CN110939450A - Shield excavation grouting structure for water-rich disturbance sensitive stratum and construction method - Google Patents

Shield excavation grouting structure for water-rich disturbance sensitive stratum and construction method Download PDF

Info

Publication number
CN110939450A
CN110939450A CN201911177399.XA CN201911177399A CN110939450A CN 110939450 A CN110939450 A CN 110939450A CN 201911177399 A CN201911177399 A CN 201911177399A CN 110939450 A CN110939450 A CN 110939450A
Authority
CN
China
Prior art keywords
shield
grouting
channel
mud
ring
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.)
Granted
Application number
CN201911177399.XA
Other languages
Chinese (zh)
Other versions
CN110939450B (en
Inventor
肖洪波
杨果林
吕涛
张沛然
李森阔
戴志浩
陈亚军
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
CCFEB Civil Engineering Co Ltd
Original Assignee
CCFEB Civil Engineering Co Ltd
Priority date (The priority date 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 date listed.)
Filing date
Publication date
Application filed by CCFEB Civil Engineering Co Ltd filed Critical CCFEB Civil Engineering Co Ltd
Priority to CN201911177399.XA priority Critical patent/CN110939450B/en
Publication of CN110939450A publication Critical patent/CN110939450A/en
Application granted granted Critical
Publication of CN110939450B publication Critical patent/CN110939450B/en
Active legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Images

Classifications

    • 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
    • E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
    • E21D9/0607—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining the shield being provided with devices for lining the tunnel, e.g. shuttering
    • 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

Landscapes

  • Engineering & Computer Science (AREA)
  • Mining & Mineral Resources (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Geochemistry & Mineralogy (AREA)
  • Geology (AREA)
  • Architecture (AREA)
  • Structural Engineering (AREA)
  • Environmental & Geological Engineering (AREA)
  • Civil Engineering (AREA)
  • Lining And Supports For Tunnels (AREA)
  • Excavating Of Shafts Or Tunnels (AREA)

Abstract

The invention discloses a shield excavation grouting structure for a water-rich disturbance sensitive stratum and a construction method, wherein the shield excavation grouting structure comprises the following steps: and the shield excavation channel is arranged in the water-rich disturbance sensitive stratum and extends from the water-rich disturbance sensitive stratum to the adjacent stratum. And a first grouting double-loop channel and a second grouting double-loop channel are formed in the shield excavation channel in a jetting mode, the first grouting double-loop channel is located in the water-rich disturbance sensitive stratum, and the second grouting double-loop channel is communicated with the end portion of the first grouting double-loop channel and extends from the water-rich disturbance sensitive stratum to the adjacent stratum. The first grouting double-loop and the second grouting double-loop are both double-loop structures formed by inner loops and outer loops which are made of different materials, so that the outer wall of the outer loop constructed in the front is tightly attached to the inner wall of the shield excavation channel to plug seepage channels in water-rich disturbance sensitive strata and adjacent strata, and the inner loop constructed in the rear is prevented from being influenced by groundwater in the seepage channels.

