CN111963182B - Construction method for replacing tail brush of shield tunneling machine - Google Patents
Construction method for replacing tail brush of shield tunneling machine Download PDFInfo
- Publication number
- CN111963182B CN111963182B CN202010483623.4A CN202010483623A CN111963182B CN 111963182 B CN111963182 B CN 111963182B CN 202010483623 A CN202010483623 A CN 202010483623A CN 111963182 B CN111963182 B CN 111963182B
- Authority
- CN
- China
- Prior art keywords
- shield
- tail
- shield tail
- replacing
- tunneling machine
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
- 238000010276 construction Methods 0.000 title claims abstract description 40
- 230000005641 tunneling Effects 0.000 title claims description 39
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 30
- 239000000463 material Substances 0.000 claims abstract description 18
- 239000002689 soil Substances 0.000 claims abstract description 13
- 238000007689 inspection Methods 0.000 claims abstract description 4
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 38
- 238000000034 method Methods 0.000 claims description 10
- 238000007789 sealing Methods 0.000 claims description 7
- 229920002635 polyurethane Polymers 0.000 claims description 4
- 239000004814 polyurethane Substances 0.000 claims description 4
- 230000013011 mating Effects 0.000 claims 2
- 230000002787 reinforcement Effects 0.000 abstract description 10
- 238000005553 drilling Methods 0.000 description 10
- 239000000243 solution Substances 0.000 description 7
- 238000012423 maintenance Methods 0.000 description 6
- 238000010586 diagram Methods 0.000 description 5
- NBIIXXVUZAFLBC-UHFFFAOYSA-N Phosphoric acid Chemical compound OP(O)(O)=O NBIIXXVUZAFLBC-UHFFFAOYSA-N 0.000 description 4
- 229910000278 bentonite Inorganic materials 0.000 description 4
- 239000000440 bentonite Substances 0.000 description 4
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 description 4
- 238000005520 cutting process Methods 0.000 description 4
- 239000006260 foam Substances 0.000 description 4
- 239000007788 liquid Substances 0.000 description 4
- 235000019353 potassium silicate Nutrition 0.000 description 4
- 239000002002 slurry Substances 0.000 description 4
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 description 4
- 230000001360 synchronised effect Effects 0.000 description 4
- 239000004568 cement Substances 0.000 description 3
- 230000000694 effects Effects 0.000 description 3
- 238000012986 modification Methods 0.000 description 3
- 230000004048 modification Effects 0.000 description 3
- 229910000831 Steel Inorganic materials 0.000 description 2
- 229910000147 aluminium phosphate Inorganic materials 0.000 description 2
- 238000004140 cleaning Methods 0.000 description 2
- 239000011440 grout Substances 0.000 description 2
- 238000002347 injection Methods 0.000 description 2
- 239000007924 injection Substances 0.000 description 2
- 239000011259 mixed solution Substances 0.000 description 2
- 239000010959 steel Substances 0.000 description 2
- 230000015572 biosynthetic process Effects 0.000 description 1
- 230000000903 blocking effect Effects 0.000 description 1
- 238000009933 burial Methods 0.000 description 1
- 239000000701 coagulant Substances 0.000 description 1
- 238000007405 data analysis Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 239000012530 fluid Substances 0.000 description 1
- 238000005187 foaming Methods 0.000 description 1
- 239000004088 foaming agent Substances 0.000 description 1
- 239000003673 groundwater Substances 0.000 description 1
- 230000000977 initiatory effect Effects 0.000 description 1
- 238000005461 lubrication Methods 0.000 description 1
- 238000012544 monitoring process Methods 0.000 description 1
- 239000002245 particle Substances 0.000 description 1
- 239000004033 plastic Substances 0.000 description 1
- 229920003023 plastic Polymers 0.000 description 1
- 238000005498 polishing Methods 0.000 description 1
- 238000005086 pumping Methods 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 239000002893 slag Substances 0.000 description 1
- 239000011550 stock solution Substances 0.000 description 1
- 238000012360 testing method Methods 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
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
-
- 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
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
- E21D11/381—Setting apparatus or devices
-
- 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
- E21D9/0635—Tail sealing means, e.g. used as end shuttering
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)
- Structural Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention provides a construction method for replacing a tail brush of a shield machine, which is characterized in that an inspection well and a transverse channel are arranged on a tunnel construction line, soil bodies are reinforced by utilizing the inspection well and the transverse channel, the operation surface of a reinforcing platform is large, the construction is convenient, the reinforcing effect is good, the comprehensive water-stopping performance of a plurality of waterproof and water-stopping measures such as a reinforcing body, a water-stopping hoop, a waterproof material and the like is high, the construction time is reduced when the tail brush of the shield machine is replaced in a tunnel, and the construction period is effectively shortened. The invention solves the problems of inconvenient construction and poor reinforcing effect of the advance reinforcement of the shield machine in the shield machine generally when the shield tail brush is replaced.
