the sleeve valve pipe is ensured to be exposed out of the ground by 10-20 cm, and measures are taken to prevent sundries from entering the sleeve pipe.
(3) And (4) injecting clear water into the sleeve valve pipe, and checking whether the grout outlet of the sleeve valve pipe is smooth in sections according to the length of the grout outlet on site.
(4) The annular space between the sleeve valve pipe and the hole wall of the drilled hole is filled with sleeve shell materials to prevent slurry from flowing out of the ground surface along the hole wall or the pipe wall. The shell material is required to have the characteristics of higher brittleness, smaller contractibility, proper strength and the like. So as to ensure that the slurry can crush the casing material at the slurry outlet hole for transverse grouting.
2. When a foundation pit around the tunnel is excavated, the soil body is unloaded laterally, the tunnel generates a tendency of deformation towards the direction of the foundation pit, and grouting is performed into the sleeve valve pipe through the auxiliary injection pipe according to the tunnel deformation monitoring data so as to correct the horizontal deformation of the tunnel.
(1) The grouting material is double-liquid slurry, the volume ratio of cement to water glass to water =1 is 3.43, the grouting rate is 15-20L/min, and the grouting pressure is 0.3-0.4 MPa higher than the peripheral water pressure.
(2) The grouting can cause the hyperstatic pore water pressure in the soil body, the hyperstatic pore water pressure is dissipated along with the time, and the deformation of the soil body caused by the grouting can be partially recovered. If the grouting efficiency is defined as the ratio of the horizontal displacement of the soil body when the consolidation is completed to the horizontal displacement of the soil body when the grouting is completed, the grouting efficiency can be 45-65 percent. The influence of grouting efficiency on the horizontal deformation of the correction tunnel is considered, and the tunnel deformation is further controlled more finely and effectively.
(3) The deformation range of the soil body caused by a single grouting hole is 7-10 m, and when multiple holes are simultaneously grouted, the value of the hole distance is determined by referring to the numerical value.
(4) Adopts a short-distance, multi-hole site and small-volume grouting scheme.
The embodiments described in this specification are merely illustrative of implementations of the inventive concept and the scope of the present invention should not be considered limited to the specific forms set forth in the embodiments but rather by the equivalents thereof as may occur to those skilled in the art upon consideration of the present inventive concept.
Claims (4)
1. The utility model provides a control subway tunnel horizontal deformation's perturbation slip casting device, the device sets up between subway tunnel (1) and foundation ditch (9), its characterized in that: the high-pressure jet grouting pile driver comprises a high-pressure jet grouting pile driver, wherein the high-pressure jet grouting pile driver is provided with a jet pipe (6) which is used for grouting after drilling, and a construction position corresponding to the jet pipe is called as a main hole; 2 auxiliary injection pipes (7) are arranged at the periphery of the injection pipe; the auxiliary injection pipe (7) is used for drilling to release stress or compensating grouting after drilling, and the construction position corresponding to the auxiliary injection pipe (7) is called as an auxiliary hole; the grouting holes (4) or the stress release holes (5) are assisted with Kong Fenwei, and sleeve valve pipes are arranged in the grouting holes (4) to perform compensation grouting;
a telescopic hydraulic rod is arranged between the auxiliary injection pipe (7) and the injection pipe (6), a base of the telescopic hydraulic rod is connected with the injection pipe, and a telescopic end of the telescopic hydraulic rod extends outwards horizontally and is connected with the inner side wall of the auxiliary injection pipe; the auxiliary injection pipe is horizontally pushed outwards through a telescopic hydraulic rod so as to change the horizontal distance between the auxiliary injection pipe (7) and the injection pipe (6);
a plurality of tunnel deformation monitoring points (2) are arranged in the subway tunnel (1), each tunnel deformation monitoring point is provided with a tunnel deformation monitoring device, and the tunnel deformation monitoring devices collect deformation information and display the deformation information in real time; the front end of the injection pipe (6) is provided with an internal pressure sensor, the internal pressure sensor transmits the acquired underground pressure to a pressure recorder, and the pressure recorder displays the underground pressure in real time; and adjusting grouting pressure, grouting rate and grouting amount according to the tunnel deformation information and the underground pressure, and performing auxiliary hole drilling Kong Qutu to release stress when necessary.
2. The micro-disturbance grouting device for controlling the horizontal deformation of the subway tunnel according to claim 1, characterized in that: the number of the tunnel deformation monitoring points (2) is five, and the five tunnel deformation monitoring points (2) are respectively located on the vault of the subway tunnel (1), the left arch waist of the subway tunnel (1), the right side of the subway tunnel (1), the left side of a track bed board of the subway tunnel (1) and the right side of the track bed board of the subway tunnel (1).
3. The micro-disturbance grouting device for controlling the horizontal deformation of the subway tunnel according to claim 1, characterized in that: and grouting holes in the auxiliary holes are positioned at one side close to the subway tunnel (1).
4. The construction method of the perturbation grouting device for controlling the horizontal deformation of the subway tunnel based on any one of claims 1-3 is divided into two stages, and is characterized in that:
in the first stage, micro-disturbance grouting reinforcement construction is carried out on soil bodies around the subway tunnel, grouting pressure, grouting speed and grouting square amount are adjusted through monitoring of the injection pipe on the underground pressure and real-time feedback of a tunnel deformation monitoring device, auxiliary hole drilling Kong Qutu is carried out to release stress when necessary, and disturbance of grouting on the existing tunnel is reduced;
in the second stage, grouting for tunnel horizontal deformation caused by foundation pit excavation is actively controlled, the foundation pit excavation and the subway tunnel generate the tendency of deformation towards the foundation pit direction, and sleeve valve pipes are arranged in auxiliary holes for compensation grouting according to the real-time feedback of a tunnel deformation monitoring device so as to correct tunnel horizontal deformation; the high-pressure jet grouting secant pile constructed in the first stage can prevent slurry from permeating, and soil is forced to develop towards the tunnel more in the second stage when the sleeve valve pipe is grouted.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210965886.8A CN115262528A (en) | 2022-08-12 | 2022-08-12 | Micro-disturbance grouting device for controlling horizontal deformation of subway tunnel and construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210965886.8A CN115262528A (en) | 2022-08-12 | 2022-08-12 | Micro-disturbance grouting device for controlling horizontal deformation of subway tunnel and construction method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN115262528A true CN115262528A (en) | 2022-11-01 |
Family
ID=83750971
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202210965886.8A Pending CN115262528A (en) | 2022-08-12 | 2022-08-12 | Micro-disturbance grouting device for controlling horizontal deformation of subway tunnel and construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN115262528A (en) |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101215969A (en) * | 2008-01-17 | 2008-07-09 | 上海交通大学 | Large diameter tunneling close range down-traversing small diameter subway tunnel distortion control method |
| CN102733413A (en) * | 2012-06-18 | 2012-10-17 | 河海大学 | Method for controlling subsidence of operating subway tunnel |
| CN110093927A (en) * | 2019-04-23 | 2019-08-06 | 天津大学 | A method of the deformation of control foundation pit outer tunnel |
| CN110106883A (en) * | 2019-04-23 | 2019-08-09 | 天津大学 | A kind of Real-time Feedback grouting method for correcting subway tunnel horizontal distortion |
-
2022
- 2022-08-12 CN CN202210965886.8A patent/CN115262528A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101215969A (en) * | 2008-01-17 | 2008-07-09 | 上海交通大学 | Large diameter tunneling close range down-traversing small diameter subway tunnel distortion control method |
| CN102733413A (en) * | 2012-06-18 | 2012-10-17 | 河海大学 | Method for controlling subsidence of operating subway tunnel |
| CN110093927A (en) * | 2019-04-23 | 2019-08-06 | 天津大学 | A method of the deformation of control foundation pit outer tunnel |
| CN110106883A (en) * | 2019-04-23 | 2019-08-09 | 天津大学 | A kind of Real-time Feedback grouting method for correcting subway tunnel horizontal distortion |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN108060908B (en) | Long-distance horizontal directional drilling and grouting reinforcement process for water-rich sand layer under building group | |
| CN106369223B (en) | A kind of silt stratum pipe jacking construction method | |
| CN110359921B (en) | Construction method for shield close-range side-penetrating building | |
| CN108678777B (en) | Support method for tunnel fault fracture zone section | |
| CN106402490B (en) | Silt stratum push pipe jacking construction method based on steel bushing head tool pipe | |
| CN105040775B (en) | Deep layer pressure-bearing artesian well plugging system and method | |
| CN103993603A (en) | Top-down construction method for anchor rod and rotary jet grouting back cover deep foundation pit without precipitation operation | |
| CN111396067B (en) | Comprehensive shield steel sleeve receiving construction method in complex environment | |
| CN206706792U (en) | Deep foundation pit precipitation well construction | |
| CN112576812B (en) | Large-diameter long-distance linear jacking pipe jacking method | |
| CN110469332B (en) | Advanced support consolidation method for tunnel penetrating through debris flow accumulation body | |
| CN104790419A (en) | Dewatering construction method applicable to tunnel in water-rich quicksand stratum | |
| CN114150749A (en) | Construction method for non-stop connection of new and old sewage wells | |
| CN107191188B (en) | Bedrock section bad aquifer positioning and targeting grouting vertical shaft wall structure, construction device and construction method | |
| CN108999635A (en) | A kind of pilot drainage arrangement and construction method for the weak cementing roadway surrounding rock of rich water | |
| CN208763692U (en) | Pilot drainage arrangement for the weak cementing roadway surrounding rock of rich water | |
| CN205116159U (en) | Supporting rig dry process pore -forming bored concrete pile that digs soon of back slip casting | |
| CN115262528A (en) | Micro-disturbance grouting device for controlling horizontal deformation of subway tunnel and construction method | |
| CN215169989U (en) | Freezing system for reinforcing 60-meter-grade ultra-long distance communication channel by freezing method | |
| CN106703836A (en) | Treatment method of the bedding soft soil of existing circular shield tunnel | |
| CN210459133U (en) | Gravity dam foundation drainage structures | |
| CN113338950A (en) | Shield closed arrival construction method of freezing method and cement system combined steel sleeve | |
| CN109488333B (en) | Construction method for inserting pipe shed piles in horizontal stirring and spraying | |
| CN111734424A (en) | Tunnel grouting reinforcement method for down-passing airport terminal building | |
| CN111810236A (en) | Full-wrapping type comprehensive water-proof and drainage system for water-rich tunnel |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination |