CN117552806B - Grouting reinforcement device and method for shield tunnel in service period - Google Patents
Grouting reinforcement device and method for shield tunnel in service period Download PDFInfo
- Publication number
- CN117552806B CN117552806B CN202410043616.0A CN202410043616A CN117552806B CN 117552806 B CN117552806 B CN 117552806B CN 202410043616 A CN202410043616 A CN 202410043616A CN 117552806 B CN117552806 B CN 117552806B
- Authority
- CN
- China
- Prior art keywords
- grouting
- holes
- surrounding rock
- suction
- vacuum pump
- 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.)
- Active
Links
- 230000002787 reinforcement Effects 0.000 title claims abstract description 94
- 238000000034 method Methods 0.000 title claims abstract description 48
- 239000002689 soil Substances 0.000 claims abstract description 118
- 239000002002 slurry Substances 0.000 claims abstract description 55
- 239000011435 rock Substances 0.000 claims abstract description 51
- 239000012530 fluid Substances 0.000 claims abstract description 34
- 239000011440 grout Substances 0.000 claims description 15
- 238000005553 drilling Methods 0.000 claims description 9
- 230000000694 effects Effects 0.000 claims description 9
- 238000012546 transfer Methods 0.000 claims description 6
- 238000007405 data analysis Methods 0.000 claims description 3
- 230000000149 penetrating effect Effects 0.000 claims description 3
- 230000009471 action Effects 0.000 claims description 2
- 238000007689 inspection Methods 0.000 claims 2
- 239000000463 material Substances 0.000 abstract 1
- 239000002699 waste material Substances 0.000 abstract 1
- 239000010410 layer Substances 0.000 description 29
- 239000007788 liquid Substances 0.000 description 9
- 230000008569 process Effects 0.000 description 9
- 238000007569 slipcasting Methods 0.000 description 8
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 8
- 210000003462 vein Anatomy 0.000 description 6
- 230000003014 reinforcing effect Effects 0.000 description 5
- 238000004891 communication Methods 0.000 description 4
- 238000010276 construction Methods 0.000 description 4
- 230000001066 destructive effect Effects 0.000 description 4
- 238000006073 displacement reaction Methods 0.000 description 4
- 239000012466 permeate Substances 0.000 description 4
- 238000013461 design Methods 0.000 description 3
- 238000001514 detection method Methods 0.000 description 3
- 230000008595 infiltration Effects 0.000 description 3
- 238000001764 infiltration Methods 0.000 description 3
- 230000004913 activation Effects 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 2
- 238000009792 diffusion process Methods 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000035515 penetration Effects 0.000 description 2
- 230000008439 repair process Effects 0.000 description 2
- 238000007789 sealing Methods 0.000 description 2
- 210000001124 body fluid Anatomy 0.000 description 1
- 239000010839 body fluid Substances 0.000 description 1
- 239000004568 cement Substances 0.000 description 1
- 238000003776 cleavage reaction Methods 0.000 description 1
- 239000002131 composite material Substances 0.000 description 1
- 230000006378 damage Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000009826 distribution Methods 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 230000007774 longterm Effects 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 239000002245 particle Substances 0.000 description 1
- 230000035699 permeability Effects 0.000 description 1
- 230000007017 scission Effects 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
- 230000007480 spreading Effects 0.000 description 1
- 238000003892 spreading Methods 0.000 description 1
- 239000000126 substance Substances 0.000 description 1
- 239000002344 surface layer Substances 0.000 description 1
- 238000009423 ventilation Methods 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/08—Lining with building materials with preformed concrete slabs
-
- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F04—POSITIVE - DISPLACEMENT MACHINES FOR LIQUIDS; PUMPS FOR LIQUIDS OR ELASTIC FLUIDS
- F04F—PUMPING OF FLUID BY DIRECT CONTACT OF ANOTHER FLUID OR BY USING INERTIA OF FLUID TO BE PUMPED; SIPHONS
- F04F3/00—Pumps using negative pressure acting directly on the liquid to be pumped
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Architecture (AREA)
- Mining & Mineral Resources (AREA)
- Civil Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Mechanical Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The application provides a grouting reinforcement device and method for a shield tunnel in a service period. The grouting reinforcement device comprises a negative pressure device and a grouting device, wherein the negative pressure device comprises a vacuum pump, a plurality of suction holes and a negative pressure pipe connected with the vacuum pump and the suction holes, the grouting device comprises a grouting machine, a plurality of grouting holes and a grouting pipe connected with the grouting machine and the grouting holes, and the suction holes and the grouting holes are formed in shield segments of the shield tunnel and penetrate through the shield segments; the vacuum pump sucks fluid from surrounding rock soil around the shield tunnel through the suction holes, and the grouting machine fills slurry into the surrounding rock soil at the interface of the shield tunnel and the surrounding rock soil through the grouting holes, so that the slurry displaces the fluid in the surrounding rock soil to gradually infiltrate the surrounding rock soil to form a grouting reinforcement layer. The equipment and the method realize accurate, controllable and uniform grouting in a nondestructive mode, reduce the waste of grouting materials, save the cost and form a grouting reinforcement layer at the interface of soil body and a tunnel.
Description
Technical Field
The present application relates to underground engineering, and in particular, to grouting reinforcement of shield tunnels.
Background
A large number of subway tunnels pass through a soft soil stratum, and uneven settlement possibly occurs in a long-term service process, so that serious tunnel defects such as leakage, large deformation, bearing capacity loss and the like are caused, and risks are brought to the operation safety of subways. Stratum grouting is used as an important means for subway reinforcement and repair in the operation period, and the construction method is simple, efficient and widely applied. For soft soil with low permeability, split grouting is the most widely used grouting method at present. The method is that grouting pressure is applied to the soil body, when the liquid pressure of slurry exceeds the splitting pressure of the soil body, the soil body is split hydraulically, namely the soil body is cracked suddenly, and the slurry feeding amount is increased suddenly. Splitting grouting is carried out on the soil body through grouting pressure, so that slurry forms net-shaped slurry veins in the soil body near grouting holes, the slurry veins form a grouting composite body together with the soil body after hardening, and the soil body is reinforced through skeleton action of the slurry veins and the soil body by squeezing the slurry veins.
However, the split grouting has disadvantages. Firstly, the distribution and reinforcement direction of a slurry vein network of split grouting are difficult to determine, and in actual engineering, the effect of multiple split grouting and grouting enhancement is often required. Secondly, the split grouting can only be reinforced within a single-point range, the reinforcing range is limited, and the multi-point split grouting is required to be carried out simultaneously for realizing the expected grouting reinforcing effect. Furthermore, the grouting pressure of the split grouting is large in overall length, and attention is paid to controlling the grouting pressure so as to prevent the tunnel structure from being damaged.
Disclosure of Invention
The grouting reinforcement layer construction technology is applied to grouting reinforcement of stratum of the shield tunnel in the service period, and grouting of soil is achieved in a nondestructive mode.
In order to achieve the above object, a first aspect of the present application proposes a service-period shield tunnel grouting reinforcement system (grouting reinforcement device) including a negative pressure apparatus and a grouting apparatus, wherein the negative pressure apparatus includes a vacuum pump, a plurality of suction holes, and a negative pressure pipe connecting the vacuum pump and the suction holes, the grouting apparatus includes a grouting machine, a plurality of grouting holes, and a grouting pipe connecting the grouting machine and the grouting holes, the suction holes and the grouting holes are formed in a shield segment of the shield tunnel and penetrate the shield segment; the vacuum pump sucks fluid from surrounding rock soil around the shield tunnel through the suction holes, and the grouting machine fills slurry into the surrounding rock soil at the interface of the shield tunnel and the surrounding rock soil through the grouting holes, so that the slurry displaces the fluid in the surrounding rock soil to gradually infiltrate the surrounding rock soil to form a grouting reinforcement layer.
Optionally, the suction rate of the vacuum pump and the grouting rate of the grouting machine are configured such that the slurry infiltrates into the gap in a gap-filling manner without destruction, and the fluidity of the slurry is 260mm or more.
Optionally, the vacuum pump is started prior to or simultaneously with the grouting machine to form grouting gaps in the surrounding rock-soil body, and the slurry permeates the surrounding rock-soil body by virtue of the guiding effect of the grouting gaps.
Optionally, the suction holes and the grouting holes are alternately arranged in a plurality of shield segments around the shield tunnel, the shield tunnel is completely or partially covered along the circumferential direction of the shield tunnel, the pitch angle between adjacent grouting holes and suction holes is 10-30 degrees, and the inner diameters of the suction holes and grouting holes are 3-10 mm.
Optionally, the grouting reinforcement system further comprises a conveying channel formed in the shield segment, the conveying channel being arranged along a circumferential direction of the shield tunnel and extending in a longitudinal direction, and comprising a suction channel in communication with the suction hole and a grouting channel in communication with the grouting hole.
Optionally, the grouting holes are formed by original grouting holes and/or added drilling holes on the shield segments, and the suction holes are formed by added drilling holes.
According to a second aspect of the present application, there is provided a service shield tunnel grouting reinforcement method using the grouting reinforcement system according to the first aspect, comprising the steps of:
providing a vacuum pump and a grouting machine;
providing a shield segment with a conveying channel, a suction hole and a grouting hole, wherein the suction hole and/or the grouting hole are formed by drilling holes in the shield segment;
the vacuum pump and the suction hole are connected through a negative pressure pipe, and the grouting machine and the grouting hole are connected through a grouting pipe;
configuring slurry, and setting the suction rate of a vacuum pump and the grouting rate of a grouting machine;
starting a vacuum pump, and sucking fluid from the surrounding rock soil body through a sucking hole;
and starting a grouting machine, and grouting slurry into the surrounding rock soil body through grouting holes at the interface of the shield tunnel and the surrounding rock soil body, so that the slurry displaces fluid in the surrounding rock soil body to gradually infiltrate the surrounding rock soil body to form a grouting reinforcement layer.
Optionally, a uniform annular grouting reinforcement layer is formed around the whole shield tunnel or a dome area of the shield tunnel, and the radial thickness of the grouting reinforcement layer is 2-8 m.
Optionally, at least one vacuum pump and/or at least one grouting machine are provided, each vacuum pump and each grouting machine being connected to suction holes and grouting holes of different areas for grouting at least one grout into different areas of the surrounding rock-soil body.
Optionally, the grouting reinforcement method further comprises a grouting effect checking step, wherein the checking method comprises a data analysis method, a site observation method and a radar scanning method.
The technical scheme provided by the embodiment of the application can comprise the following beneficial effects: by absorbing fluid (such as gas and water) in the surrounding rock soil body, the slurry is allowed to gradually infiltrate into the surrounding rock soil body in a non-destructive manner in a displacement fluid manner, so that the original structure of the surrounding rock soil body can be maintained, the integrity of a grouting reinforcement layer and the surrounding rock soil body is improved, and a grouting layer can be formed at the interface between the surrounding rock soil body and a tunnel; by providing a plurality of suction holes and a plurality of grouting holes in the shield segment, the slurry can quickly infiltrate into the soil body, and an interconnected grouting surface can be formed around the shield tunnel, so that grouting efficiency is improved; through selecting and using suction hole and slip casting hole can accurate control slip casting position and the effective diffusion scope of thick liquid, form even slip casting reinforcement layer, reduce the thick liquid extravagant, practice thrift the cost.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this application, are included to provide a further understanding of the application and to provide a further understanding of the application with regard to the other features, objects and advantages of the application. The drawings of the illustrative embodiments of the present application and their descriptions are for the purpose of illustrating the present application and are not to be construed as unduly limiting the present application. In the drawings:
FIG. 1 is a schematic diagram of a grouting reinforcement system according to an embodiment of the present application;
FIG. 2 is a schematic illustration of the placement of suction holes, grouting holes, and transfer channels in a shield tunnel of a grouting reinforcement system according to an embodiment of the present application;
FIG. 3 is a schematic view of the arrangement of suction holes, grouting holes in a shield segment of a grouting reinforcement system according to an embodiment of the present application;
FIG. 4 is another schematic view of the arrangement of suction holes, grouting holes in a shield segment of a grouting reinforcement system according to an embodiment of the present application;
FIG. 5 is a schematic illustration of the connection of a vacuum pump and grouting machine to a suction hole and grouting holes of a grouting reinforcement system according to an embodiment of the present application; and
fig. 6 is an exemplary illustration of a grouting reinforcement layer formed using a grouting reinforcement system and method according to the present application.
Detailed Description
In order to make the present application solution better understood by those skilled in the art, the following description will be made in detail and with reference to the accompanying drawings in the embodiments of the present application, it is apparent that the described embodiments are only some embodiments of the present application, not all embodiments. All other embodiments, which can be made by one of ordinary skill in the art based on the embodiments herein without making any inventive effort, shall fall within the scope of the present application.
It should be noted that the terms "first," "second," and the like in the description and claims of the present application and the above figures are used for distinguishing between similar objects and not necessarily for describing a particular sequential or chronological order. It is to be understood that the data so used may be interchanged where appropriate in order to describe the embodiments of the present application described herein. Furthermore, the terms "comprises," "comprising," and "having," and any variations thereof, are intended to cover a non-exclusive inclusion, such that a process, method, system, article, or apparatus that comprises a list of steps or elements is not necessarily limited to those steps or elements expressly listed but may include other steps or elements not expressly listed or inherent to such process, method, article, or apparatus.
In the present application, the terms "upper", "lower", "left", "right", "front", "rear", "top", "bottom", "inner", "outer", "middle", "vertical", "horizontal", "lateral", "longitudinal" and the like indicate an azimuth or a positional relationship based on that shown in the drawings. These terms are used primarily to better describe the present application and its embodiments and are not intended to limit the indicated device, element or component to a particular orientation or to be constructed and operated in a particular orientation.
Also, some of the terms described above may be used to indicate other meanings in addition to orientation or positional relationships, for example, the term "upper" may also be used to indicate some sort of attachment or connection in some cases. The specific meaning of these terms in this application will be understood by those of ordinary skill in the art as appropriate.
Furthermore, the terms "mounted," "configured," "provided," "connected," "coupled," and "sleeved" are to be construed broadly. For example, "connected" may be in a fixed connection, a removable connection, or a unitary construction; may be a mechanical connection, or an electrical connection; may be directly connected, or indirectly connected through intervening media, or may be in internal communication between two devices, elements, or components. The specific meaning of the terms in this application will be understood by those of ordinary skill in the art as the case may be.
Example embodiments according to the present application will be described below with reference to the accompanying drawings.
The scheme of this application is dedicated to the slip casting reinforcement of tunnel country rock, aims at providing one kind and is destroyed the slip casting mode, especially split slip casting different slip casting reinforcement scheme now, forms the slip casting reinforcement layer around the tunnel in accurate, controllable, quick while to original country rock more friendly mode. Grouting reinforcement layer refers to: surrounding rock soil body is reinforced around a tunnel penetrating through a soft soil stratum by a method of grouting behind a tunnel lining, and a reinforcing layer is formed between the hardened slurry and the soil body.
The split grouting is a typical destructive grouting mode, a high-pressure grouting process is used for injecting cement or chemical grout into surrounding rock soil, in the grouting process, the grout at the outlet of a grouting pipe applies additional compressive stress to the surrounding soil, so that shearing cracks are generated on the original soil structure, the grout is gradually split along the cracks from the low-strength place of the soil to the high-strength place, and the grout split into the soil forms a grout vein network or skeleton for reinforcing the soil. Although the split grouting can be used for quick grouting, the original structure of the surrounding rock soil body is damaged greatly, and the split grouting is not suitable for reinforcing the surrounding rock of the tunnel in the service period.
The grouting reinforcement scheme of the shield tunnel in the service period provided by the application provides a guiding infiltration type grouting system which combines the removal of fluid (such as gas and water) in soil and the guiding of slurry infiltration into the soil, and builds a grouting reinforcement layer based on the guiding infiltration type grouting system. According to the grouting system, the structure of the shield segment is modified, fluid is carried out on the basis to absorb and drain gas and liquid in the soil body, and the guide slurry permeates the soil body, so that grouting reinforcement of the shield tunnel in the service period is realized.
Fig. 1 shows a service shield tunnel grouting reinforcement system (grouting reinforcement device) according to an embodiment of the present application, which generally includes a negative pressure apparatus and a grouting apparatus. The negative pressure device is used to draw fluid, such as gas and water in the body of rock surrounding the tunnel 10, from the body of earth and to remove the drawn fluid. The grouting equipment is used for grouting prepared slurry into the surrounding rock soil body to form a grouting reinforcement layer.
Specifically, referring to fig. 1 and 2, the negative pressure apparatus includes a vacuum pump 21, a negative pressure pipe 22, and a suction hole 23, the negative pressure pipe 22 connecting the vacuum pump 21 and the suction hole 23, the suction hole 23 communicating with the surrounding rock-soil body. A vacuum environment may be created within the vacuum pump 21 to provide a negative pressure within the negative pressure tube 22, with the negative pressure being used to draw fluid from the surrounding rock-soil body through the suction holes 23, the fluid being conveyed to the vacuum pump 21 via the negative pressure tube 22 for evacuation. The grouting equipment comprises a grouting machine 31, a grouting pipe 32 and grouting holes 33, wherein the grouting pipe 32 connects the grouting machine 31 with the grouting holes 33, and the grouting holes 33 are communicated with the surrounding rock soil body. The grouting machine 31 is used for disposing the grout and delivering the grout to grouting holes 33 via grouting pipes 32, and grouting the grout into the surrounding rock-soil body through the grouting holes 33. The suction holes 23 and the grouting holes 33 are formed in the shield segments 11, 12, 13, 14, 15, 16 of the shield tunnel 10, and penetrate through the shield segments 11 to 16 to communicate with the surrounding rock-soil body.
In the process of grouting reinforcement of the surrounding rock-soil body by using the grouting reinforcement system of the present application, the vacuum pump 21 sucks fluid from the surrounding rock-soil body around the shield tunnel 10 through the suction hole 23, the grouting machine 31 conveys slurry to the grouting hole 33 through the grouting pipe 32, and the slurry is poured into the surrounding rock-soil body at the interface region of the shield tunnel 10 and the surrounding rock-soil body, so that the slurry displaces the fluid in the surrounding rock-soil body and gradually permeates the surrounding rock-soil body, thereby forming the grouting reinforcement layer 50 extending inwards from the interface region (refer to fig. 3).
In the grouting reinforcement system, the grouting can rapidly and completely fill the surrounding rock soil body under the condition of not damaging the original structure of the surrounding rock soil body by the cooperative working mode of sucking fluid and grouting the grouting; by properly arranging the positions of the suction holes 23 and the grouting holes 33, and properly setting the operation parameters of the vacuum pump 21 and the grouting machine 31, the grouting position and area and the grouting time can be accurately controlled and predicted; the suction holes 23 and the grouting holes 33 which are arranged around the shield tunnel 10 and are communicated with each other can allow simultaneous grouting at a plurality of circumferential positions of the shield tunnel 10, a plurality of grouting positions are interconnected to form a grouting belt, and faster grouting can be realized; by sucking fluid in the surrounding rock-soil body to enable the slurry to displace the fluid in a self-seeking manner so as to gradually infiltrate the surrounding rock-soil body, a uniform grouting reinforcement layer which gradually extends into the soil body from the interface of the tunnel 10 and the surrounding rock-soil body can be obtained, the formed grouting reinforcement layer still forms a part of the surrounding rock-soil body, the structural integrity of the surrounding rock-soil body is maintained, the stress within the range of the grouting reinforcement layer is generally consistent, no obvious stress concentration exists, and the overall structural strength and reliability of the grouting reinforcement layer can be improved.
Other aspects of the present application will be described with continued reference to the accompanying drawings.
According to the application, the openings of the suction holes 23 and the grouting holes 33 are positioned at the interface position of the outer wall of the tunnel 10 and the surrounding rock-soil body, so that a grouting reinforcement layer is formed close to the shield tunnel 10. Additionally, conduits (not shown) may be disposed within the suction holes 23 and grouting holes 33 so that the suction and grouting openings extend into the surrounding rock-soil body while still ensuring that the grouting reinforcement layer can cover the interface region described above. The openings of the suction holes 23 may be provided with a filter screen to prevent silt, fine stones and soil particles in the soil body from entering the negative pressure pipe 22. The openings of the grouting holes 33 may be provided with additional auxiliary grouting members, such as perforated pipes, to locally enhance grouting efficiency.
According to the present application, the vacuum pump 21 may be connected to the plurality of suction holes 23 through the negative pressure pipe 22, simultaneously suction fluid from the surrounding rock-soil body through the plurality of suction holes 23, and the grouting machine 31 may be connected to the plurality of grouting holes 33 through the grouting pipe 32, simultaneously grouting the surrounding rock-soil body through the plurality of grouting holes 33. Alternatively or additionally, the grouting reinforcement system may comprise a transfer channel in communication with the suction aperture 23 and the grouting aperture 33 for transferring the sucked fluid as well as the slurry, as shown in the example of fig. 2. In this case, the negative pressure pipe 22 may be connected to only one suction hole 23, the grouting pipe 32 is connected to one grouting hole 33, the fluid sucked by the plurality of suction holes 23 is transferred to the negative pressure pipe 22 through the transfer passage, and the slurry is distributed to the plurality of grouting holes 33, as shown in fig. 1 and 6. The transfer channels may be formed in shield segments 11-16, the locations of which are shown schematically in cross-section in FIG. 2. The plurality of conveying channels in the shield segments 11-16 comprise a suction channel 41 communicated with the suction holes 23 and a grouting channel 42 communicated with the grouting holes 33, and are respectively used for conveying the sucked soil body fluid and the slurry. It should be understood that the suction channels 41 and the grouting channels 42 should be isolated from each other, that the plurality of suction channels 41 and the plurality of grouting channels 42 should communicate with each other so that the sucked fluid and slurry are independently transferred, and that the sucked fluid and slurry can flow around the entire tunnel 10 in the circumferential direction and the longitudinal direction. In the example of fig. 2, the suction holes 23 and the grouting holes 33 correspond to the circumferential positions of the suction channel 41 and the grouting channel 42, respectively, up to the suction channel 41 and the grouting channel 42, which is a simple arrangement.
According to the present application, in order to ensure non-destructive penetration of the grout into the surrounding rock-soil body, the suction rate of the vacuum pump 21 and the grouting rate of the grouting machine 31 should be appropriately set so that the grouting pressure of the grout is lower than the cleavage stress of the soil body and so that the grout penetrates into the soil body in a displacement fluid manner. In the process, the slurry pulse in the soil body is provided by the mode that slurry permeates into the soil body when fluid in the surrounding rock soil body is sucked, and the slurry pulse is generated by destroying the soil body structure and invading the soil body with high pressure. The grouting mode aims at maintaining and utilizing the original structure of the surrounding rock soil body, and grouting is performed in a mode of combining displacement and gap filling, so that the grouting mode is particularly beneficial to grouting reinforcement of the shield tunnel in the service period. According to the embodiment of the present application, the suction rate of the vacuum pump 21 (total suction rate in the case of the plurality of vacuum pumps 21) is set to 5 to 10L/min, the grouting rate of the grouting machine 31 (total grouting rate in the case of the plurality of grouting machines 31) is set to 5 to 10L/min, the fluidity of the slurry is 260mm or more, and good synergy of suction and grouting can be achieved within the above-described range.
According to the present application, the activation sequence of the vacuum pump 21 and the grouting machine 31 may be appropriately selected so that the grout infiltrates the surrounding rock-soil body in different caulking manners. In one embodiment, the vacuum pump 21 is started before the grouting machine 31 or simultaneously with the grouting machine 31, so that grouting gaps are formed in the surrounding rock-soil body when the grouting liquid is conveyed to the grouting holes 33, namely, the space originally filled with gas and water is made into empty gaps by sucking the fluid, and the grouting liquid is lifted into the grouting space in advance, wherein the grouting liquid is permeated into the surrounding rock-soil body by the guiding effect of the grouting gaps. Alternatively, in other embodiments, grouting machine 31 is started prior to vacuum pump 21, and slurry is delivered to the interface of shield tunnel 10 and the surrounding rock-soil body, spreads at the interface, and fills the surface layer of the surrounding rock-soil body. The slurry creates pressure at the interface during this process, and the slurry spreading at the interface has a greater driving-off effect on the fluid in the soil body, allowing penetration into the grouting gap as it forms, in which case the displacement of the slurry is more pronounced. In the above case, the operating parameters of the vacuum pump 21 and grouting machine 31 should be set appropriately to ensure good synergy of suction and grouting, and the vacuum pump 21 should be ensured to thoroughly suck the gas and water in the surrounding rock soil of the tunnel 10 to ensure the integrity of slurry filling.
According to the present application, the suction holes 23 and the grouting holes 33 are alternately arranged in each of the plurality of shield segments 11 to 16 around the shield tunnel 10. As shown in fig. 2, tunnel 10 is comprised of six shield segments 11, 12, 13, 14, 15, and 16. The first shield segments 11-15 have the same structure and are spliced with each other at a central angle theta of about 67-68 degrees. The second shield segment 16 is a sealing segment, and is used for sealing a structure formed by splicing the first shield segments 11-15, and is fixed with the first shield segments 14 and 15 through fastening holes 10a and 10b on two sides of the second shield segment 16 by fasteners (not shown) so as to form a complete tunnel section. The partial longitudinal sectional views of the shield tunnel 10 of fig. 4 and 5 show the arrangement of the suction holes 23 and the grouting holes 33 in the shield segments 11 to 16 in different positions, fig. 4 shows the arrangement in the first shield segments 14, 15 and the second shield segment 16, and fig. 5 shows the arrangement in the first shield segments 14, 11, 12. In general, three suction holes 23 or grouting holes 33 are arranged in each of the first shield segments 11 to 15, and one grouting hole 33 or suction hole 23 is arranged in the second shield segment 16. The suction holes 23 and the grouting holes 33 may completely or partially cover the shield tunnel 10 in the circumferential direction of the shield tunnel 10 according to the range in which the grouting reinforcement layer 50 is to be formed. In practical applications, according to the position where grouting reinforcement is to be performed, the suction holes 23 and the grouting holes 33 on the shield segments 11-16 near the grouting reinforcement position may be selected, and the negative pressure pipe 22 and the grouting pipe 32 are connected to the suction holes 23 and the grouting holes 33 closest to the grouting reinforcement position, as shown in fig. 6, other suction holes 23 and grouting holes 33 that are not used may be temporarily plugged. Also shown in fig. 4 are clamping portions 17a for connecting adjacent shield segments 11-16 and clamping portions 17b for installing auxiliary devices (e.g., lighting devices, ventilation devices) within the tunnel.
According to the present application, the pitch angle α between adjacent suction holes 23 and grouting holes 33 and optionally suction channels 41 and grouting channels 42 is 10-30 °, for example 22.5 °, the inner diameter of the suction holes 23 and grouting holes 33 is 3-10 mm. The design ensures that the forming speed of the grouting gap can meet engineering requirements, and the poured slurry can be interconnected at the interface of the shield tunnel 10 and the surrounding rock-soil body to form a grouting surface so as to ensure sufficient grouting efficiency.
According to the application, the conveying channel can be an inherent structure of the shield segments 11-16, for example, the conveying channel can be used as a slurry conveying channel in the existing grouting process. In the example of fig. 2, each of the first shield segments 11 to 15 is formed with three conveying passages, and the second segment 16 is formed with one conveying passage, which is arranged in the circumferential direction of the shield tunnel 10 and extends in the longitudinal direction. Grouting holes 33 may be formed by original grouting holes and/or increased drilling holes on shield segments 11-16, and suction holes 23 may be formed by increased drilling holes. In the example of fig. 2, the suction hole 23 is a drilled hole added in the construction stage, and the grouting hole 33 is an inherent grouting hole in the shield segments 11 to 16. Optionally, specific designs of the suction holes 23 and the grouting holes 33 can be added in the design stage of the shield segments 11-16, and the manufacture of the suction holes 23 and the grouting holes 33 is completed when the shield segments 11-16 are manufactured. In the grouting reinforcement system, the inherent structure of the shield segments 11-16 is utilized to provide the conveying channel, the suction holes 23 and the grouting holes 33, so that the cost can be saved, the applicability of the grouting reinforcement system to the existing shield tunnel is facilitated, and the grouting reinforcement system is particularly suitable for reinforcement of the shield tunnel in the service period.
According to the principle of the application, a grouting reinforcement method for the shield tunnel in the service period by using the grouting reinforcement system is also provided, and the grouting reinforcement method comprises the following steps:
providing a vacuum pump 21 and a grouting machine 31;
providing shield segments 11-16 with a conveying channel, a suction hole 23 and a grouting hole 33, wherein the suction hole 23 and/or the grouting hole 33 are formed by drilling holes in the shield segments 11-16;
the vacuum pump 21 and the suction hole 23 are connected through the negative pressure pipe 22, and the grouting machine 31 and the grouting hole 33 are connected through the grouting pipe 32;
configuring slurry, setting the suction rate of the vacuum pump 21 and the grouting rate of the grouting machine 31;
starting a vacuum pump 21, and sucking fluid from the surrounding rock soil body through a sucking hole 23;
the grouting machine 31 is started, grouting liquid is poured into the surrounding rock soil body through the grouting holes 33 at the interface of the shield tunnel 10 and the surrounding rock soil body, and the grouting liquid displaces fluid in the surrounding rock soil body so as to gradually infiltrate the surrounding rock soil body to form a grouting reinforcement layer 50.
According to the grouting reinforcement method of the present application, the activation of the vacuum pump 21 and the grouting machine 31 may be selected according to engineering requirements, as described above. Depending on the engineering requirements and the arrangement and number of suction holes 23 and grouting holes 33, a grouting reinforcement layer 50 may be formed around the entire shield tunnel 10 or a dome area or other partial area of the shield tunnel 10. The example of fig. 3 shows a grouting reinforcement layer 50 formed in the dome area of the shield tunnel 10. The grouting reinforcement layer 50 covers a uniform annular area having a radial thickness T. According to the grouting reinforcement method, the annular grouting reinforcement layer 50 with the radial thickness T of 2-8 m can be formed at the periphery of the shield tunnel 10 within 1.5h, and compared with the existing grouting reinforcement method, the grouting reinforcement method has the advantages of obviously improved efficiency and better uniformity.
In the grouting reinforcement method of the present application, a plurality of vacuum pumps 21 and grouting machines 31 may be used to reinforce the surrounding rock-soil body with different slurries at different positions according to engineering requirements. For example, at least one vacuum pump 21 and/or at least one grouting machine 31 are provided, and each vacuum pump 21 and each grouting pump 31 are connected with the suction holes 23 and the grouting holes 33 of different areas (circumferential direction and longitudinal direction) of the shield tunnel 10, whereby the same or different slurries can be poured in different areas of the soil body. The method of the application grouting the surrounding rock soil body in a nondestructive mode, so that the working mode can be well applied to improve grouting efficiency. The working mode is particularly suitable for different repair requirements of the shield tunnel 10 in the service period.
The grouting reinforcement method further comprises the step of detecting grouting effects, wherein the detection method comprises a data analysis method, a site observation method and a radar scanning method. In one embodiment, the grouting effect is checked using radar scanning. After grouting is completed, a ground penetrating radar nondestructive detection technology is used for detecting a medium within a thickness range of about 1m behind the lining of the shield tunnel 10, so that a diffusion range of grouting body and related information can be obtained, and the information can display an actual grouting effect. Suitable detection methods may be selected based on the coverage and radial thickness T of the grouting reinforcement layer 50.
In summary, in the present application, a grouting reinforcement system and method based on the inherent structure of the existing shield segment are provided to perform grouting reinforcement in a non-destructive manner friendly to the surrounding rock-soil body, the grouting operation is simple, convenient and controllable, the uniformity of the grouting reinforcement layer and the integrity with the surrounding rock-soil body are better, and the grouting reinforcement system and method are particularly suitable for grouting reinforcement of a shield tunnel in a service period, and are applicable to the surrounding rock-soil body with a small amount of water seepage, a large amount of strand water and scattered line water.
The foregoing description is only of the preferred embodiments of the present application and is not intended to limit the same, but rather, various modifications and variations may be made by those skilled in the art. Any modification, equivalent replacement, improvement, etc. made within the spirit and principles of the present application should be included in the protection scope of the present application.
Claims (9)
1. A grouting reinforcement system of a shield tunnel in a service period is characterized by comprising negative pressure equipment and grouting equipment,
the negative pressure equipment comprises a vacuum pump (21), a plurality of suction holes (23) and a negative pressure pipe (22) for connecting the vacuum pump and the suction holes, the grouting equipment comprises a grouting machine (31), a plurality of grouting holes (33) and a grouting pipe (32) for connecting the grouting machine and the grouting holes, the suction holes and the grouting holes are formed in a shield segment of the shield tunnel (10) and penetrate through the shield segment, the suction holes and the grouting holes are alternately arranged in the shield segment around the shield tunnel, the shield tunnel is covered completely or partially along the circumferential direction of the shield tunnel, the pitch angle (alpha) between the adjacent grouting holes and the suction holes is 10-30 degrees, and the inner diameters of the suction holes and the grouting holes are 3-10 mm;
the grouting device comprises a vacuum pump, a grouting machine, a grouting hole, a grouting machine, a grouting reinforcement layer (50) and a grouting machine, wherein the vacuum pump sucks fluid from surrounding rock soil around the shield tunnel through the suction hole, the grouting machine fills slurry into the surrounding rock soil at the interface of the shield tunnel and the surrounding rock soil through the grouting hole, so that the slurry displaces the fluid in the surrounding rock soil to gradually infiltrate into the surrounding rock soil, and the suction rate of the vacuum pump and the grouting rate of the grouting machine are configured to enable the slurry to infiltrate into a gap in a gap-filling mode.
2. The grouting reinforcement system of claim 1, wherein the vacuum pump is activated prior to or simultaneously with the grouting machine to form grouting gaps in the surrounding rock mass, the grout penetrating into the surrounding rock mass by the guiding action of the grouting gaps.
3. Grouting reinforcement system according to claim 1, further comprising a transfer channel formed in the shield segment, the transfer channel being arranged in the circumferential direction of the shield tunnel and extending in the longitudinal direction, comprising a suction channel (41) communicating with the suction hole and a grouting channel (42) communicating with the grouting hole.
4. Grouting reinforcement system according to claim 1, wherein the grouting holes are formed by original grouting holes and/or added drilling holes in the shield segments, and the suction holes are formed by added drilling holes.
5. A method of grouting reinforcement for a shield tunnel in service using the grouting reinforcement system of claim 1, comprising the steps of:
providing the vacuum pump and the grouting machine;
providing the shield segment with a conveying channel, the suction hole and the grouting hole, wherein the suction hole and/or the grouting hole are/is formed by drilling holes in the shield segment;
the vacuum pump is connected with the suction hole through the negative pressure pipe, and the grouting machine is connected with the grouting hole through the grouting pipe;
configuring slurry, and setting the suction rate of the vacuum pump and the grouting rate of the grouting machine;
starting the vacuum pump, and sucking the fluid from the surrounding rock-soil body through the sucking hole;
starting the grouting machine, grouting slurry into the surrounding rock soil body through the grouting holes at the interface of the shield tunnel and the surrounding rock soil body, so that the slurry displaces the fluid in the surrounding rock soil body to gradually infiltrate the surrounding rock soil body to form the grouting reinforcement layer;
wherein the suction rate of the vacuum pump and the grouting rate of the grouting machine are configured such that the slurry is non-destructively infiltrated into the gaps in the surrounding rock-soil body in a caulking manner.
6. The grouting reinforcement method according to claim 5, wherein a uniform annular grouting reinforcement layer is formed around the whole shield tunnel or a dome region of the shield tunnel, and a radial thickness (T) of the grouting reinforcement layer is 2 to 8m.
7. Grouting reinforcement method according to claim 5, characterized in that at least one vacuum pump and/or at least one grouting machine are provided, each vacuum pump and each grouting machine being connected to the suction holes and the grouting holes of different areas for grouting at least one grout into different areas of the surrounding rock-soil body.
8. The grouting reinforcement method according to claim 5, wherein the grouting rate is configured such that the fluidity of the slurry is 260mm or more.