Description

Shield excavation grouting structure for water-rich disturbance sensitive stratum and construction method
Technical Field
The invention relates to the field of shield tunnels, in particular to a shield excavation grouting structure for a water-rich disturbance sensitive stratum. In addition, the invention also relates to a construction method of the shield excavation grouting structure of the water-rich disturbance sensitive stratum, which is used for constructing the shield excavation grouting structure of the water-rich disturbance sensitive stratum.
Background
With the continuous deepening of the urbanization construction development of China, the underground space development and construction are paid unprecedented attention and attention, the record of the tunnel design and construction mileage of the traffic track and the municipal pipe gallery is continuously refreshed, and the high-speed development situation is continuously kept in the future. The Sharp weapon sword-shield technology for developing and constructing urban underground space keeps the forward development step in the application and innovation of China all the time, but still a plurality of engineering problems are not effectively solved under the influence of construction development speed and underground environment complexity, the positive effect of the shield technology in urban construction of China is severely restricted, and shield construction disturbance control of water-rich disturbance sensitive stratum under urban complex environment is one of the most outstanding problems.
The main engineering problems of the water-rich disturbance sensitive stratum include poor gradation of ① sensitive stratum, certain structural property of stratum, strong sensitivity response to disturbance, unstable damage and instability of stable state of the stratum after disturbance of underground engineering activity construction such as shield construction and the like, difficult recovery and easy occurrence of large deformation migration among soil layer particles, ② water-rich stratum in shield construction, large change of soil water pressure, especially large change of water environment, strong seepage property, easy dilution of traditional shield cement grouting body by the water-rich stratum and difficult avoidance of grouting problem, at present, no effective way exists for solving the problem of the water-rich disturbance sensitive stratum engineering, the construction purpose is realized by mostly adopting improvement of cement paste formula and multiple grouting method, but still larger problem exists from the application effect view:
① the cement paste has poor early viscosity, strong fluidity and poor water retention, and is difficult to achieve a flow-plastic state with uniform viscosity, flow and water retention under the existing cement materials and technologies, ② cement paste cannot form a plastic grouting body in a short time after the shield tail is injected, cannot support the stratum powerfully, and cannot fill the excavation gap of the shield body part in the excavation period in time, which is also the main reason of causing engineering problems, and the common problems of disturbance of a large amount of settlement deformation of the earth surface and shield tail water seepage caused by shield construction are still outstanding.
Disclosure of Invention
The invention provides a shield excavation grouting structure for a water-rich disturbance sensitive stratum and a construction method, and aims to solve the technical problems that a cement grouting body is extremely easy to dilute by the water-rich stratum and has serious slurry leakage problems, the ground surface is greatly settled and deformed due to shield construction disturbance and shield tail water seepage problems existing in the traditional excavation process for the water-rich disturbance sensitive stratum.
The technical scheme adopted by the invention is as follows:
a shield excavation grouting structure for a water-rich disturbance sensitive stratum comprises: the shield excavation channel is arranged along the extending direction of the tunnel or the pipe gallery, is distributed in the water-rich disturbance sensitive stratum and extends from the water-rich disturbance sensitive stratum to the adjacent stratum connected with the water-rich disturbance sensitive stratum; a first grouting double-loop channel and a second grouting double-loop channel which extend along the length direction of the shield excavation channel are formed in the shield excavation channel in an injection mode, the first grouting double-loop channel is located in the water-rich disturbance sensitive stratum, and the second grouting double-loop channel is communicated with the end portion of the first grouting double-loop channel and extends from the water-rich disturbance sensitive stratum to the adjacent stratum; the first grouting double-loop road and the second grouting double-loop road are both double-loop road structures formed by inner loop roads and outer loop roads which are made of different materials, so that the outer wall of the outer loop road constructed in the front is tightly attached to the inner wall of the shield excavation channel to plug seepage channels in water-rich disturbance sensitive strata and adjacent strata, the inner loop road constructed in the rear is prevented from being influenced by groundwater in the seepage channels, and the first grouting double-loop road and the second grouting double-loop road are also used for supporting the shield excavation channel in a matched mode.
Further, the first grouting double-loop comprises a shield body standard outer loop for forming an outer loop and a cement standard inner loop for forming an inner loop, and the shield body standard outer loop and the cement standard inner loop are hollow shaft cylinders with constant cross-section thickness along the length direction; the outer wall surface of the shield body standard outer ring is tightly attached to the inner wall surface of the shield excavation channel and partially permeates into the inner wall surface of the shield excavation channel; the cement standard inner ring is coaxially arranged in the shield body standard outer ring, and the outer wall surface of the cement standard inner ring is tightly attached to the inner wall surface of the shield body standard outer ring.
Further, the second grouting double-loop comprises a shield body seal outer loop for forming an outer loop and a cement seal inner loop for forming an inner loop, and the shield body seal outer loop and the cement seal inner loop are both in a hollow cylindrical shape; the outer wall surface of the shield body outer sealing ring is tightly attached to the inner wall surface of the shield excavation channel and partially permeates into the inner wall surface of the shield excavation channel; the cement seal inner ring is coaxially arranged in the shield body seal outer ring, and the outer wall surface of the cement seal inner ring is tightly attached to the inner wall surface of the shield body seal outer ring.
Furthermore, the outer wall surface of the shield seal outer ring is an equal-diameter wall surface with the outer diameter size unchanged along the length direction of the shield seal outer ring, and the inner wall surface of the shield seal outer ring is an inner step surface with the inner diameter size gradually reduced along the length direction of the shield seal outer ring; the inner wall surface of the cement seal inner ring is an equal-diameter wall surface with the inner diameter size unchanged along the length direction of the inner wall surface, the outer wall surface of the cement seal inner ring is an outer step surface with the outer diameter size gradually increased along the length direction of the inner wall surface, and the outer step surface and the inner step surface are arranged in a matched mode, so that the outer wall surface of the cement seal inner ring and the inner wall surface of the shield body outer ring are combined in a tooth-biting mode.
According to another aspect of the invention, a construction method of a shield excavation grouting structure of a water-rich disturbance sensitive stratum is further provided, which is used for constructing the shield excavation grouting structure of the water-rich disturbance sensitive stratum, and the construction method comprises the following steps: mixing the shield mud and the cement slurry: preparing shield mud by using shield mud powder, a plasticizer and a diluent according to construction requirements, and preparing cement slurry by using cement powder, water glass and the diluent; calculating the injection amount of the grouting body: calculating the shield mud volume and the cement paste volume required for forming the first-ring first-grouting double-ring channel, and the shield mud volume and the cement paste volume required for forming the first-ring second-grouting double-ring channel; and (3) injection molding of a grouting body: injection molding a first grouting double-loop: the shield excavation is advanced, shield mud is continuously injected into a shield gap between a shield excavation channel and a shield shell from a front shield radial grouting hole of a front shield of a shield machine at a set pressure and speed to form a shield standard outer ring, and cement slurry is continuously injected into a first pipe piece gap between a shield standard outer ring formed by a preamble and a shield tail pipe piece from a tail shield radial grouting hole of a tail shield of the shield machine at a set pressure and speed to form a cement standard inner ring so as to form a first grouting double-ring channel; and (3) injection molding of a second grouting double-loop: and (3) stopping the excavation of the shield machine, simultaneously injecting shield mud into a shield gap between a shield excavation channel and a shield shell by injecting the shield mud from a front shield radial grouting hole of a front shield of the shield machine in a set pressure and speed manner to form a shield seal outer ring, then starting the excavation propulsion of the shield machine, and simultaneously continuously injecting cement slurry into a second segment gap between a shield seal outer ring formed by preorders and shield tail segments by injecting the cement slurry from a tail shield radial grouting hole of a tail shield of the shield machine in a set pressure and speed manner to form a cement seal inner ring so as to form a second grouting double-loop channel.
Furthermore, when the shield mud is prepared, the shield mud meeting the construction requirements can be prepared through a plurality of tests according to the specific gravity Gs of the shield mud required by construction, and the specific gravity Gs of the prepared shield mud is further checked and checked to determine whether the specific gravity Gs meets the requirements through the specific gravity test; or directly by the formula one: gs＝0.0571x2-0.3326x +1.635, and calculating the mass ratio x of the diluted solution to the shield mud powder.
Further, when the step of calculating the injection amount of the grouting material is performed, a formula two is adopted:
Figure BDA0002290328510000031
calculating the volume K of the shield mud required by the first grouting double-loop road; adopting a formula III:
Figure BDA0002290328510000032
calculating the volume W of cement paste required by a first grouting double-loop channel; adopts the formula four：V＝V1+V2+V3Wherein,
Figure BDA0002290328510000033
Figure BDA0002290328510000034
calculating the volume V of the shield mud required by the first-ring second-grouting double-ring road; adopting a formula V: m is M1+M2+M3Wherein,
Figure BDA0002290328510000035
Figure BDA0002290328510000036
calculating the volume M of the cement paste required by the first-ring second-grouting double-ring channel, wherein: pi is 3.14; d is the diameter of the shield excavation channel, unit: rice; r1、R2、R3The diameters of the shells of a front shield, a middle shield and a rear shield of the shield machine are respectively as follows: rice; l is1、L2、L3The lengths of a front shield, a middle shield and a rear shield of the shield machine are respectively as follows: rice; v1、V2、V3The volume of the shield mud required by a first-ring second-grouting double-circuit anterior shield, a middle shield and a posterior shield is respectively unit: rice; m1、M2、M3The volume of cement paste needed by the corresponding positions of the anterior shield, the middle shield and the posterior shield of the first-ring second-grouting double-ring road is respectively as follows: rice; l is the length of the shield tail segment in meters; c is the diameter of the segment of the tail of the shield, unit: and (4) rice.
Further, the step of injection molding the first grouting double-ring channel specifically comprises the following steps: the blended shield mud is conveyed to a shield mud tank of the shield machine, and cement slurry is conveyed to a cement slurry tank of the shield machine; the shield excavation is advanced, simultaneously, a shield mud grouting pumping pipe of the shield machine is started to convey shield mud to a front shield radial grouting hole in a pressing mode, and the shield mud is injected into a front shield gap in a spraying mode according to set pressure and speed to gradually form a shield body standard outer ring; starting a cement slurry grouting pumping pipe of the shield machine to pump cement slurry to a tail shield radial grouting hole, and injecting the cement slurry into a first duct piece gap according to set pressure and speed to gradually form a cement standard inner ring; and after the excavation reaches the length of one shield tail pipe piece, stopping excavation work, sequentially stopping the injection of cement liquid and shield mud, and finally forming a first grouting double-loop channel between the shield tail pipe piece and the shield excavation channel.
Further, in the step of injection molding the second grouting double-ring channel, the injection molding of the shield outer sealing ring specifically comprises the following steps: the blended shield mud is conveyed to a shield mud tank of the shield machine, and cement slurry is conveyed to a cement slurry tank of the shield machine; stopping the excavation of the shield machine, starting a shield mud grouting pumping pipe of the shield machine to convey shield mud to a front shield radial grouting hole in a pressing manner, and injecting the shield mud into a shield gap in a spraying manner according to 50% of the volume V calculated by the formula IV under the pressure of 0.3-0.4 Mpa; closing the slurry conveying pipe of the shield mud grouting pump, and injecting 0.3-0.4 Mpa pressure air into the gap of the shield body from the shield mud grouting radial hole for 10-15 minutes; starting the shield mud grouting pumping pipe to convey shield mud to the front shield radial grouting hole in a pressing manner, and additionally injecting the shield mud into the gap of the shield body according to 50% of the volume V calculated according to the formula IV under the pressure of 0.3-0.4 MPa; closing the slurry conveying pipe of the shield mud grouting pump, and injecting 0.2-0.3 Mpa pressure air into the gap of the shield body from the shield mud grouting radial hole for 15-20 minutes; and starting the shield mud grouting pumping pipe to convey the shield mud to the front shield radial grouting hole in a pressing manner, and injecting the shield mud into the shield gap in a reinforced manner under the pressure of 0.2-0.3 Mpa according to 30-60% of the volume V calculated by the formula IV so as to finally form the shield outer sealing ring.
Further, in the step of injection molding the second grouting double-ring channel, the injection molding of the cement seal inner ring specifically comprises the following steps: and after the shield body outer sealing ring is formed by spraying, starting a shield machine to excavate and advance, simultaneously starting a cement paste grouting pumping pipe to pump cement paste to a tail shield radial grouting hole, and uniformly spraying and injecting the cement paste into a second duct piece gap at a set pressure and speed according to the volume M calculated by the formula five to form a cement sealing inner ring so as to gradually form a second grouting double-ring channel.
The invention has the following beneficial effects:
the invention provides a shield excavation grouting structure of a water-rich disturbance sensitive stratum aiming at the shield construction problem of the water-rich disturbance sensitive stratum, wherein a first grouting double-loop channel in the water-rich disturbance sensitive stratum is of a double-loop channel structure consisting of an inner loop channel and an outer loop channel which are made of different materials, the outer loop channel is used for partially permeating into the inner wall of a shield excavation channel in the injection molding process, the outer wall surface is tightly attached to the inner wall surface of the shield excavation channel after injection molding, so that a mud film is formed on the inner wall surface of the shield excavation channel, a seepage channel in the water-rich disturbance sensitive stratum is further blocked, the groundwater in the water-rich disturbance sensitive stratum is prevented from permeating into the tunnel or the pipe gallery and the shield machine, meanwhile, the permeation to the water-rich soil layer in the subsequent injection molding process of the inner loop channel is also reduced, and the injected inner loop channel is prevented from being diluted by the groundwater, the first grouting double-ring road is also used for supporting a shield excavation channel, and effectively controlling the deformation of the vault of the tunnel or the pipe gallery in the stratum sensitive to water-rich disturbance;
similarly, the second grouting double-loop channel in the water-rich disturbance sensitive stratum also passes through the interface by the water-rich disturbance sensitive stratum and then extends into the adjacent stratum, thereby avoiding the shield construction safety accident caused by water inrush from seepage at different interfaces, and the second grouting double-loop channel is also in a double-loop channel structure consisting of an inner loop channel and an outer loop channel which are made of different materials, the outer loop channel is used for partially permeating into the inner wall of the shield excavation channel in the injection molding process, the outer wall surface is tightly attached to the inner wall surface of the shield excavation channel after injection molding, so as to form a mud film on the inner wall surface of the shield excavation channel, further block the water-rich disturbance sensitive stratum and the seepage channel in the adjacent stratum, prevent groundwater in the water-rich disturbance sensitive stratum and the adjacent stratum from permeating into the tunnel or the pipe gallery and the shield tunneling machine, and simultaneously reduce the permeation into the water-rich soil layer in the subsequent inner loop injection molding process, the sprayed inner ring is further prevented from being diluted by underground water, and the second grouting double-ring is also used for supporting a shield excavation channel, so that deformation of the tunnel or pipe gallery vault in the water-rich disturbance sensitive stratum and the adjacent stratum is effectively controlled;
when the construction method of the shield excavation grouting structure of the water-rich disturbance sensitive stratum is adopted, firstly, a shield body standard outer ring or a shield body sealing outer ring constructed by shield mud is formed on the inner wall of a shield excavation channel to seal a corresponding water-rich disturbance sensitive stratum or a seepage channel in an adjacent stratum, so that underground water in the water-rich disturbance sensitive stratum or the adjacent stratum is prevented from seeping into the tunnel or the pipe gallery and the shield machine, meanwhile, the seepage into a water-rich soil layer in the subsequent cement standard inner ring or cement sealing inner ring injection molding process is also reduced, further, the injected cement standard inner ring or cement sealing inner ring is prevented from being diluted by the underground water, and the first grouting double-ring channel or the second grouting double-ring channel is also used for supporting the shield excavation channel, so that the vault deformation of the tunnel or the pipe gallery in the water-rich disturbance sensitive stratum or the adjacent stratum is effectively controlled; and the second grouting double-loop channel in the water-rich disturbance sensitive stratum also extends into an adjacent stratum after the water-rich disturbance sensitive stratum penetrates through the interface, so that shield construction safety accidents caused by water seepage at different interfaces are avoided.
In addition to the objects, features and advantages described above, other objects, features and advantages of the present invention are also provided. The present invention will be described in further detail below with reference to the drawings.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this application, illustrate embodiments of the invention and, together with the description, serve to explain the invention and not to limit the invention. In the drawings:
FIG. 1 is a schematic diagram of a shield excavation gap of a water-rich disturbance sensitive formation;
FIG. 2 is a schematic cross-sectional front view of a shield excavation grouting structure of a water disturbance sensitive formation formed at a shield excavation stage according to a preferred embodiment of the invention;
FIG. 3 is a sectional view of a standard outer ring construction of the shield body in FIG. 2;
FIG. 4 is a sectional view of the construction of FIG. 3 and a standard inner cement ring injection molded as one piece;
FIG. 5 is a schematic diagram of the space structure of the outer ring of the shield body in FIG. 2;
FIG. 6 is a schematic diagram of the space structure of the inner ring of the cement seal in FIG. 2;
FIG. 7 is a schematic view of the injection molded unitary structure of FIGS. 5 and 6;
FIG. 8 is a flow chart of a first grouting dual-channel construction in a water-rich disturbance sensitive formation.
Description of the figures
10. Shield excavation of a channel; 20. a water-rich disturbance sensitive formation; 30. an adjacent earth formation; 40. a first grouting double-loop; 41. a shield standard outer ring; 42. a standard cement inner ring; 50. a second grouting double-loop; 51. the shield body seals the outer ring; 511. a first inner step surface; 512. a second inner step surface; 513. a third inner step surface; 52. sealing an inner ring with cement; 521. a first outer step surface; 522. a second outer step surface; 523. a third outer step surface; 60. a shield machine; 601. a front shield radial grouting hole; 602. a tail shield radial grouting hole; 603. anterior shield gap; 604. a shield body clearance; 61. anterior shield; 62. middle shield; 63. a posterior shield; 64. a shield tail segment.
Detailed Description
The embodiments of the invention will be described in detail below with reference to the accompanying drawings, but the invention can be embodied in many different forms, which are defined and covered by the following description.
Referring to fig. 2, a preferred embodiment of the present invention provides a shield excavation grouting structure for a water-rich disturbance sensitive formation, including: the shield excavation channel 10 is arranged along the extending direction of the tunnel or the pipe gallery, and the shield excavation channel 10 is arranged in the water-rich disturbance sensitive stratum and extends from the water-rich disturbance sensitive stratum to the adjacent stratum connected with the water-rich disturbance sensitive stratum. A first grouting double-loop road 40 and a second grouting double-loop road 50 extending along the length direction of the shield excavation channel 10 are formed in the shield excavation channel 10 in an injection mode, the first grouting double-loop road 40 is located in a water-rich disturbance sensitive stratum, and the second grouting double-loop road 50 is communicated with the end portion of the first grouting double-loop road 40 and extends into an adjacent stratum from the water-rich disturbance sensitive stratum. The first grouting double-loop road 40 and the second grouting double-loop road 50 are both double-loop road structures formed by inner loop roads and outer loop roads which are made of different materials, so that the outer wall of the outer loop road constructed in the front is tightly attached to the inner wall of the shield excavation channel 10 to plug seepage channels in water-rich disturbance sensitive strata and adjacent strata, the inner loop road constructed in the rear is prevented from being influenced by groundwater in the seepage channels, and the first grouting double-loop road 40 and the second grouting double-loop road 50 are also used for supporting the shield excavation channel 10 in a matched mode.
In the invention, aiming at the difficult problem of shield construction of a water-rich disturbance sensitive stratum, a shield excavation grouting structure of the water-rich disturbance sensitive stratum is provided, wherein a first grouting double-loop channel 40 positioned in the water-rich disturbance sensitive stratum is a double-loop channel structure consisting of an inner loop channel and an outer loop channel which are made of different materials, the outer loop channel is used for partially permeating into the inner wall of a shield excavation channel 10 in the injection molding process, the outer wall surface is tightly attached to the inner wall surface of the shield excavation channel 10 after injection molding, so that a mud film is formed on the inner wall surface of the shield excavation channel 10, a seepage channel in the water-rich disturbance sensitive stratum is further blocked, the groundwater in the water-rich disturbance sensitive stratum is prevented from permeating into a tunnel or a pipe gallery and the inside of the shield excavation channel, meanwhile, the permeation into the water-rich soil layer in the subsequent injection molding process of the inner loop channel is also reduced, and the injected inner loop channel is further, the first grouting double-ring road 40 is also used for supporting the shield excavation channel 10, and effectively controlling the deformation of the vault of the tunnel or the pipe gallery in the stratum sensitive to the water-rich disturbance; similarly, the second grouting double-loop channel 50 in the water-rich disturbance sensitive stratum also passes through the interface from the water-rich disturbance sensitive stratum and then extends into the adjacent stratum, so as to avoid shield construction safety accidents caused by water inrush from water seepage at different interfaces, and the second grouting double-loop channel 50 is also a double-loop channel structure formed by an inner loop channel and an outer loop channel which are made of different materials, the outer loop channel is used for partially permeating into the inner wall of the shield excavation channel 10 in the injection molding process, and the outer wall surface is tightly attached to the inner wall surface of the shield excavation channel 10 after injection molding, so as to form a mud film on the inner wall surface of the shield excavation channel 10, further block the water-rich disturbance sensitive stratum and the seepage channel in the adjacent stratum, prevent the water-rich disturbance sensitive stratum and the underground water in the adjacent stratum from permeating into the tunnel or the pipe gallery and the shield machine, and simultaneously reduce the permeation into the water-rich soil layer in the subsequent inner loop channel injection molding process, and further preventing the injected inner ring from being diluted by underground water, and the second grouting double-ring 50 is also used for supporting the shield excavation channel 10, so that the deformation of the tunnel or pipe gallery vault in the water-rich disturbance sensitive stratum and the adjacent stratum is effectively controlled.
Alternatively, as shown in fig. 3 and 4, the first grouting double-ring road 40 includes a shield body standard outer ring 41 for forming an outer ring road and a cement standard inner ring 42 for forming an inner ring road, and both the shield body standard outer ring 41 and the cement standard inner ring 42 are hollow shaft cylinders with constant cross-sectional thickness along the length direction, so as to support the shield excavation passage 10 more stably while preventing groundwater from infiltrating into the inside of the tunnel or pipe gallery and the shield machine. The outer wall surface of the shield body standard outer ring 41 is tightly attached to the inner wall surface of the shield excavation channel 10 and partially permeates into the inner wall surface of the shield excavation channel 10, so that a mud film is formed on the inner wall surface of the shield excavation channel 10, and then a seepage channel in a water-rich disturbance sensitive stratum is blocked, groundwater in the water-rich disturbance sensitive stratum is prevented from seeping into a tunnel or a pipe gallery and the shield machine, meanwhile, permeation into a water-rich soil layer in a subsequent inner-ring channel injection molding process is reduced, and further, the injected inner ring channel is prevented from being diluted by groundwater. The cement standard inner ring 42 is coaxially arranged in the shield body standard outer ring 41, the outer wall surface of the cement standard inner ring 42 is tightly attached to the inner wall surface of the shield body standard outer ring 41, the cement standard inner ring 42 is used for further preventing underground water from seeping into the tunnel or the pipe gallery and the shield machine, the cement standard inner ring 42 is also used for supporting the shield excavation channel 10 in cooperation with the shield body standard outer ring 41, and deformation of the vault of the tunnel or the pipe gallery in the water-rich disturbance sensitive stratum and the adjacent stratum is prevented.
In the embodiment of the invention, as shown in fig. 2, the outer diameter of the shield body standard outer ring 41 is equal to the inner diameter of the shield excavation channel 10, and the inner diameter of the shield body standard outer ring 41 is equal to the outer diameter of the shell of the anterior shield 61 of the shield tunneling machine 60. The outer diameter of the cement standard inner ring 42 is equal to the outer diameter of the shell of a front shield 61 of the shield machine 60, and the inner diameter of the cement standard inner ring 42 is equal to the outer diameter of a shield tail pipe piece 64 of the shield machine 60. In the shield excavation process, the shield body standard outer ring 41 is formed by slurry injected between the shield excavation channel 10 and the shell of the front shield 61 of the shield machine 60, so that the outer diameter of the shield body standard outer ring 41 is equal to the inner diameter of the shield excavation channel 10, and the inner diameter of the shield body standard outer ring 41 is equal to the outer diameter of the shell of the front shield 61 of the shield machine 60; similarly, the cement gauge inner ring 42 is formed by slurry injected between the shield body gauge outer ring 41 and the shield tail pipe piece 64 of the shield machine 60, so that the outer diameter of the cement gauge inner ring 42 is equal to the outer diameter of the housing of the shield 61 of the shield machine 60, and the inner diameter of the cement gauge inner ring 42 is equal to the outer diameter of the shield tail pipe piece 64 of the shield machine 60.
Alternatively, as shown in fig. 2, the first grouting double-loop roads 40 are formed by connecting multiple first grouting double-loop roads 40 that are sequentially arranged and connected in the length direction of the shield excavation channel 10, and the length of each first grouting double-loop road 40 is equal to the length of the shield tail pipe piece 64 of the shield tunneling machine 60. Since the standard inner cement ring 42 is formed by slurry injected between the standard outer shield ring 41 and the shield tail pipe piece 64 of the shield tunneling machine 60, and the length of the shield tail pipe piece 64 is constant, the first grouting double-ring road 40 is formed by connecting multiple first grouting double-ring roads 40 which are sequentially arranged and connected in the length direction of the shield excavation channel 10.
Alternatively, as shown in fig. 2 and fig. 5 to 6, the second grouting double-ring 50 comprises a shield seal outer ring 51 for forming an outer ring and a cement seal inner ring 52 for forming an inner ring, and the shield seal outer ring 51 and the cement seal inner ring 52 are both in the shape of a hollow cylinder. The outer wall surface of the shield body outer sealing ring 51 is tightly attached to the inner wall surface of the shield excavation channel 10 and partially permeates into the inner wall surface of the shield excavation channel 10 to form a mud film on the inner wall surface of the shield excavation channel 10, so that the water-rich disturbance sensitive stratum and the seepage channel in the adjacent layer are blocked, the water-rich disturbance sensitive stratum and the underground water in the adjacent layer are prevented from seeping into the tunnel or the pipe gallery and the shield machine, meanwhile, the permeation into the water-rich soil layer in the subsequent inner channel injection molding process is reduced, and the injected inner channel is prevented from being diluted by the underground water. The cement seal inner ring 52 is coaxially arranged in the shield body seal outer ring 51, the outer wall surface of the cement seal inner ring 52 is tightly attached to the inner wall surface of the shield body seal outer ring 51, the cement seal inner ring 52 is used for further preventing underground water from seeping into a tunnel or a pipe gallery and the shield machine, the cement seal inner ring 52 is also used for supporting the shield excavation channel 10 in cooperation with the shield body seal outer ring 51, and deformation of the vault of the tunnel or the pipe gallery in a water-rich disturbance sensitive stratum and an adjacent stratum is prevented.
In this alternative, as shown in fig. 5 to 7, the outer wall surface of the shield outer ring 51 is an equal diameter wall surface whose outer diameter dimension is not changed along the length direction thereof, and the inner wall surface of the shield outer ring 51 is an inner step surface whose inner diameter dimension is gradually reduced along the length direction thereof. The inner wall surface of the cement seal inner ring 52 is an equal-diameter wall surface with the unchanged inner diameter dimension along the length direction, the outer wall surface of the cement seal inner ring 52 is an outer step surface with the gradually increased outer diameter dimension along the length direction, and the outer step surface and the inner step surface are arranged in a matched mode, so that the outer wall surface of the cement seal inner ring 52 and the inner wall surface of the shield body outer ring 51 are combined in a tooth-biting mode, shield construction safety accidents caused by water seepage at different interfaces are avoided, the shield excavation channel 10 is supported more stably, and underground water is prevented from permeating into a tunnel or a pipe gallery and a shield machine.
In the embodiment of the present invention, as shown in fig. 5, the outer diameter of the outer wall surface of the shield outer sealing ring 51 is equal to the inner diameter of the shield excavation channel 10. The inner step surface of the shield outer ring 51 includes a first inner step surface 511, a second inner step surface 512, and a third inner step surface 513 sequentially arranged along the extending direction thereof. The inner diameter of the first inner step surface 511 is equal to the outer diameter of the outer shell of the rear shield 63 of the shield tunneling machine 60, and the length of the first inner step surface 511 is equal to the length of the rear shield 63. The inner diameter of the second inner step surface 512 is equal to the outer diameter of the outer shell of the shield 62 of the shield machine 60, and the length of the second inner step surface 512 is equal to the length of the shield 62. The inner diameter of the third inner step surface 513 is equal to the outer diameter of the outer shell of the anterior shield 61 of the shield tunneling machine 60, and the length of the third inner step surface 513 is equal to the length of the anterior shield 61. In the shield excavation process, the shield body outer sealing ring 51 is formed by slurry injected between the shield excavation channel 10 and a shield body shell of a shield machine 60, and the shield body shell comprises a shell of a front shield 61, a shell of a middle shield 62 and a shell of a rear shield 63, so that the outer diameter of the outer wall surface of the shield body outer sealing ring 51 is equal to the inner diameter of the shield excavation channel 10, and the inner step surface of the shield body outer sealing ring 51 comprises a first inner step surface 511, a second inner step surface 512 and a third inner step surface 513 which are sequentially arranged along the extending direction of the inner step surface; since the shield machine 60 needs to be stopped for a while to mold the injection molding shield body outer ring 51, the length of the first inner step surface 511 is equal to the length of the rear shield 63, the length of the second inner step surface 512 is equal to the length of the middle shield 62, and the length of the third inner step surface 513 is equal to the length of the front shield 61.
In the embodiment of the present invention, as shown in fig. 6 and 7, the inner diameter of the inner wall surface of the cement seal inner ring 52 is equal to the outer diameter of the shield tail pipe piece 64 of the shield tunneling machine 60. The outer step surface of the cement seal inner ring 52 includes a first outer step surface 521, a second outer step surface 522, and a third outer step surface 523, which are sequentially arranged in the extending direction thereof. The first outer step surface 521 is disposed to match the first inner step surface 511, and the length of the first outer step surface 521 is equal to the length of the first inner step surface 511. The second outer step surface 522 is disposed to cooperate with the second inner step surface 512, and the length of the second outer step surface 522 is equal to the length of the second inner step surface 512. The third outer step surface 523 is disposed to cooperate with the third inner step surface 513, and the length of the third outer step surface 523 is equal to the length of the third inner step surface 513. In the shield excavation process, the cement seal inner ring 52 is formed by slurry sprayed between the shield body outer ring 51 and the shield tail pipe piece 64, and the inner step surface of the shield body outer ring 51 comprises a first inner step surface 511, a second inner step surface 512 and a third inner step surface 513 which are sequentially arranged along the extension direction of the inner step surface, so that the outer step surface of the cement seal inner ring 52 comprises a first outer step surface 521, a second outer step surface 522 and a third outer step surface 523 which are sequentially arranged along the extension direction of the outer step surface; further, since the first outer step surface 521 is disposed to match the first inner step surface 511, the second outer step surface 522 is disposed to match the second inner step surface 512, and the third outer step surface 523 is disposed to match the third inner step surface 513, the length of the first outer step surface 521 is equal to the length of the first inner step surface 511, the length of the second outer step surface 522 is equal to the length of the second inner step surface 512, and the length of the third outer step surface 523 is equal to the length of the third inner step surface 513.
Alternatively, the shield standard outer ring 41 and the shield seal outer ring 51 are formed by mixing shield mud powder and a dilution solution. The shield mud formed by mixing the shield mud powder and the diluted solution has high viscosity and poor flowability, is not easy to dilute by underground water, is convenient for better blocking seepage channels, simultaneously sticks the inner wall surface of the shield excavation channel 10 as soon as possible, has strong permeability resistance, and can further prevent the underground water from seeping into a tunnel or a pipe gallery and a shield machine. The cement standard inner ring 42 and the cement seal inner ring 52 are both formed by mixing cement powder and water glass.
Referring to fig. 1, a preferred embodiment of the present invention further provides a construction method of a shield excavation grouting structure for a water-rich disturbance sensitive stratum, which is used for constructing the shield excavation grouting structure for the water-rich disturbance sensitive stratum, and the construction method includes the following steps:
mixing the shield mud and the cement slurry: according to construction requirements, the shield mud is prepared from shield mud powder, a plasticizer and a diluting solution, and cement slurry is prepared from cement powder, water glass and a diluting solution.
Calculating the injection amount of the grouting body: calculating the volume of the shield mud and the volume of the cement paste required for forming the first annular double-ring grouting channel 40, and the volume of the shield mud and the volume of the cement paste required for forming the second annular double-ring grouting channel 50.
And (3) injection molding of a grouting body:
injection molding of the first grouting double-ring track 40: and (3) advancing shield excavation, simultaneously continuously injecting shield slurry into a shield gap 603 between the shield excavation channel 10 and a shield shell from a front shield radial grouting hole 601 of a front shield of the shield machine 60 at a set pressure and speed to form a shield body standard outer ring 41, and continuously injecting cement slurry into a first pipe piece gap between a shield body standard outer ring 41 formed in advance and a shield tail pipe piece 64 from a tail shield radial grouting hole 602 of a tail shield of the shield machine 60 at a set pressure and speed to form a cement standard inner ring 42 so as to form a first grouting double-ring channel 40.
Injection molding of the second grouting double-loop 50: the shield machine 60 stops excavation, meanwhile, shield mud is injected into a shield gap 604 between the shield excavation channel 10 and a shield shell by the injection of the shield mud from a front shield radial injection hole 601 of a front shield of the shield machine 60 at a set pressure and speed in a set frequency to form a shield body outer sealing ring 51, then the shield machine 60 is started to perform excavation propulsion, and meanwhile, cement slurry is injected into a second segment gap between the shield body outer sealing ring 51 formed by the injection of the cement slurry from a tail shield radial injection hole 602 of a tail shield of the shield machine 60 at a set pressure and speed to form a cement inner sealing ring 52 so as to form a second grouting double-loop channel 50.
When the construction method of the shield excavation grouting structure of the water-rich disturbance sensitive stratum is adopted, firstly, a shield standard outer ring 41 or a shield sealing outer ring 51 constructed by shield mud is formed on the inner wall of a shield excavation channel 1010, so as to block the corresponding seepage passage in the water-rich disturbance sensitive stratum 20 or the adjacent stratum 30, prevent the groundwater in the water-rich disturbance sensitive stratum 20 or the adjacent stratum 30 from seeping into the tunnel or the pipe gallery and the shield machine 60, meanwhile, the penetration into a water-rich soil layer in the subsequent injection molding process of the cement standard inner ring 42 or the cement seal inner ring 52 is also reduced, further preventing the injected cement standard inner ring 42 or the cement sealing inner ring 52 from being diluted by underground water, and the first grouting double-ring road 40 or the second grouting double-ring road 50 is also used for supporting a shield excavation channel 1010, so that the deformation of the vault of the tunnel or the pipe gallery in the water-rich disturbance sensitive stratum 20 or the adjacent stratum 30 is effectively controlled; the second grouting double-loop 50 in the water-rich disturbance sensitive stratum also extends from the water-rich disturbance sensitive stratum 20 to the adjacent stratum 30 after penetrating through the interface, so as to avoid shield construction safety accidents caused by water seepage at different interfaces.
Optionally, when the shield mud is prepared, the shield mud meeting the construction requirements can be prepared through multiple tests according to the specific gravity Gs of the shield mud required by construction, and whether the specific gravity Gs of the prepared shield mud meets the requirements is further checked and checked through a specific gravity test. Or directly by the formula one: gs＝0.0571x2-0.3326x +1.635, and calculating the mass ratio x of the diluted solution to the shield mud powder.
Specifically, the flow plastic shape and viscosity of the shield mud are directly related to the proportion of each component in the shield mud, the shield mud production proportion meeting the engineering requirement is determined through a test before construction, and in the actual construction of the scheme of the invention, the proportion range of the shield mud is as follows: the mass ratio of the shield mud powder to the diluted solution (water) is 1: 1.5-1: 2.5; the mass ratio of the plasticizer to the water is 1: 0.5-1: 1.5; the mass ratio of the shield mud mixture to the plasticizer mixed liquid is 10: 1-20: 1, the specific gravity range is 1.16-1.28. The recommended proportion is as follows: the mass ratio of the shield mud powder to the water is 1: 1.5; the mass ratio of the plasticizer to the water is 1: 0.75; the mass ratio of the mixed solution of the shield mud mixture and the plasticizer is 17.5: 1, corresponding specific gravity of 1.255. The viscosity of the prepared shield mud is 350-600 dpa.s, and the load capacity is not lower than 1.5kg/cm2The water loss rate is 39.4-47% (constant temperature 30 degree), and the adhesive force is 1-7 grade (constant temperature 40 degree).
In the practical construction of the scheme of the invention, the proportion range of the used cement paste is as follows: the water glass solution is 30-45 Be, and the mass ratio of cement powder to the diluted solution (water) in the cement ash solution is 0.8: 1-1.0: 1.0, wherein the mixing volume ratio of the water glass solution to the cement ash solution is 1: 1-1: 0.3.
Alternatively, when the step "calculation of the amount of injected slurry" is performed,
adopting a formula II:
Figure BDA0002290328510000091
the volume K of the shield mud required by the first grouting double-loop road 40 is calculated.
Adopting a formula III:
Figure BDA0002290328510000092
and calculating the volume W of the cement paste required by the first grouting double-ring channel 40.
Adopting a formula four: v is V1+V2+V3Wherein,
Figure BDA0002290328510000093
Figure BDA0002290328510000094
and calculating the volume V of the shield mud required by the second grouting double-loop road 50.
Adopting a formula V: m is M1+M2+M3Wherein,
Figure BDA0002290328510000095
Figure BDA0002290328510000096
calculating the volume M of the cement paste required by the first-ring second-grouting double-ring channel 50, wherein:
pi is taken to be 3.14. D is the diameter of the shield excavation channel 10, unit: and (4) rice. R1、R2、R3The diameters of the shells of the front shield, the middle shield and the rear shield of the shield machine 60 are respectively as follows: and (4) rice. L is1、L2、L3The lengths of a front shield, a middle shield and a rear shield of the shield machine 60 are respectively as follows: rice and its production process。V1、V2、V3The volume of the shield mud required by the anterior shield, the middle shield and the posterior shield of the first-ring second-grouting double-ring road 50 is respectively as follows: rice; m1、M2、M3The volumes of cement paste needed by corresponding positions of a front shield, a middle shield and a rear shield of a first-ring second-grouting double-ring road 50 are respectively as follows: rice; l is the length of the shield tail pipe piece 64 in meters. C is the diameter of the shield tail pipe piece 64, unit: and (4) rice.
Alternatively, as shown in fig. 1, fig. 2 and fig. 8, the step of "injection molding the first grouting double-loop 40" specifically includes the following steps:
the blended shield mud is conveyed to a shield mud tank of the shield machine 60, and the cement slurry is conveyed to a cement slurry tank of the shield machine 60.
And (3) advancing shield excavation, simultaneously starting a shield mud grouting pumping pipe of the shield machine 60 to convey shield mud to the front shield radial grouting hole 601 in a pressing manner, and injecting the shield mud into the front shield gap 603 according to set pressure and speed to gradually form the shield body standard outer ring 41.
And starting a cement slurry grouting pumping pipe of the shield tunneling machine 60 to pump cement slurry to the tail shield radial grouting hole 602, and injecting the cement slurry into the first pipe piece gap according to set pressure and speed so as to gradually form the cement standard inner ring 42.
After the excavation reaches the length of one annular shield tail pipe piece 64, the excavation work is stopped, the injection of cement liquid and shield mud is stopped in sequence, and finally a first grouting double-loop channel 40 is formed between the shield tail pipe piece 64 and the shield excavation channel 10.
Specifically, in the injection process of the shield mud, the shield mud has good fluidity, so that the small shield machine 60 only needs single-point injection, namely injection is injected through one of the front shield radial grouting holes 601 on the front shield 61; two points of the large shield machine 60 are required to be injected simultaneously, and two anterior shield radial grouting holes 601 ranging from 11 points to 1 point at the top of the anterior shield 61 can be selected to be injected simultaneously in a jet mode. In the injection process of the shield mud, a part of shield mud can permeate into soil layers around the shield body, so that a mud film is formed, the permeation of cement paste for subsequent grouting into a water-rich soil layer is effectively reduced, the cement paste is prevented from being diluted by underground water, and the deformation of the vault of the tunnel in the water-rich disturbance sensitive stratum 20 is effectively controlled.
Optionally, as shown in fig. 1, in the step "injection molding the second grouting double-ring channel 50", the injection molding shield outer sealing ring 51 specifically includes the following steps:
the blended shield mud is conveyed to a shield mud tank of the shield machine 60, and the cement slurry is conveyed to a cement slurry tank of the shield machine 60.
And (3) stopping the excavation of the shield machine 60, starting a shield mud grouting pumping pipe of the shield machine 60 to convey shield mud to the front shield radial grouting hole 601 in a pressing manner, and injecting shield mud into the shield gap 604 in a spraying manner according to 50% of the volume V calculated by the formula IV under the pressure of 0.3-0.4 MPa.
Closing the slurry conveying pipe of the shield mud grouting pump, and injecting 0.3-0.4 Mpa pressure air into the shield gap 604 from the shield mud grouting radial hole for 10-15 minutes.
And starting the shield mud grouting pumping pipe to convey the shield mud to the front shield radial grouting hole 601 in a pressing manner, and additionally injecting the shield mud into the shield gap 604 under the pressure of 0.2-0.4 MPa according to 50% of the volume V calculated by the formula IV.
And closing the slurry conveying pipe of the shield mud grouting pump, and injecting 0.2-0.3 Mpa pressure air into the shield gap 604 from the shield mud grouting radial hole for 15-20 minutes.
And starting the shield mud grouting pumping pipe to convey the shield mud to the front shield radial grouting hole 601 in a pressing manner, and injecting the shield mud into the shield gap 604 in a reinforcing manner to finally form a shield outer sealing ring 51 serving as an anti-seepage ring of the first ring cement inner sealing ring of the water-rich disturbance sensitive stratum 20 under the pressure of 0.2-0.3 Mpa according to 30-60% of the volume V calculated by the formula IV, so that the effect of effective injection of cement paste is realized in the continuous shield mud sealing state of each pipe sheet ring in the subsequent excavation process.
Specifically, when the shield body is injection molded to seal the outer ring 51, the construction is started in the last ten rings of the shield machine 60 gradually entering the adjacent formation 30 from the water-rich disturbance sensitive formation 20, or the construction is started in the first ten rings of the adjacent formation 30 entering the water-rich disturbance sensitive formation 20. The supplementary injection pressure of the shield mud is controlled to be 0.2 MPa-0.4 MPa, and the actual pressure is finally determined according to the field grouting effect. The reinforced injection of the shield mud is generally controlled by pressure, the grouting is finished when the designed grouting pressure is reached, and the supplementary grouting can be performed again according to the grouting effect.
Optionally, in the step "injection molding the second grouting double-ring channel 50", the injection molding cement seal inner ring 52 specifically includes:
after the shield body outer sealing ring 51 is formed by spraying, the shield machine 60 is started to excavate and advance, meanwhile, a cement slurry grouting pumping pipe is started to pump cement slurry to the tail shield radial grouting hole 602, and the cement slurry is uniformly sprayed and injected into the second duct piece gap at a set pressure and speed according to the volume M calculated by the formula five to form a cement inner sealing ring 52 so as to gradually form a second grouting double-ring channel 50.
In the process of injection molding the second grouting double-ring channel 50, the grouting speed of the shield mud and the cement paste is matched with the shield tunneling advancing speed, and the average grouting speed is determined according to the ring grouting amount completed in the time of completing one-ring tunneling by the shield, so that the aim of uniform grouting is fulfilled. The method adopts a double-index control standard of grouting pressure and grouting quantity, namely when the grouting pressure reaches a set value, the grouting quantity reaches more than 90% of a designed value, and the quality requirement can be considered to be met. In the second grouting double-loop 50-injection molding process, the injection pressure of the shield mud is 0.2-0.4 MPa, and the injection pressure of the cement slurry is 0.2-0.3 MPa.
The invention provides a construction method of a shield excavation grouting structure of a water-rich disturbance sensitive stratum aiming at the shield construction problem of the water-rich disturbance sensitive stratum, which solves the grouting series flow slurry leakage problem of the water-rich disturbance sensitive equal-strength water seepage stratum through a shield mud technology, particularly effectively controls the disturbance settlement deformation problem of the sensitive stratum in the excavation period in the grouting mode of the shield body part of the shield mud, and realizes the important aim of filling the excavation gap in a multistage step-by-step manner; the application range of the shield mud technology is successfully popularized by filling the water-rich disturbance sensitive stratum step by adopting the shield mud technology, the engineering practice application value of the shield mud technology is improved, and the shield mud technology has great reference and guidance significance for solving the disturbance resistance, prevention and control sedimentation problems of the special stratum; the construction method is simple to implement, reasonable in parameter design, stable and reliable in the structure of the constructed first grouting double-loop road and the constructed second grouting double-loop road, outstanding in economic benefit and wide in prospect for shield construction disturbance control application of the water-rich disturbance sensitive stratum.
The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention, and various modifications and changes may be made by those skilled in the art. Any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention should be included in the protection scope of the present invention.