Description
Technical Field
The invention relates to the technical field of shield construction, in particular to a construction method for replacing a tail brush of a shield machine.
Background
In the shield tunneling process, particularly when tunneling is carried out in underground water and a structural bottom plate is tunneled close to the underground water, the requirement on the sealing performance of the shield tail is high, and once the quality of the shield tail brush is damaged in midway tunneling, the replacement of the shield tail brush at a proper position in the middle needs to be considered.
In the prior construction process, a shield machine advanced reinforcement method is mostly adopted, the construction process is carried out in the shield machine, the platform operation surface is small, the construction is inconvenient, and the reinforcement effect is poor; the water stopping performance is not high, and the water leakage coefficient is larger.
Disclosure of Invention
In order to overcome the defects in the prior art, a construction method for replacing a tail brush of a shield machine is provided so as to solve the problems of inconvenient construction and poor reinforcing effect caused by the advance reinforcement of the shield machine in the shield machine during the replacement of the tail brush.
In order to achieve the aim, the construction method for replacing the tail brush of the shield tunneling machine comprises the following steps:
constructing an inspection well and a transverse channel on a to-be-tunneled route of a shield machine, so that the transverse channel stretches across the to-be-tunneled route;
grouting and reinforcing the soil below in the transverse channel to form a reinforcing body in the route to be tunneled;
the shield tunneling machine is pushed into the reinforcing body, so that a shield tail of the shield tunneling machine is left in the reinforcing body;
grouting the back of the duct piece behind the shield tail to form a water stop hoop;
injecting a circle of waterproof material between the shield tail and the last ring pipe piece in the shield tail;
and removing the duct piece in the shield tail to expose the old shield tail brush and replacing the new shield tail brush.
Further, when the step of forming the water stop hoop by back grouting of the duct piece behind the shield tail is implemented, the number of the water stop hoops is two, the first water stop hoop is arranged at a position adjacent to the shield tail, and the second water stop hoop is arranged at a position behind a rear matching trolley of the shield machine.
Furthermore, the first water stop hoop covers the 4-12 ring pipe piece.
Furthermore, the second water stop hoop covers the 20-ring pipe piece at the rear position of the rear matching trolley.
Further, before a circle of waterproof material is injected between the shield tail and the last ring pipe piece in the shield tail, a plurality of ring pipe pieces tensioning the rear part of the shield tail along the axial direction of the tunnel are further included.
Further, the step of tensioning the multi-ring duct piece behind the shield tail along the axial direction of the tunnel comprises:
providing a connecting piece, wherein the connecting piece is provided with a plurality of fastening pieces, and the connecting piece is arranged on the inner wall of the multi-ring duct piece behind the shield tail along the axial direction of the tunnel;
and tensioning the multi-ring duct piece behind the shield tail and connecting the plurality of fastening pieces to the multi-ring duct piece.
Further, the connecting piece tensions the 10-ring segment behind the shield tail.
Further, before the step of removing the duct piece in the shield tail to expose the old shield tail brush and replacing the new shield tail brush is carried out, a sealing strip is filled between the shield tail in front of the waterproof material and the duct piece, and a circle of the sealing strip is arranged along the inner circumferential surface of the shield tail.
Further, the waterproof material is a polyurethane waterproof material.
The construction method for replacing the tail brush of the shield machine has the advantages that the maintenance well and the transverse channel are arranged on a tunnel construction line, soil is reinforced by utilizing the maintenance well and the transverse channel, the operation surface of a reinforcing platform is large, the construction is convenient, the reinforcing effect is good, the comprehensive water-stopping performance of a plurality of waterproof and water-stopping measures such as a reinforcing body, a water-stopping hoop and a waterproof material is high, the construction time is shortened by replacing the tail brush of the shield machine in the tunnel, and the construction period is effectively shortened.
Drawings
Fig. 1 is a schematic structural diagram of a shield tunneling machine according to an embodiment of the present invention.
Fig. 2 is a schematic structural view of a water stop hoop according to an embodiment of the present invention.
Fig. 3 is a schematic view of a segment tension of an embodiment of the present invention.
Fig. 4 is a cross-sectional view of a segment tension of an embodiment of the present invention.
Fig. 5 is a schematic view of lateral channel grouting reinforcement according to an embodiment of the invention.
FIG. 6 is a top view of a cross-channel grouting reinforcement of an embodiment of the present invention.
Detailed Description
The embodiments of the present invention are described below with reference to specific embodiments, and other advantages and effects of the present invention will be easily understood by those skilled in the art from the disclosure of the present specification. The invention is capable of other and different embodiments and of being practiced or of being carried out in various ways, and its several details are capable of modification in various respects, all without departing from the spirit and scope of the present invention.
Fig. 1 is a schematic structural diagram of a shield tunneling machine according to an embodiment of the present invention, fig. 2 is a schematic structural diagram of a water stop hoop according to an embodiment of the present invention, fig. 3 is a schematic structural diagram of a segment tension according to an embodiment of the present invention, fig. 4 is a cross-sectional view of a segment tension according to an embodiment of the present invention, fig. 5 is a schematic structural diagram of a lateral channel grouting reinforcement according to an embodiment of the present invention, and fig. 6 is a plan view of a lateral channel grouting reinforcement according to an embodiment of the present invention.
Referring to fig. 1 to 6, the invention provides a construction method for replacing a tail brush of a shield tunneling machine, which comprises the following steps:
s1: and (2) constructing the manhole 2 and the transverse passage 21 on the route A to be tunneled of the shield tunneling machine 1, so that the transverse passage 21 crosses over the route A to be tunneled.
Referring to fig. 5 and 6, based on the length of the replacement period of the shield tail brush, the construction stations of the manhole and the transverse passage are determined on the line a to be tunneled of the shield tunneling machine.
And (4) constructing an access well and a transverse channel on the construction station. The cross passage is connected to the manhole. The transverse passage spans over the route to be tunneled.
S2: the lower soil body is grouted in the transverse channel 21 to form a reinforcement body 3 in the route a to be tunneled.
With continued reference to fig. 5 and 6, when grouting and reinforcing the soil body below the transverse channel, a synchronous double-fluid grouting machine is adopted for grouting, and the grout has three types, namely liquid a (water glass), liquid B (phosphoric acid) and liquid C (cement slurry). The solution A is mixed with the solution B and the solution C in sequence to form solution A, C (mixed solution of cement and water glass) and solution A, B (mixed solution of water glass and phosphoric acid), water in soil layer particles is forcibly removed by the solution AB, and then the bonding force and the internal friction angle of the soil layer are increased by the solution A, C, so that the effect of reinforcing and resisting water is achieved.
