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CN-121993213-A - Sealing and reinforcing construction method for shield launching and receiving hole

CN121993213ACN 121993213 ACN121993213 ACN 121993213ACN-121993213-A

Abstract

The invention discloses a sealing and reinforcing construction method for a shield launching and receiving hole, which relates to the technical field of shield construction, and comprises the steps of firstly reinforcing an end soil body by using a deep mixing pile or a high-pressure jet grouting pile according to stratum conditions and detecting; the method comprises the steps of constructing an underground continuous wall by using glass fiber reinforced plastic instead of common steel bars, connecting the underground continuous wall through double U-shaped buckles, installing an extension steel collar, realizing sealing by matching with an adaptive rubber curtain airbag, chiseling a groove before shield tunneling, accurately controlling tunneling parameters, carrying out full-loop secondary grouting on tunnel portal segments, and dismantling the steel collar after the tunnel portal segments are detected to be qualified. According to the method, through combination reinforcement, novel sealing and accurate construction control, the problems of water gushing, sand gushing, sealing failure and the like in complex stratum are effectively solved, the risk of manual wall drilling is avoided, the engineering cost is reduced, and the construction period is shortened.

Inventors

  • ZHOU XIANG
  • Gao Tongkuang
  • ZHANG ZHE
  • Kong Deao

Assignees

  • 中铁十四局集团有限公司

Dates

Publication Date
20260508
Application Date
20260225

Claims (10)

  1. 1. The construction method for sealing and reinforcing the shield launching and receiving hole is characterized by comprising the following steps: S1, reinforcing soil bodies of an originating end and a receiving end of a shield by adopting a deep mixing pile or a high-pressure jet grouting pile according to stratum conditions of an opening, covering a collapse risk area of the opening by a reinforcing range, and detecting a reinforcing effect through horizontal coring and exploratory holes after reinforcing is finished; s2, adopting glass fiber reinforced plastic to replace common reinforced plastic in the underground diaphragm wall of the hole, mechanically connecting the GFRP reinforced plastic with reinforced plastic outside the hole through double U-shaped buckles, wherein the U-shaped buckles are arranged in a staggered and opposite way, and hooping the reinforced plastic of the underground diaphragm wall to form a closed space framework; s3, an extension steel sleeve ring is arranged between the side wall of the hole and the sealing device, the steel sleeve ring is made of steel plates, the theoretical length of the steel sleeve ring is calculated and determined according to the safety distance of the rubber curtain plate, the cutter disc length and the side wall thickness, the actual length is increased by 50mm on the basis of the theoretical length, the steel sleeve ring is fixed with the side wall through a backing plate by adopting long bolts, and the safety distance between the rubber curtain and the peripheral cutter of the shield cutter disc is ensured to be not less than 200mm after the steel sleeve ring is arranged; S4, according to whether a steel sleeve ring is installed at the hole, an adaptive rubber curtain airbag sealing structure is correspondingly adopted, the rubber curtain airbag comprises an integrally formed solid plate and an airbag, the rubber curtain airbag is fixed with a side wall or a steel sleeve ring through a steel pressing plate and is converted and determined according to the stratum water pressure according to the similarity ratio; s5, before the shield starts tunneling, a groove is drilled on the GFRP rib underground diaphragm wall corresponding to the position of the shield center cutter, thrust force, cutter head rotating speed and propulsion speed are controlled during tunneling, and meanwhile, active soil pressure of soil bodies in a slump area of a tunnel face is controlled; s6, after the shield starts and receives the position, performing full-ring secondary grouting on the duct piece around the hole, adopting cement and water glass double-liquid slurry, detecting the plugging effect through a steel sleeve ring observation hole after grouting is completed, and removing the steel sleeve ring after no water and no sand are confirmed.
  2. 2. The method for sealing and reinforcing the shield launching and receiving hole according to claim 1, wherein in the step S1, when the high-pressure jet grouting pile is adopted for reinforcement, the uniaxial compressive strength of the reinforcement body is not lower than 1.5MPa, the pile diameter is 800mm, after the reinforcement is finished, the core pulling through ground drilling and the core drilling of the hole opening are checked, the number of check points is not lower than 2% of the number of grouting holes for construction, and at least 2 points are checked when the number of check points is less than 20 holes.
  3. 3. The method for sealing and reinforcing the shield launching and receiving hole according to claim 1, wherein in the step S2, the distance between the double U-shaped buckles is not more than 400mm, and the number of U-shaped buckles for connecting a single GFRP rib with a steel bar is not less than 2.
  4. 4. The method for sealing and reinforcing the shield launching and receiving hole according to claim 1, wherein in the step S2, the diameter of stirrups of the underground continuous wall is not smaller than 14mm, the distance between the stirrups is not larger than 100mm, and the stirrups are arranged in a closed mode and form a space skeleton with the main stirrups.
  5. 5. The method for sealing and reinforcing a shield launching and receiving hole according to claim 1, wherein in the step S3, the steel sleeve ring is made of a steel plate with the thickness of 20mm, the radial width is 200 mm-500 mm, and bolt holes on the end face of the steel sleeve ring are uniformly distributed along the circumference, and the bolt hole distance is 50 mm-100 mm.
  6. 6. The method for sealing and reinforcing a shield launching and receiving hole according to claim 1, wherein in the step S4, the radial width of the solid plate of the rubber curtain air bag is 300 mm-500 mm, the thickness is 10 mm-20 mm, the diameter of the air bag is 150 mm-300 mm, and the thickness is 5 mm-10 mm.
  7. 7. The method for sealing and reinforcing the shield launching and receiving hole according to claim 1, wherein in the step S6, cement slurry and water glass are mixed in a volume ratio of 1:1.
  8. 8. The method for sealing and reinforcing the shield launching and receiving hole according to claim 1, wherein the secondary grouting process in the step S6 is characterized in that 5 grouting points are uniformly distributed on the last 10-ring pipe piece in each ring, cement and water glass double-liquid grouting is adopted for sequential grouting, then grouting pressure is stabilized for 3-5 min when reaching 0.3-0.5 MPa, all grouting points are subjected to open-pore inspection, water yield is observed through steel collar observation holes, the steel collar is removed after no water and no sand are generated, surface subsidence is synchronously monitored in the grouting process, grouting is suspended when the subsidence rate exceeds 0.5mm/d, and parameters are adjusted.
  9. 9. The method for sealing and reinforcing the shield launching and receiving hole according to claim 1, wherein when the deep mixing pile is adopted for reinforcement in the step S1, the construction process sequentially comprises the steps of leveling a site, erecting a mixer, arranging a guiding and positioning steel plate, positioning the mixer, stirring to form piles and treating residual soil, and the cement mixing amount is ensured to be not less than 15% in the stirring and piling process.
  10. 10. The method for sealing and reinforcing the shield launching and receiving hole according to claim 1, wherein when the groove is chiseled in the step S5, firstly, a groove contour line is drawn on the GFRP rib underground continuous wall according to the size of a central cutter, after the contour line is cut by adopting a diamond rope saw, concrete and GFRP ribs in the groove are manually removed, the depth of the groove is 10-20 mm larger than the protruding length of the central cutter, and the groove wall is leveled by adopting polymer cement slurry.

Description

Sealing and reinforcing construction method for shield launching and receiving hole Technical Field The invention relates to the technical field of shield construction, in particular to a shield starting and receiving hole sealing and reinforcing construction method. Background In shield construction, the starting and receiving stages are safety risk high-risk links, and particularly in complex stratum such as fine sand, water-rich pebbles and the like, accidents such as water gushing, sand gushing, soil collapse and the like are easy to occur. The traditional end reinforcing method is difficult to adapt to high-water-pressure and strong-water-permeability stratum, the reinforcing effect is unstable, the conventional hole sealing depends on a rubber curtain plate, the local sealing performance is insufficient, sealing failure is easily caused by cutter disc disturbance and pressure change, when the underground diaphragm wall adopts common steel bars, manual chiseling is needed, the construction period is long, the risk is high, peripheral soil bodies can be disturbed, meanwhile, the deep-buried tunnel is not clear in depth buried limit division, the design of a building envelope is often too conservative, cost waste is caused, and parameters such as shield thrust, soil bin pressure and the like lack of accurate control standards, so that the construction risk is further increased. These problems seriously affect the safety, efficiency and economy of shield construction, and become key bottlenecks for restricting the advancement of complex stratum shield engineering. Disclosure of Invention The invention provides a sealing and reinforcing construction method for a shield launching and receiving hole in order to make up market blank. In order to achieve the purpose, the invention provides the following technical scheme that the shield launching and receiving hole sealing and reinforcing construction method comprises the following steps: S1, reinforcing soil bodies of an originating end and a receiving end of a shield by adopting a deep mixing pile or a high-pressure jet grouting pile according to stratum conditions of an opening, covering a collapse risk area of the opening by a reinforcing range, and detecting a reinforcing effect through horizontal coring and exploratory holes after reinforcing is finished; s2, adopting glass fiber reinforced plastic to replace common reinforced plastic in the underground diaphragm wall of the hole, mechanically connecting the GFRP reinforced plastic with reinforced plastic outside the hole through double U-shaped buckles, wherein the U-shaped buckles are arranged in a staggered and opposite way, and hooping the reinforced plastic of the underground diaphragm wall to form a closed space framework; s3, an extension steel sleeve ring is arranged between the side wall of the hole and the sealing device, the steel sleeve ring is made of steel plates, the theoretical length of the steel sleeve ring is calculated and determined according to the safety distance of the rubber curtain plate, the cutter disc length and the side wall thickness, the actual length is increased by 50mm on the basis of the theoretical length, the steel sleeve ring is fixed with the side wall through a backing plate by adopting long bolts, and the safety distance between the rubber curtain and the peripheral cutter of the shield cutter disc is ensured to be not less than 200mm after the steel sleeve ring is arranged; S4, according to whether a steel sleeve ring is installed at the hole, an adaptive rubber curtain airbag sealing structure is correspondingly adopted, the rubber curtain airbag comprises an integrally formed solid plate and an airbag, the rubber curtain airbag is fixed with a side wall or a steel sleeve ring through a steel pressing plate and is converted and determined according to the stratum water pressure according to the similarity ratio; s5, before the shield starts tunneling, a groove is drilled on the GFRP rib underground diaphragm wall corresponding to the position of the shield center cutter, thrust force, cutter head rotating speed and propulsion speed are controlled during tunneling, and meanwhile, active soil pressure of soil bodies in a slump area of a tunnel face is controlled; s6, after the shield starts and receives the position, performing full-ring secondary grouting on the duct piece around the hole, adopting cement and water glass double-liquid slurry, detecting the plugging effect through a steel sleeve ring observation hole after grouting is completed, and removing the steel sleeve ring after no water and no sand are confirmed. Further, in the step S1, when the high-pressure jet grouting pile is adopted for reinforcement, the uniaxial compressive strength of the reinforcement body is not lower than 1.5MPa, the pile diameter is 800mm, after the reinforcement is finished, core pulling and hole opening drilling coring inspection are carried out through ground drilling, the