Claims (10)

1. The utility model provides a rich water disturbance sensitivity stratum shield excavation slip casting structure which characterized in that includes:
the shield excavation channel (10) is arranged along the extending direction of the tunnel or the pipe gallery, and the shield excavation channel (10) is arranged in the water-rich disturbance sensitive stratum and extends from the water-rich disturbance sensitive stratum to the adjacent stratum connected with the water-rich disturbance sensitive stratum;
a first grouting double-loop channel (40) and a second grouting double-loop channel (50) which extend along the length direction of the shield excavation channel (10) are formed in the shield excavation channel (10) in an injection mode, the first grouting double-loop channel (40) is located in the water-rich disturbance sensitive stratum, and the second grouting double-loop channel (50) is communicated with the end portion of the first grouting double-loop channel (40) and extends from the water-rich disturbance sensitive stratum to the adjacent stratum;
the first grouting double-loop (40) and the second grouting double-loop (50) are both double-loop structures formed by inner loops and outer loops which are made of different materials, so that the outer wall of the outer loop constructed in the front is tightly attached to the inner wall of the shield excavation channel (10) to plug seepage channels in the water-rich disturbance sensitive stratum and the adjacent stratum, the inner loop constructed in the rear is prevented from being influenced by groundwater in the seepage channels, and the first grouting double-loop (40) and the second grouting double-loop (50) are also used for supporting the shield excavation channel (10) in a matched mode.
2. The shield excavation grouting structure of the water-rich disturbance sensitive formation according to claim 1,
the first grouting double-ring channel (40) comprises a shield body standard outer ring (41) used for forming an outer ring channel and a cement standard inner ring (42) used for forming an inner ring channel, and the shield body standard outer ring (41) and the cement standard inner ring (42) are hollow shaft cylinders with constant cross-section thickness along the length direction;
the outer wall surface of the shield body standard outer ring (41) is tightly attached to the inner wall surface of the shield excavation channel (10) and partially permeates into the inner wall surface of the shield excavation channel (10);
the cement standard inner ring (42) is coaxially arranged in the shield body standard outer ring (41), and the outer wall surface of the cement standard inner ring (42) is tightly attached to the inner wall surface of the shield body standard outer ring (41).
3. The shield excavation grouting structure of the water-rich disturbance sensitive formation according to claim 2,
the second grouting double-loop passage (50) comprises a shield body seal outer ring (51) used for forming an outer loop passage and a cement seal inner ring (52) used for forming an inner loop passage, and the shield body seal outer ring (51) and the cement seal inner ring (52) are both in a hollow shaft cylinder shape;
the outer wall surface of the shield body sealing outer ring (51) is tightly attached to the inner wall surface of the shield excavation channel (10) and partially permeates into the inner wall surface of the shield excavation channel (10);
the cement seal inner ring (52) is coaxially arranged in the shield body seal outer ring (51), and the outer wall surface of the cement seal inner ring (52) is tightly attached to the inner wall surface of the shield body seal outer ring (51).
4. The shield excavation grouting structure of the water-rich disturbance sensitive formation according to claim 3,
the outer wall surface of the shield body seal outer ring (51) is an equal-diameter wall surface with the outer diameter size unchanged along the length direction of the shield body seal outer ring, and the inner wall surface of the shield body seal outer ring (51) is an inner step surface with the inner diameter size gradually reduced along the length direction of the shield body seal outer ring;
the inner wall surface of the cement seal inner ring (52) is an equal-diameter wall surface with the inner diameter size unchanged along the length direction, the outer wall surface of the cement seal inner ring (52) is an outer step surface with the outer diameter size gradually increased along the length direction, and the outer step surface and the inner step surface are arranged in a matched mode, so that the outer wall surface of the cement seal inner ring (52) and the inner wall surface of the shield body seal outer ring (51) are combined in a tooth-biting mode.
5. A construction method of a shield excavation grouting structure of a water-rich disturbance sensitive stratum, which is used for constructing the shield excavation grouting structure of the water-rich disturbance sensitive stratum according to any one of claims 1 to 4, and comprises the following steps:
mixing the shield mud and the cement slurry: preparing shield mud by using shield mud powder, a plasticizer and a diluent according to construction requirements, and preparing cement slurry by using cement powder, water glass and the diluent;
calculating the injection amount of the grouting body: calculating the shield mud volume and the cement slurry volume required for forming a first annular first grouting double-ring channel (40) and the shield mud volume and the cement slurry volume required for forming a second annular second grouting double-ring channel (50);
and (3) injection molding of a grouting body:
injection molding a first grouting double-ring (40): shield excavation is advanced, shield mud is continuously injected into a shield clearance (603) between a shield excavation channel (10) and a shield shell from a front shield radial grouting hole (601) of a front shield of a shield machine (60) at a set pressure and speed to form a shield standard outer ring (41), and cement slurry is continuously injected into a first pipe piece clearance between the shield standard outer ring (41) formed by preorders and a shield tail pipe piece (64) from a tail shield radial grouting hole (602) of a tail shield of the shield machine (60) at a set pressure and speed to form a cement standard inner ring (42) so as to form a first grouting double-ring channel (40);
injection molding a second grouting double-ring (50): the excavation of the shield machine (60) is stopped, meanwhile, the shield mud is injected into a shield gap (604) between a shield excavation channel (10) and a shield shell by the injection of the shield mud from a front shield radial grouting hole (601) of a front shield of the shield machine (60) at set pressure and speed in a graded manner to form a shield sealing outer ring (51), then the excavation propulsion of the shield machine (60) is started, and meanwhile, the cement slurry is injected into a second segment gap between the shield sealing outer ring (51) formed by the injection of the cement slurry from a tail shield radial grouting hole (602) of a tail shield of the shield machine (60) at set pressure and speed in a sprayed manner to form a cement sealing inner ring (52) between the shield sealing outer ring (51) formed by the preamble and a shield tail segment (64) so as to form a second grouting double-loop channel (50).
6. The method for constructing the shield excavation grouting structure of the water-rich disturbance sensitive stratum according to claim 5,
when the shield mud of the scale is adjusted, the specific gravity G of the shield mud of the scale required by construction can be adjustedsThe shield mud meeting the construction requirements is prepared through multiple tests, and the specific gravity G of the prepared shield mud is further checked and tested through specific gravity testssWhether the requirements are met; or
Directly by equation one: gs＝0.0571x2-0.3326x +1.635, and calculating the mass ratio x of the diluted solution to the shield mud powder.
7. The method for constructing the shield excavation grouting structure of the water-rich disturbance sensitive stratum according to claim 5, wherein when the step of calculating the injection amount of the grouting body is performed,
adopting a formula II:
Figure FDA0002290328500000021
calculating the volume K of the shield mud required by a first annular grouting double-ring channel (40);
adopting a formula III:
Figure FDA0002290328500000031
calculating the volume W of cement paste required by a first grouting double-ring channel (40);
adopting a formula four: v is V1+V2+V3Wherein,
Figure FDA0002290328500000032
Figure FDA0002290328500000033
calculating the volume V of shield mud required by a second grouting double-loop road (50);
adopting a formula V: m is M1+M2+M3Wherein,
Figure FDA0002290328500000034
Figure FDA0002290328500000035
calculating the volume M of the cement paste required by the first-ring second-grouting double-ring channel (50), wherein:
pi is 3.14; d is the diameter of the shield excavation channel (10), unit: rice; r1、R2、R3The diameters of the shells of a front shield, a middle shield and a rear shield (63) of the shield machine (60) are respectively as follows: rice; l is1、L2、L3The lengths of a front shield, a middle shield and a rear shield (63) of the shield machine (60) are respectively as follows: rice; v1、V2、V3The volume of the shield mud required by a front shield, a middle shield and a rear shield of a second grouting double-loop road (50) is respectively as follows: rice; m1、M2、M3The volume of cement paste needed by the corresponding positions of a front shield, a middle shield and a rear shield of a first-ring second-grouting double-ring channel (50) is as follows: rice; l is the length of the shield tail pipe piece (64) in meters; c is the diameter of the shield tail pipe piece (64), and the unit is as follows: and (4) rice.
8. The construction method of the shield excavation grouting structure of the water-rich disturbance sensitive stratum according to claim 5, wherein the step of injection molding the first grouting double-ring channel (40) specifically comprises the following steps:
the prepared shield mud is conveyed to a shield mud tank of a shield machine (60), and the cement slurry is conveyed to a cement slurry tank of the shield machine (60);
the shield excavation is advanced, simultaneously, a shield mud grouting pumping pipe of a shield machine (60) is started to convey shield mud to a front shield radial grouting hole (601) in a pressing mode, and the shield mud is injected into a front shield gap (603) in a spraying mode according to set pressure and speed so as to gradually form a shield body standard outer ring (41);
starting a cement slurry grouting pumping pipe of a shield machine (60), pumping cement slurry to a tail shield radial grouting hole (602), and injecting the cement slurry into a first duct piece gap according to set pressure and speed to gradually form a cement standard inner ring (42);
and after the excavation reaches the length of a shield tail pipe piece (64), stopping excavation work, sequentially stopping the injection of cement liquid and shield mud, and finally forming a first grouting double-loop channel (40) between the shield tail pipe piece (64) and the shield excavation channel (10).
9. The construction method of the shield excavation grouting structure of the water-rich disturbance sensitive stratum according to claim 5, wherein in the step of 'injection molding of the second grouting double-ring channel (50'), the injection molding of the shield body sealing outer ring (51) specifically comprises the following steps:
the prepared shield mud is conveyed to a shield mud tank of a shield machine (60), and the cement slurry is conveyed to a cement slurry tank of the shield machine (60);
stopping excavation of the shield machine (60), starting a shield mud grouting pumping pipe of the shield machine (60), conveying shield mud to a front shield radial grouting hole (601) in a pressing manner, and injecting shield mud into a shield body gap (604) in a spraying manner according to 50% of the volume V calculated by the formula IV under the pressure of 0.3-0.4 Mpa;
closing a slurry conveying pipe of the shield mud grouting pump, and injecting 0.3-0.4 Mpa pressure air into the shield gap (604) from the shield mud grouting radial hole for 10-15 minutes;
starting a shield mud grouting pumping pipe to convey shield mud to a front shield radial grouting hole (601) in a pressing mode, and additionally injecting shield mud into a shield gap (604) under the pressure of 0.3-0.4 MPa according to 50% of the volume V calculated according to the formula IV;
closing the slurry conveying pipe of the shield mud grouting pump, and injecting 0.2-0.3 Mpa pressure air into the shield gap (604) from the shield mud grouting radial hole for 15-20 minutes;
and starting the shield mud grouting pumping pipe to convey the shield mud to the front shield radial grouting hole (601), and injecting the shield mud into the shield gap (604) in a reinforced manner according to the volume V of 30-60% calculated by the formula IV under the pressure of 0.2-0.3 Mpa so as to finally form the shield seal outer ring (51).
10. The construction method for the shield excavation grouting structure of the water-rich disturbance sensitive stratum according to claim 9, wherein in the step of injection molding the second grouting double-ring channel (50), the injection molding cement sealing inner ring (52) is specifically as follows:
and after the shield body seal outer ring (51) is formed by spraying, starting a shield machine (60) to excavate and advance, simultaneously starting a cement paste grouting pumping pipe to pump cement paste to a tail shield radial grouting hole (602), and uniformly spraying and injecting the cement paste into a second duct piece gap to form a cement seal inner ring (52) according to the volume M calculated by the formula five at a set pressure and speed so as to gradually form a second grouting double-ring channel (50).
CN201911177399.XA 2019-11-27 2019-11-27 Shield excavation grouting structure for water-rich disturbance sensitive stratum and construction method Active CN110939450B (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN201911177399.XA CN110939450B (en) 2019-11-27 2019-11-27 Shield excavation grouting structure for water-rich disturbance sensitive stratum and construction method

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN201911177399.XA CN110939450B (en) 2019-11-27 2019-11-27 Shield excavation grouting structure for water-rich disturbance sensitive stratum and construction method

Publications (2)

Publication Number Publication Date
CN110939450A true CN110939450A (en) 2020-03-31
CN110939450B CN110939450B (en) 2021-04-13

Family

ID=69908973

Family Applications (1)

Application Number Title Priority Date Filing Date
CN201911177399.XA Active CN110939450B (en) 2019-11-27 2019-11-27 Shield excavation grouting structure for water-rich disturbance sensitive stratum and construction method

Country Status (1)

Country Link
CN (1) CN110939450B (en)

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN111456744A (en) * 2020-03-31 2020-07-28 中建五局土木工程有限公司 Shield body grouting structure for shield excavation of water-rich sandy gravel stratum and construction method
CN113898355A (en) * 2021-12-09 2022-01-07 北京城建集团有限责任公司 Three-hole grouting method for crescent shield gap

Citations (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN101761237A (en) * 2009-12-24 2010-06-30 上海隧道工程股份有限公司 Method for constructing isolation pile for shield tunnel to go through deformation control of buildings and structures at short distance
CN102797469A (en) * 2012-06-21 2012-11-28 中铁十三局集团有限公司 Method for constructing inclined shaft by applying TBM (Tunnel Boring Machine) with earth pressure balancing function
CN103510968A (en) * 2013-10-22 2014-01-15 北京交通大学 Micro-disturbance grouting method for water-rich weak stratum shield to pass through building
CN105781575A (en) * 2016-03-11 2016-07-20 济南轨道交通集团有限公司 Water-rich stratum pipe piece combination structure and construction method thereof
CN106050266A (en) * 2016-07-22 2016-10-26 中铁建大桥工程局集团第五工程有限公司 Construction method for undermining connected channel between shield sections in water-rich sand cobble stratum tunnel
CN107605498A (en) * 2017-11-02 2018-01-19 中铁十局集团有限公司 Rich water sand-pebble layer shield tunnel termination horizontal grouting ruggedized construction construction method
CN110067565A (en) * 2019-05-16 2019-07-30 中铁十二局集团有限公司 A method of acting on exchanging shield ventral brush in rich water sandy silt soil stratum shield-tunneling construction
CN209195416U (en) * 2018-12-13 2019-08-02 中铁十一局集团城市轨道工程有限公司 The compound stratum shield Multiple Combination retaining wall ruggedized construction with pressure that opens a position

Patent Citations (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN101761237A (en) * 2009-12-24 2010-06-30 上海隧道工程股份有限公司 Method for constructing isolation pile for shield tunnel to go through deformation control of buildings and structures at short distance
CN102797469A (en) * 2012-06-21 2012-11-28 中铁十三局集团有限公司 Method for constructing inclined shaft by applying TBM (Tunnel Boring Machine) with earth pressure balancing function
CN103510968A (en) * 2013-10-22 2014-01-15 北京交通大学 Micro-disturbance grouting method for water-rich weak stratum shield to pass through building
CN105781575A (en) * 2016-03-11 2016-07-20 济南轨道交通集团有限公司 Water-rich stratum pipe piece combination structure and construction method thereof
CN106050266A (en) * 2016-07-22 2016-10-26 中铁建大桥工程局集团第五工程有限公司 Construction method for undermining connected channel between shield sections in water-rich sand cobble stratum tunnel
CN107605498A (en) * 2017-11-02 2018-01-19 中铁十局集团有限公司 Rich water sand-pebble layer shield tunnel termination horizontal grouting ruggedized construction construction method
CN209195416U (en) * 2018-12-13 2019-08-02 中铁十一局集团城市轨道工程有限公司 The compound stratum shield Multiple Combination retaining wall ruggedized construction with pressure that opens a position
CN110067565A (en) * 2019-05-16 2019-07-30 中铁十二局集团有限公司 A method of acting on exchanging shield ventral brush in rich water sandy silt soil stratum shield-tunneling construction

Non-Patent Citations (2)

* Cited by examiner, † Cited by third party
Title
刘国栋等: "软土地层盾构穿越密集房屋群水平定向注浆加固技术", 《隧道建设（中英文）》 *
戴志仁等: "富水砂卵石地层盾构隧道穿越铁路咽喉区道岔群技术研究", 《隧道建设（中英文）》 *

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN111456744A (en) * 2020-03-31 2020-07-28 中建五局土木工程有限公司 Shield body grouting structure for shield excavation of water-rich sandy gravel stratum and construction method
CN111456744B (en) * 2020-03-31 2021-08-17 中建五局土木工程有限公司 Shield body grouting structure for shield excavation of water-rich sandy gravel stratum and construction method
CN113898355A (en) * 2021-12-09 2022-01-07 北京城建集团有限责任公司 Three-hole grouting method for crescent shield gap

Also Published As

Publication number Publication date
CN110939450B (en) 2021-04-13

Similar Documents

Publication Publication Date Title
CN110939450B (en) Shield excavation grouting structure for water-rich disturbance sensitive stratum and construction method
CN110924962A (en) Construction method for filling and grouting behind segment wall of EPB-TBM dual-mode shield
CN105736004A (en) Balanced shield mud air-pressure cabin opening pressure maintaining and wall protecting construction method for shield tunneling
CN109594990B (en) Large-section jacking pipe construction method for complex stratum
CN107842374B (en) The novel inert slurry of shield and combination grouting process for upper soft lower hard water rich strata
CN111997654B (en) Shield constructs quick-witted slip casting system
CN110130936B (en) Construction method for sudden encountering untreated karst cave or crack in shield tunneling process
CN110924967A (en) Fine control construction method for shield proximity sensitive building in water-rich sandy gravel stratum
CN103603670A (en) Construction method of ultra-deep-earthed shield crossing complex formations
CN109681236A (en) Big cross section water-rich sand layer shield driving synchronous grouting method
CN114704276B (en) Water-rich powder fine sand layer tunnel composite grouting reinforcement method and slurry
CN101793154A (en) Method for grouting for stopping up water by using geological parameters of tunnel surrounding rocks and setting relief holes
CN112112654A (en) Isolation plate structure in upper soft and lower hard stratum and construction method thereof
CN110185453A (en) A kind of construction method of shield section end horizontal reinforcing
CN104790982B (en) Casing material for ultra-deep hole grouting of underground excavated tunnel
CN111997653A (en) Shield tunnel segment wall post-grouting construction method
CN116220703A (en) Construction method for shield in-ground butt joint in strong permeable sand stratum
CN115030733A (en) Grouting method for preventing stratum soil loss or ground surface settlement
CN113217037B (en) Backfill system and backfill method for single shield TBM or behind shield segment wall
CN113756841A (en) Advanced grouting method for shield construction in upper soft and lower hard stratum
CN111980718A (en) Tunneling method for small-radius turning and downward penetrating of building of shield tunneling machine
CN111456744B (en) Shield body grouting structure for shield excavation of water-rich sandy gravel stratum and construction method
CN108587583A (en) A kind of high proportion rectangular top pipe mud and preparation method thereof and construction method
CN211474115U (en) Shield excavation grouting structure for water-rich disturbance sensitive stratum
CN212837841U (en) Shield tunnel segment wall post-grouting combined structure

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