The grouting reinforcement method comprises the following steps:
(1) and (3) hole location: according to design requirements, hole positions are aligned, drilling is carried out at different incidence angles, the deviation of the hole positions is required to be +/-3 cm, and the deviation of the incidence angles is not more than 1 degree.
(2) Positioning a drilling machine: the drilling machine is positioned according to the designated position, and the verticality of the drill rod is adjusted. After the hole positions are aligned, the drilling machine cannot be displaced and cannot be lifted and lowered randomly.
(3) Drilling to form a hole: during the first hole construction, the operation is slow, and the influence of the stratum on the drilling machine is grasped so as to determine the drilling parameters under the stratum condition. Closely observing the water outflow condition of the overflow water, stopping drilling immediately when a large amount of overflow water is discharged, and performing construction after analyzing reasons. And checking one section of the drill hole after drilling one section of the drill hole, and correcting the deviation in time, wherein the position of the hole bottom is smaller than 30 cm. Drilling and grouting are carried out sequentially from outside to inside, and the same circle of holes are constructed at intervals;
(4) drawing back the drill rod: and strictly controlling the lifting amplitude, wherein each step is not more than 15-20cm, and carrying out uniform-speed back pumping while paying attention to the change of grouting parameters.
(5) Proportioning the slurry: and (4) adopting a metering tool with accurate metering to prepare the materials according to the designed formula.
(6) Grouting: the diameter of the opening of the grouting hole is not less than 45mm, grouting pressure is strictly controlled, grouting amount is closely concerned, grouting is stopped immediately when pressure suddenly rises or grout overflows from a hole wall and a section sand layer, and grouting is performed again by adopting measures such as grouting parameter adjustment or displacement after reasons are found.
S3: the shield tunneling machine 1 is advanced into the reinforcing body 3 such that the shield tail 10 of the shield tunneling machine 1 is left in the reinforcing body 3.
Specifically, the shield tunneling machine is advanced to the reinforcing body in the steps of:
(1) and controlling tunneling parameters.
4 rings before the shield machine reaches the range of the reinforcing body reduce the thrust of the shield machine and the rotating speed of a cutter head, reduce the injection amount of a muck improving material and avoid the influence of high thrust, high torque and high rotating speed on a transverse passage of a maintenance well. When the shield machine reaches the front ring of the position of the reinforcing body, the soil pressure is reduced, the thrust is controlled within 800 tons, the rotating speed of a cutter head is 0.6 r/min-0.8 r/min, the tunneling speed is 15-20 mm/min, the torque of the cutter head is controlled within 2500N.m, the tunneling is carried out at a low rotating speed, the torque is low, and the thrust is low, so that the influence of the tunneling on the position within the range of the reinforcing body is controlled, and the stability of the reinforcing effect is ensured. Stopping the shield tunneling machine strictly according to the calculated central mileage within the range of the reinforcing body and the position of the propulsion oil cylinder when the propulsion oil cylinder extends to 1600mm, and performing bentonite grouting filling and lubrication on the radial grouting pipe for the shield shell by using high-concentration bentonite slurry when the shield tunneling machine reaches the position of the reinforcing body, so that the shield tunneling machine is prevented from being wrapped by the stratum due to ground settlement and long-time stopping.
(2) And (5) synchronous grouting.
And synchronizing grouting amount.
The synchronous grouting amount is 5.0-7.3 m, and the grouting amount and the grouting pressure are controlled by double control indexes. And performing double control work of grouting pressure and grouting quantity, and combining settlement data analysis and summary to guide subsequent construction.
And ② grouting pressure.
The synchronous grouting pressure is controlled to be 1.7 bar-2.2 bar, and dynamic adjustment is needed according to the monitoring condition and the tunnel burial depth.
And initiating setting time.
Initial setting time: generally 4-6 h, and adjusting the initial setting time by adding a coagulant and changing the proportion through field tests according to the formation conditions and the tunneling speed.
And fourthly, grouting parameter control.
Grouting amount per ring is not less than 5.0m3Not more than 7.3m3. The left side and the right side need to be in balanced grouting, the grouting stroke and the grouting amount of the left side and the right side are consistent, and one side is strictly forbidden to be more and one side is less.
(3) And improving the residue soil.
The residue soil is improved by adopting a foaming agent and bentonite, so that the residue soil is improved to be in a flowing plastic state without adding water. For a pebble stratum, a foam stock solution with the concentration of 3% is used, and the foaming volume expansion rate is 15-20 times.
The flow of the bentonite and the foam is determined according to the designed addition amount of each ring and the tunneling speed: theoretical flow is the designed addition per ring x tunneling speed/1.2 m. In the adding process, the earth pressure of the earth bin can balance the pressure of a part of pipelines, so that the parameter setting of the mud and foam flow is slightly higher than the theoretical value during operation, and the mud and foam flow can be timely adjusted according to the earth pressure change and the slag discharge condition of the screw conveyor.
S4: and (3) grouting the back of the duct piece 6 behind the shield tail 10 to form a water stop hoop 4.
Referring to fig. 1 and 2, when step S4 is implemented, the number of the water stop hoop 4 is two, where the first water stop hoop 4 is disposed at a position adjacent to the shield tail 10, and the second water stop hoop 4 is disposed at a position behind the rear supporting trolley 11 of the shield machine 1.
Specifically, the first water stop hoop 4 is wrapped on the duct piece with 4-12 rings. The second water stop hoop 4 is wrapped on a 20-ring pipe piece at the rear position of the rear matching trolley 11.
When the shield machine arrives at the position of the maintenance well and stops, two water stop hoop belts are applied to the back of the duct piece at the position of 4-12 rings behind the shield tail, and cement paste is adopted: water glass (38 baume) ═ 1; 1 (volume ratio) of double-liquid slurry, the grouting pressure is not less than 3bar and not more than 5bar, and a first water stop hoop is formed. And performing secondary grouting on the 20 ring pipes behind the No. 6 trolley every 2 rings, and forming a second water stop hoop by the same method.
The first water stop hoop is used for blocking underground water behind the shield tail to enter the shield tail from a gap between the shield tail and the pipe piece.
Furthermore, the second water stop hoop reduces the groundwater entering the range of the first water stop hoop.
S5: and a circle of waterproof material is injected between the shield tail 10 and the last ring pipe piece 6 in the shield tail.
Step S5 includes:
and S51, tensioning the multi-ring pipe piece 6 behind the shield tail 10 along the axial direction of the tunnel.
Specifically, as shown in fig. 3 and 4, step S51 includes:
s511, providing a connecting piece 5, wherein the connecting piece 5 is provided with a plurality of fastening pieces 51, and the connecting piece 5 is arranged on the inner wall of the multi-ring duct piece 6 behind the shield tail 10 along the axial direction of the tunnel;
s512, tensioning the multi-ring pipe piece 6 behind the shield tail 10 and connecting the plurality of fastening pieces 51 to the multi-ring pipe piece 6.
The connecting piece 5 tensions the 10-ring segment 6 behind the shield tail 10.
10 ring pipe pieces behind the pipe pieces removed by the shield changing tail brush are tensioned, and the pipe pieces are fastened and tensioned by the connecting pieces through the channel steel of Q235B12 to prevent the pipe pieces from deforming.
The channel steel is provided with a plurality of fastening holes, and the fastening pieces are fastening bolts. The fastening piece is arranged through the fastening hole and the grouting hole of the duct piece.
In this embodiment, the quantity of connecting piece is many, and many connecting piece dislocation set are in order to tension different polylith section of jurisdiction. The plurality of connecting pieces are arranged at intervals along the circumferential direction of the inner wall of the duct piece.
S52, injecting waterproof materials (polyurethane) from the hoisting hole of the pipe piece at the position of the 3-ring pipe piece behind the shield tail. The injection pressure of polyurethane is 2bar, and the water coming from the rear of the shield tail is blocked.
S6: the duct piece 6 in the shield tail 10 is removed to expose the old shield tail brush and replace the new shield tail brush.
Step S6 includes:
s61, filling a sealing strip between the shield tail 10 in front of the waterproof material and the duct piece 6, wherein the sealing strip is arranged in a circle along the inner circumferential surface of the shield tail 10.
Specifically, after 1 ring of pipe piece is removed, a gap between the last shield tail brush and the pipe piece is plugged by a plugging strip (sponge strip) along the inner periphery of the shield tail, and water coming from the shield tail is thoroughly plugged.
And S62, exposing the old tail brush and replacing the new tail brush.
The shield tail of shield constructs the machine and establishes three tail brushes altogether, advances the jack maximum extension length and is about S2200 mm, normally advances and can't expose 2 shield tail brushes, consequently takes the method of tearing 1 ring section of jurisdiction open to expose the shield tail brush.
And (3) tunneling 1600mm after the assembly of the shield tunneling machine is completed for the xxx rings (without assembling K blocks), performing primary secondary grouting on the xxx-4 ring to form a first water-stop hoop, and removing the xxx rings (namely removing 1 ring of duct pieces) after the water leakage of the shield tail is determined, so as to expose 2 shield tail brushes.
In the advancing process of the shield machine, a civil engineer carefully observes the exposure amount of the shield tail brush at the position of the duct piece K of the xxx ring, and immediately informs a shield driver to stop advancing after the shield tail brush of the 2 nd duct is completely exposed.
(1) And (3) removing two adjacent segments of the pipe, namely B1 and B2, cutting off the damaged shield tail brush, cleaning and polishing the surface, and then installing and welding a new shield tail brush.
(2) The segment of B2 was reassembled, otherwise the machine would move backwards due to the pressure in the bin.
(3) And removing the A1 duct piece, cutting off the old shield tail brush, and installing a new shield tail brush.
(4) And removing the A2 duct piece, cutting off the old shield tail brush, and installing a new shield tail brush.
(5) The a2, a1 and B1 tube sheets were reassembled.
(6) Removing the segments B2 and A3, cutting off the original shield tail brush A3, and installing a new shield tail brush after cleaning.
(7) After all the shield tail brushes are replaced, the segments A3, B2 and K segments are assembled.
According to the construction method for replacing the tail brush of the shield machine, the maintenance well and the transverse channel are arranged on the tunnel construction line, the soil body is reinforced by utilizing the maintenance well and the transverse channel, the operation surface of the reinforcing platform is large, the construction is convenient, the reinforcing effect is good, the comprehensive water-stopping performance of a plurality of waterproof water-stopping measures such as a reinforcing body, a water-stopping hoop and a waterproof material is high, the construction time is reduced by replacing the tail brush of the shield machine in the tunnel, and the construction period is effectively shortened.
It should be noted that the structures, ratios, sizes, and the like shown in the drawings attached to the present specification are only used for matching the disclosure of the present specification, so as to be understood and read by those skilled in the art, and are not used to limit the conditions of the present invention, so that the present invention has no technical essence, and any structural modification, ratio relationship change, or size adjustment should still fall within the scope of the present invention without affecting the efficacy and the achievable purpose of the present invention. In addition, the terms "upper", "lower", "left", "right", "middle" and "one" used in the present specification are for clarity of description, and are not intended to limit the scope of the present invention, and the relative relationship between the terms and the terms is not to be construed as a scope of the present invention.
While the present invention has been described in detail and with reference to the embodiments thereof as illustrated in the accompanying drawings, it will be apparent to one skilled in the art that various changes and modifications can be made therein. Therefore, certain details of the embodiments are not to be interpreted as limiting, and the invention is to be defined by the scope of the appended claims.
Claims (9)
1. A construction method for replacing a tail brush of a shield tunneling machine is characterized by comprising the following steps:
constructing an inspection well and a transverse channel on a to-be-tunneled route of a shield machine, so that the transverse channel stretches across the to-be-tunneled route;
grouting and reinforcing the soil below in the transverse channel to form a reinforcing body in the route to be tunneled;
the shield tunneling machine is pushed into the reinforcing body, so that a shield tail of the shield tunneling machine is left in the reinforcing body;
grouting the back of the duct piece behind the shield tail to form a water stop hoop;
injecting a circle of waterproof material between the shield tail and the last ring pipe piece in the shield tail;
and removing the duct piece in the shield tail to expose the old shield tail brush and replacing the new shield tail brush.
2. The construction method for replacing the tail brush of the shield tunneling machine according to claim 1, wherein when the step of forming the water-stop hoop by back grouting of the duct piece behind the shield tail is performed, the number of the water-stop hoops is two, the first water-stop hoop is arranged at a position adjacent to the shield tail, and the second water-stop hoop is arranged at a position behind a rear mating trolley of the shield tunneling machine.
3. The construction method for replacing the tail brush of the shield tunneling machine according to claim 2, wherein the first water stop hoop covers the 4-12 ring segment.
4. The construction method for replacing the tail brush of the shield tunneling machine according to claim 2, wherein the second water stop hoop covers a 20-ring segment at the rear position of the rear mating trolley.
5. The method as claimed in claim 1, further comprising tensioning the multi-ring segments behind the shield tail in the axial direction of the tunnel before injecting a ring of waterproof material between the shield tail and the last ring segment in the shield tail.
6. The construction method for replacing the tail brush of the shield tunneling machine according to claim 5, wherein the step of tensioning the multi-ring segment behind the shield tail in the axial direction of the tunnel comprises the steps of:
providing a connecting piece, wherein the connecting piece is provided with a plurality of fastening pieces, and the connecting piece is arranged on the inner wall of the multi-ring duct piece behind the shield tail along the axial direction of the tunnel;
and tensioning the multi-ring duct piece behind the shield tail and connecting the plurality of fastening pieces to the multi-ring duct piece.
7. The construction method for shield tunneling machine tail brush replacement according to claim 6, wherein the connecting member tensions the 10-ring segment behind the shield tail.
8. The construction method for replacing the tail brush of the shield tunneling machine according to claim 1, further comprising a step of filling a sealing strip between the shield tail and the segment in front of the waterproof material before the step of removing the segment in the shield tail to expose the old shield tail brush and replacing the new shield tail brush, wherein the sealing strip is provided in a circle along the inner circumferential surface of the shield tail.
9. The construction method for replacing the tail brush of the shield tunneling machine according to claim 1, wherein the waterproof material is a polyurethane waterproof material.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010483623.4A CN111963182B (en) | 2020-06-01 | 2020-06-01 | Construction method for replacing tail brush of shield tunneling machine |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010483623.4A CN111963182B (en) | 2020-06-01 | 2020-06-01 | Construction method for replacing tail brush of shield tunneling machine |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN111963182A CN111963182A (en) | 2020-11-20 |
| CN111963182B true CN111963182B (en) | 2022-07-01 |
Family
ID=73358065
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202010483623.4A Active CN111963182B (en) | 2020-06-01 | 2020-06-01 | Construction method for replacing tail brush of shield tunneling machine |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN111963182B (en) |
Families Citing this family (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112984115B (en) * | 2021-03-19 | 2023-06-13 | 中建八局轨道交通建设有限公司 | Hinge sealing device of shield machine |
| CN114508358A (en) * | 2022-01-04 | 2022-05-17 | 中交(南京)建设有限公司 | Shield tail brush replacement construction method for water-rich weak sensitive stratum |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH04194223A (en) * | 1990-11-28 | 1992-07-14 | Uemura Giken Kogyo Kk | Open shield construction method |
| CN109050571A (en) * | 2018-07-19 | 2018-12-21 | 中建八局轨道交通建设有限公司 | Shield tunnel electric locomotive anti roll device |
| CN109209405A (en) * | 2018-10-15 | 2019-01-15 | 中建八局轨道交通建设有限公司 | The restorative procedure of cutter head of shield machine large circle |
| CN208749355U (en) * | 2018-08-02 | 2019-04-16 | 中交第二航务工程局有限公司 | It is conveniently replaceable the sliding section of jurisdiction of shield tail brush |
| 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 |
-
2020
- 2020-06-01 CN CN202010483623.4A patent/CN111963182B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH04194223A (en) * | 1990-11-28 | 1992-07-14 | Uemura Giken Kogyo Kk | Open shield construction method |
| CN109050571A (en) * | 2018-07-19 | 2018-12-21 | 中建八局轨道交通建设有限公司 | Shield tunnel electric locomotive anti roll device |
| CN208749355U (en) * | 2018-08-02 | 2019-04-16 | 中交第二航务工程局有限公司 | It is conveniently replaceable the sliding section of jurisdiction of shield tail brush |
| CN109209405A (en) * | 2018-10-15 | 2019-01-15 | 中建八局轨道交通建设有限公司 | The restorative procedure of cutter head of shield machine large circle |
| 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 |
Also Published As
| Publication number | Publication date |
|---|---|
| CN111963182A (en) | 2020-11-20 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN108060908B (en) | Long-distance horizontal directional drilling and grouting reinforcement process for water-rich sand layer under building group | |
| CN106640120B (en) | Layered grouting construction method for fixed-point deep holes on earth surface | |
| CN102277898B (en) | Drain pipe jacking construction method | |
| CN111963182B (en) | Construction method for replacing tail brush of shield tunneling machine | |
| CN111396067B (en) | Comprehensive shield steel sleeve receiving construction method in complex environment | |
| CN109488313B (en) | V-level surrounding rock micro-step excavation construction process | |
| CN109322671B (en) | Method for getting rid of worn and trapped shield cutter | |
| CN112012753A (en) | Shield tunneling machine starting method based on special-shaped extension steel ring | |
| CN111691439B (en) | Slope anchoring structure and sash beam support construction method using same | |
| CN111827879A (en) | Horizontal drilling construction method for large-diameter pipe shed in shallow-earth-covered weak stratum | |
| CN113669073A (en) | Water-rich sandy stratum tunnel-first and station-second construction method for controlling deformation of adjacent building | |
| CN102261079B (en) | Construction method for foundation pit waterproof curtain | |
| CN111075457A (en) | In-hole repairing method for shield deformation of tail shield of shield tunneling machine under complex geological condition | |
| CN111173528A (en) | Large-diameter long-interval tunnel shield construction method for water-rich sandy gravel stratum | |
| CN217580080U (en) | Drilling and grouting drilling tool for compaction grouting dry construction | |
| CN114526376B (en) | Construction method for stacked wire jacking pipe | |
| CN112796773B (en) | Steel sleeve construction process and assembly method | |
| CN214464176U (en) | Construction structure for shield end starting under limited space condition | |
| US11603760B2 (en) | Shield method | |
| CN112031794B (en) | Shield receiving construction method for approaching existing subway operation line in water-rich silt stratum | |
| CN112610233B (en) | Rectangular jacking pipe receiving construction method of' golden cicada shelling | |
| CN110985017A (en) | Construction method for penetrating rainwater box culvert under expansive soil stratum shield | |
| CN111379571A (en) | Pipeline, pipe shed structure and pipe shed construction method with same | |
| CN113279766A (en) | Vertical radial rigid sleeve valve pipe bundle grouting sedimentation control method | |
| CN109898499B (en) | Method for reinforcing foundation soil layer around traction pipeline through filling grouting |
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 |