9. The grouting reinforcement method according to any one of claims 5 to 8, further comprising a grouting effect inspection step, the inspection method comprising a data analysis method, a field observation method, and a radar scanning method.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202410043616.0A CN117552806B (en) | 2024-01-11 | 2024-01-11 | Grouting reinforcement device and method for shield tunnel in service period |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202410043616.0A CN117552806B (en) | 2024-01-11 | 2024-01-11 | Grouting reinforcement device and method for shield tunnel in service period |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN117552806A CN117552806A (en) | 2024-02-13 |
| CN117552806B true CN117552806B (en) | 2024-04-09 |
Family
ID=89816982
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202410043616.0A Active CN117552806B (en) | 2024-01-11 | 2024-01-11 | Grouting reinforcement device and method for shield tunnel in service period |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN117552806B (en) |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112282767A (en) * | 2020-10-21 | 2021-01-29 | 江苏旭辰交通科技发展有限公司 | Ultra-deep reinforcement construction method for shield end soil body under water-rich silty-fine sand geology |
| CN113217015A (en) * | 2021-05-31 | 2021-08-06 | 湖南大学 | Reinforcing structure and reinforcing method for shield tunnel |
| CN113605931A (en) * | 2021-09-07 | 2021-11-05 | 浙江大学 | Soil layer interface urban tunnel crossing reinforcement structure and construction method thereof |
| CN115370382A (en) * | 2022-08-22 | 2022-11-22 | 杭州玖通环境科技有限公司 | Self-balancing slurry return system for subway tunnel reinforcement construction and subway tunnel reinforcement method |
| CN116906059A (en) * | 2023-07-31 | 2023-10-20 | 中建桥梁有限公司 | Grouting pipeline system of shield tunneling machine and shield tunneling machine thereof |
Family Cites Families (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111335907B (en) * | 2020-03-20 | 2021-11-19 | 中铁十四局集团有限公司 | Control method, control device and storage medium for stratum deformation in shield construction process |
-
2024
- 2024-01-11 CN CN202410043616.0A patent/CN117552806B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112282767A (en) * | 2020-10-21 | 2021-01-29 | 江苏旭辰交通科技发展有限公司 | Ultra-deep reinforcement construction method for shield end soil body under water-rich silty-fine sand geology |
| CN113217015A (en) * | 2021-05-31 | 2021-08-06 | 湖南大学 | Reinforcing structure and reinforcing method for shield tunnel |
| CN113605931A (en) * | 2021-09-07 | 2021-11-05 | 浙江大学 | Soil layer interface urban tunnel crossing reinforcement structure and construction method thereof |
| CN115370382A (en) * | 2022-08-22 | 2022-11-22 | 杭州玖通环境科技有限公司 | Self-balancing slurry return system for subway tunnel reinforcement construction and subway tunnel reinforcement method |
| CN116906059A (en) * | 2023-07-31 | 2023-10-20 | 中建桥梁有限公司 | Grouting pipeline system of shield tunneling machine and shield tunneling machine thereof |
Also Published As
| Publication number | Publication date |
|---|---|
| CN117552806A (en) | 2024-02-13 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN100545418C (en) | Quick filling system between the composite shaft lining wall | |
| CN110080802A (en) | A kind of quick reinforcement construction method in tunnel | |
| CN107725056A (en) | One kind passes through silly stratum tunnel loopful quick grouting construction method in advance | |
| CN108612086A (en) | A kind of crack geotechnical boring cast-in-place pile construction method | |
| CN110259473A (en) | Rich water sand-pebble layer hollow pile applies cutterhead inspection-pit maintenance craft | |
| CN111472346A (en) | Construction method for reinforcing soil around pile body of cast-in-place pile | |
| CN112081107B (en) | Drainage positioning grouting guide pipe and using method thereof | |
| CN217841648U (en) | Existing shield stratum grouting reinforcement system based on WSS construction method for tunnel downward penetration | |
| CN114808990A (en) | High-pressure pre-filling karst cave pile foundation construction method | |
| CN110130324B (en) | Steel pipe mini pile and construction method thereof | |
| CN117552806B (en) | Grouting reinforcement device and method for shield tunnel in service period | |
| CN106089245B (en) | One kind postpones grouting method after being used for single shield TBM walls | |
| CN110159866B (en) | Construction method for reinforcing and reinforcing buried steel pipe | |
| JP2009068213A (en) | Construction method for underground structure using caisson, and caisson with cut-off device | |
| KR101437443B1 (en) | Pressure apparatus for boring tunnel | |
| CN109458194B (en) | staged grouting treatment method for renovating deformation of cross section of tunnel | |
| CN109881696A (en) | A kind of HPPG back cover construction method | |
| CN110258507B (en) | Soft soil foundation reinforcing method | |
| KR101437439B1 (en) | Apparatus for boring tunnel | |
| Shimada et al. | Performance of mortar and chemical grout injection into surrounding soil when slurry pipe-jacking method is used | |
| CN113073669A (en) | Pile wall leakage stopping structure for gravel stratum SMW construction method and construction method | |
| CN106285696A (en) | Sand-pebble layer rectangular shield top digging pressure balanced sets up construction method | |
| CN207013441U (en) | Comprehensive restoration system for polluted site | |
| JP2017089106A (en) | Method to form pressure-resistant bearing ground body for pipe roof | |
| CN218757411U (en) | Deformation directional grouting device |
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 | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |