CN117211808A - Shield method zoned bin filling normal-pressure tool changing construction method - Google Patents
Shield method zoned bin filling normal-pressure tool changing construction method Download PDFInfo
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- CN117211808A CN117211808A CN202310900328.8A CN202310900328A CN117211808A CN 117211808 A CN117211808 A CN 117211808A CN 202310900328 A CN202310900328 A CN 202310900328A CN 117211808 A CN117211808 A CN 117211808A
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- 238000010276 construction Methods 0.000 title claims abstract description 52
- 238000000034 method Methods 0.000 title claims abstract description 41
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 70
- 239000002689 soil Substances 0.000 claims abstract description 66
- 239000002002 slurry Substances 0.000 claims abstract description 48
- 239000000440 bentonite Substances 0.000 claims abstract description 35
- 229910000278 bentonite Inorganic materials 0.000 claims abstract description 35
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 claims abstract description 35
- NBIIXXVUZAFLBC-UHFFFAOYSA-N phosphoric acid Substances OP(O)(O)=O NBIIXXVUZAFLBC-UHFFFAOYSA-N 0.000 claims abstract description 34
- 229910000147 aluminium phosphate Inorganic materials 0.000 claims abstract description 21
- 239000011083 cement mortar Substances 0.000 claims abstract description 19
- 238000005192 partition Methods 0.000 claims abstract description 17
- 239000011259 mixed solution Substances 0.000 claims abstract description 14
- 239000000463 material Substances 0.000 claims abstract description 13
- 239000004519 grease Substances 0.000 claims abstract description 10
- 238000007789 sealing Methods 0.000 claims abstract description 10
- 235000014121 butter Nutrition 0.000 claims abstract description 4
- 238000011105 stabilization Methods 0.000 claims abstract description 4
- 230000005641 tunneling Effects 0.000 claims description 22
- 239000004568 cement Substances 0.000 claims description 19
- 235000019353 potassium silicate Nutrition 0.000 claims description 18
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims description 17
- 238000002347 injection Methods 0.000 claims description 15
- 239000007924 injection Substances 0.000 claims description 15
- 238000004140 cleaning Methods 0.000 claims description 13
- 239000007788 liquid Substances 0.000 claims description 12
- 230000001360 synchronised effect Effects 0.000 claims description 8
- CSCPPACGZOOCGX-UHFFFAOYSA-N Acetone Chemical compound CC(C)=O CSCPPACGZOOCGX-UHFFFAOYSA-N 0.000 claims description 6
- 230000000694 effects Effects 0.000 claims description 6
- 229920002635 polyurethane Polymers 0.000 claims description 6
- 239000004814 polyurethane Substances 0.000 claims description 6
- 230000000903 blocking effect Effects 0.000 claims description 5
- 239000011435 rock Substances 0.000 claims description 5
- 239000010881 fly ash Substances 0.000 claims description 3
- 239000000203 mixture Substances 0.000 claims description 3
- 230000035515 penetration Effects 0.000 claims description 3
- 230000035699 permeability Effects 0.000 claims description 3
- 238000011084 recovery Methods 0.000 claims description 3
- 239000004576 sand Substances 0.000 claims description 3
- 230000001112 coagulating effect Effects 0.000 claims description 2
- JEGUKCSWCFPDGT-UHFFFAOYSA-N h2o hydrate Chemical compound O.O JEGUKCSWCFPDGT-UHFFFAOYSA-N 0.000 claims description 2
- 238000011161 development Methods 0.000 abstract description 7
- 230000008569 process Effects 0.000 description 9
- 238000007596 consolidation process Methods 0.000 description 5
- 239000000126 substance Substances 0.000 description 5
- 239000011440 grout Substances 0.000 description 4
- 238000012360 testing method Methods 0.000 description 4
- 238000002156 mixing Methods 0.000 description 3
- 238000012544 monitoring process Methods 0.000 description 3
- 230000008439 repair process Effects 0.000 description 3
- 239000006260 foam Substances 0.000 description 2
- 238000007689 inspection Methods 0.000 description 2
- 239000004570 mortar (masonry) Substances 0.000 description 2
- 230000002787 reinforcement Effects 0.000 description 2
- 230000004044 response Effects 0.000 description 2
- 229920000742 Cotton Polymers 0.000 description 1
- 239000004115 Sodium Silicate Substances 0.000 description 1
- 230000002159 abnormal effect Effects 0.000 description 1
- 238000005299 abrasion Methods 0.000 description 1
- 238000009412 basement excavation Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000015271 coagulation Effects 0.000 description 1
- 238000005345 coagulation Methods 0.000 description 1
- 238000004891 communication Methods 0.000 description 1
- 238000007599 discharging Methods 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000011010 flushing procedure Methods 0.000 description 1
- 238000005187 foaming Methods 0.000 description 1
- 230000002401 inhibitory effect Effects 0.000 description 1
- 238000004898 kneading Methods 0.000 description 1
- 230000007246 mechanism Effects 0.000 description 1
- 238000003823 mortar mixing Methods 0.000 description 1
- 238000011056 performance test Methods 0.000 description 1
- 238000004062 sedimentation Methods 0.000 description 1
- 239000002893 slag Substances 0.000 description 1
- 229910052911 sodium silicate Inorganic materials 0.000 description 1
- 238000007711 solidification Methods 0.000 description 1
- 230000008023 solidification Effects 0.000 description 1
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- Lining And Supports For Tunnels (AREA)
Abstract
The invention relates to a shield method partition bin filling normal pressure tool changing construction method, a plurality of water stop rings are constructed behind the segment wall of a shield machine, bentonite slurry or butter is injected around a shield shell, grease is injected into a cutter disc sealing system, bentonite is injected into a soil bin of the shield machine to replace dregs in the soil bin, and a water glass-phosphoric acid mixed solution is injected into the soil bin to form a gelatinous object; then filling cement mortar into the soil bin, and after the filling material in the soil bin reaches the self-stabilization requirement, excavating local filling materials according to the operation requirement by constructors and entering the soil bin to perform the checking and replacing work of cutters and cutterheads; the problems of normal pressure warehouse opening and tool changing under the conditions of upper soft and lower hard stratum bedrock crack development, abundant pressurized water and poor soil layer self-stability impermeability are solved, the risks of tunnel face instability and shield trapping are reduced, and the construction efficiency of warehouse filling normal pressure tool changing is effectively improved.
Description
Technical Field
The invention relates to a normal-pressure cutter changing construction method for shield method zoned bin filling, belonging to the technical field of shield construction.
Background
Along with the vigorous development of urban basic construction, the application of a shield method in subway tunnel construction is more and more common due to urban planning and development requirements, but due to the characteristics of a shield machine, the shield machine is more and more frequent in the complicated situation of geology and hydrology, the conventional operation mode of opening the cabin is difficult to solve the problems of normal-pressure cabin opening and tool changing under the conditions of upper soft and lower hard stratum bedrock crack development, abundant confined water and poor soil layer self-stability and permeability resistance, the tunnel face is easy to be unstable, the shield is high in risk of being trapped, and the tool changing construction efficiency is low.
The shield machine in the high-end assembly field is required to be used for the shield method construction, the abrasion of the cutter caused by the tunneling of the shield machine is very serious, if the worn cutter is not replaced in time, the service life of the cutter head and the cutter of the shield machine is influenced, the shield tunneling parameters are abnormal, and the progress of the construction period is seriously influenced.
The shield tunneling machine can be divided into planned tool changing and unplanned tool changing, wherein unplanned tool changing refers to the fact that the shield tunneling process encounters various special working conditions and the operation of opening the cabin and changing the tools is required, and the operation of changing the tools under pressure is required. The operation difficulty of the pressurized tool changing operation is high, and the instability and collapse of the excavation surface can be caused by poor treatment.
For example, CN111335910B is a method for overhauling and replacing cutters of a shield tunneling machine, and ensures the safety of personnel in a cabin, earth surface building structures and pipelines during normal pressure cabin opening and cutter replacement.
Then, ground auxiliary measures are needed, and the influence on ground construction and traffic is large; the method is not suitable for the working conditions of poor self-stability and impermeability of upper soft and lower hard stratum soil bodies, unsatisfactory pressure maintaining effect, rich bedrock crack development and confined water, poor construction operability, high construction risk and low work efficiency.
Disclosure of Invention
The invention aims to provide a normal-pressure cutter changing construction method for shield method zoned bin filling, which aims to solve the problems in the background technology.
The technical scheme of the invention is as follows:
a shield method zoned bin filling normal pressure tool changing construction method comprises the following steps:
and (3) performing closed water stop ring: constructing a plurality of water stop rings behind the segment wall of the shield tunneling machine to isolate front and rear water and prevent slurry from wrapping the shield body;
shield body and cutter head protection: bentonite slurry or butter is injected into the periphery of the shield shell to prevent the shield machine from being locked by the slurry; grease is injected into the cutter head sealing system, so that the main bearing seal of the cutter head is prevented from being damaged;
residue soil replacement: injecting bentonite into a soil bin of the shield machine to replace dregs in the soil bin, and preparing bentonite in the soil bin into bentonite slurry;
partition bin filling construction: injecting a water glass-phosphoric acid mixed solution into the soil bin to form a gelatinous object; filling cement mortar into the soil bin and waiting for the cement mortar to solidify;
cleaning a soil bin, checking and changing a cutter: after the filling material in the soil bin reaches the self-stabilization requirement, constructors can excavate partial filling material according to the operation requirement and enter the soil bin to check and replace cutters and cutterheads.
Preferably, in the closed water-stop ring, grease is filled into the shield tail, and the shield tail is closed to prevent water leakage and slurry leakage of the shield tail;
and (3) full-ring grouting double-liquid slurry on the 4 th to 6 th annular pipe slices after the shield tail is separated to form a closed water stop ring to inhibit water coming from the rear of the tunnel, wherein the double-liquid slurry comprises cement slurry: waterglass=1: 1, cement paste with water-cement ratio of 1:1, a step of;
the water-soluble polyurethane is injected into radial grouting holes of the shield body to form a closed water stop ring so as to isolate front and rear water and prevent slurry from wrapping the shield body, and acetone is required to be used for cleaning pipelines before injection and after injection.
Preferably, in the protection of the shield body and the cutter head, bentonite slurry is injected through a shield tail synchronous grouting system, so that the shield tail is prevented from being locked by slurry coagulation and hardening, and a synchronous grouting pipeline is prevented from being blocked;
grease is filled into the shield tail sealing system to prevent slurry leakage from the shield tail.
Preferably, in the residue soil replacement, bentonite is injected into a reserved grouting hole at the 3/9 point position of the middle partition plate through a bentonite injection system, and bentonite slurry is prepared from the following bentonite: the mixture ratio of water=1:3 is uniformly stirred, and the viscosity is adjusted to be 70-100S according to the water gushing condition of the tunnel face.
Preferably, in the partition bin filling construction, a pressure maintaining system is started to maintain pressure, so that stability of a face is ensured, and meanwhile, permeability of rock stratum fracture water is inhibited;
the water glass-phosphoric acid mixed solution comprises 1:1, wherein the water glass mixed solution comprises water glass and water in a ratio of 1:1, and the phosphoric acid mixed solution comprises phosphoric acid and water in a ratio of 1:10.
Preferably, the initial setting time after the water glass-phosphoric acid is mixed is 30-40 s; and 2 ball valves at 3 and 9 points are respectively filled with phosphoric acid mixed liquid and water glass mixed liquid.
Preferably, the cement mortar comprises the following components in parts by weight: and (3) cement: fly ash: bentonite: sand: water = 110-130:370-390:90-110:190-210:490-510, the grouting pressure is controlled to be 3.0-3.5 bar; cement mortar was injected from a 12-point ball valve.
Preferably, after the cement mortar is injected for 12 hours, the 11-point ball valve is used for injecting the pure cement paste with the cement ratio of 1:1 again, so that the bin filling effect is ensured.
Preferably, in the operation of cleaning the soil bin, checking and changing the cutter, the operation of cleaning the soil bin is carried out from top to bottom in a segmented manner; after the cutter changing operation is completed, the blocking part is broken from bottom to top, so that the subsequent tunneling recovery is ensured to be smooth.
Preferably, before the tunneling construction is resumed, bentonite slurry is injected around the shield body, so that the friction force of the shield body is reduced; after the tunneling is resumed, tunneling is performed by adopting small thrust and low rotating speed of a cutterhead, and the penetration degree is controlled to be 5-10 mm/r aiming at the stratum with soft top and hard bottom.
The invention has the following beneficial effects:
the construction method of normal pressure tool changing of the chemical grout and cement mortar partition filling bin is researched and implemented, the difficult problems of normal pressure tool changing of the bin opening under the conditions of crack development of bedrock in the upper soft stratum, abundant bearing water and poor self-stability impermeability of the soil layer are solved, the risks of instability of the face and trapping of the shield are reduced, and the construction efficiency of normal pressure tool changing of the filling bin is effectively improved;
according to the rock-soil demarcation condition of the face, consolidation materials such as chemical grout, cement mortar and the like are pressed in the soil bin, so that soil bodies in front of and above the cutter head are consolidated, rock stratum cracks are closed, front water is restrained, meanwhile, auxiliary measures are adopted to plug rear water, a long-time stable open-bin cutter changing environment is formed, consolidation filling materials are excavated under normal pressure, and the work such as cutter replacement, cutter head repair and the like is performed.
Drawings
FIG. 1 is a flow chart of the present invention;
FIG. 2 is a flow chart of the present invention;
FIG. 3 is a flow chart of the present invention;
fig. 4 is a flow chart of the present invention.
Detailed Description
The invention will now be described in detail with reference to the drawings and to specific embodiments.
The process principle is as follows:
according to the rock-soil demarcation condition of the face, consolidation materials such as chemical grout, cement mortar and the like are pressed in the soil bin, so that soil bodies in front of and above the cutter head are consolidated, rock stratum cracks are closed, front water is restrained, meanwhile, auxiliary measures are adopted to plug rear water, a long-time stable open-bin cutter changing environment is formed, consolidation filling materials are excavated under normal pressure, and the work such as cutter replacement, cutter head repair and the like is performed.
Examples: as shown in fig. 1-4:
s1, performing closed water-stop ring:
1.1, adding grease into the shield tail, and sealing the shield tail to prevent water leakage and slurry leakage of the shield tail.
1.2, injecting water-soluble polyurethane through radial grouting holes of the shield body to form a closed water stop ring so as to isolate front and rear water and prevent slurry from wrapping the shield body. Before injection, a polyurethane foaming test and a polyurethane performance and proportion test are required, and before injection and after injection, the pipeline is required to be cleaned by acetone.
And 1.3, full-ring grouting of double slurry on the 4 th to 6 th ring canal slices after the shield tail is separated to form a closed water stop ring to inhibit water coming from the rear of the tunnel. The grouting material adopts cement paste and water glass, cement paste: waterglass=1: 1, the cement paste water-cement ratio is 1:1 (figure 2 and figure 3).
1.4, grouting pressure and grouting amount need to be controlled, so that slurry is prevented from breaking through a shield tail slurry stop plate and a shield tail brush.
1.5, after the construction of the closed water stop ring of the shield tail pipe piece is finished, opening a grouting hole to observe the water stop condition, and continuously applying the closed water stop ring and filling polyurethane to block the water if larger back water still exists.
S2, protecting a shield body and a cutter head:
2.1, injecting bentonite slurry through a shield tail synchronous grouting system, and preventing slurry from coagulating, hardening and locking the shield tail and blocking a synchronous grouting pipeline.
And 2.2, adding grease into the shield tail sealing system to prevent slurry leakage from the shield tail.
2.3, injecting bentonite slurry or butter around the shield shell through radial grouting holes on the shield body, preventing the shield machine from being locked by slurry, and avoiding the failure of the shield body to escape due to long-time shutdown.
2.4, injecting proper amount of HBW/EP1/EP2 grease into a cutter head sealing system according to the suitability of the shield tunneling machine, and preventing the main bearing seal of the cutter head from being damaged.
S3, residue soil replacement:
3.1, injecting high-concentration bentonite into reserved grouting holes at the 3/9 point position of the middle partition plate through a bentonite injection system, and mixing bentonite slurry according to bentonite: the water=1:3 ratio is uniformly stirred, the viscosity is controlled to be 70-80S, and the viscosity can be properly adjusted to be increased to 80-100S according to the water flushing condition of the tunnel face (figure 4).
And 3.2, opening an observation hole at the 12 point positions at the top during injection, matching the screw conveyor with the residue soil in the replacement bin, collecting mud discharged from the top during the replacement process for viscosity test, and stopping the replacement at the side with the viscosity greater than 50S, or else, continuing the replacement. The displacement maintains the pressure in the cartridge at 2.0bar.
And 3.3, discharging thick slurry in the soil bin by using a screw conveyor after the replacement of the dregs is completed, and then opening ball valves at two sides of the bottom to discharge residual thick slurry and accumulated water at the bottom of the soil bin. Before the ball valve is opened, the ball valve is connected with an extension hose, so that pressurized liquid is prevented from damaging accessories of the shield tunneling machine and injuring operators.
S4, partition bin filling construction:
and 4.1, starting a pressure maintaining system to maintain pressure to the theoretical soil pressure, ensuring the stability of the face, and simultaneously inhibiting the permeation of the water in the rock stratum cracks.
And 4.2, injecting bentonite slurry into the foam port to prevent the foam port from being blocked by the bin filling slurry.
4.3, withdrawing the screw machine, closing a front gate of the screw machine (closing a rear gate of the screw machine when the front gate cannot be closed), opening gate valves at two sides to drain accumulated water in the bin, and closing the gate valves after the gate valves at two sides are inflated.
And 4.4, determining the chemical slurry requirement according to the rock-soil demarcation condition, prefabricating water glass mixed liquor (water glass: water=1:1) and phosphoric acid mixed liquor (phosphoric acid: water=1:10), injecting the water glass mixed liquor into a bentonite tank for standby, and injecting the phosphoric acid mixed liquor into a mortar tank of the shield machine for standby.
4.5, filling water glass-phosphoric acid mixed solution in a partition mode:
4.5.1, carrying out a water glass-phosphoric acid mixed solution mixing ratio test in advance, and ensuring the actual use effect. The initial setting time after the water glass and the phosphoric acid are mixed is controlled to be 30-40S, and a gelatinous object with lower strength and better sealing property is formed.
4.5.2, connecting the bentonite pipeline and the synchronous grouting pipeline to the ball valve at the 3/9 point position of the soil bin partition board through a mixer, and debugging a waterway valve to ensure that the pipeline and the ball valve of the soil bin partition board are unobstructed (figure 4).
And 4.5.3, rotating and adjusting the cutter disc position, improving better construction conditions for follow-up cutter replacement and cutter disc repair, and locking after the cutter disc is positioned.
4.5.4 from 3, 2 ball valves of 9 positions simultaneously pour into phosphoric acid mixed solution, sodium silicate mixed solution respectively, adjust injection rate, guarantee phosphoric acid mixed solution: water glass mix = 1:1 injection (fig. 4).
And 4.5.5, checking the position of the injected mixed liquid according to ball valves at different points on the soil bin partition plate until the mixed liquid is injected to reach the required position. If the injected mixed liquid is higher than the air inlet position of the pressure maintaining system, the pressure maintaining system is required to be closed in advance.
4.6, filling cement mortar in a partition mode:
4.6.1, carrying out cement mortar mixing proportion and performance test in advance, and ensuring soil layer leakage, consolidation and sealing effects.
4.6.2, injecting by using a synchronous grouting pump, connecting a grouting pipeline with a ball valve at the lower part of a 12-point position of the soil bin, and mixing cement mortar with cement: fly ash: bentonite: sand: water = 120KG:380KG:100KG:200KG:500KG.
4.6.3, grouting pressure is controlled to be 3.0-3.5 bar, and a 12-point ball valve at the upper part of the soil bin is opened before injection until the upper ball valve discharges mortar, and grouting is stopped.
4.6.4 the pressure of kneading the soil is monitored by a sensor, if the pressure is reduced to below 2.0bar, slurry is pressed into the soil until the pressure reaches 3.5bar, and grouting is stopped. Grouting is stopped after repeated grouting until the pressure is kept at 2.0bar, and the slurry is solidified.
4.6.5, 12 hours after the cement mortar injection is finished, the pure cement paste (cement ratio 1:1) is injected again from the 11-point ball valve, the silo filling effect is ensured, and the grouting pressure is controlled at 3.0-3.5 bar.
S5, cleaning a soil bin, checking and changing a cutter:
5.1, after the partition bin filling construction is completed, the solidification bin filling objects are inspected by periodically utilizing reserved holes in the wall of the soil bin, if the self-stabilization requirement can be met, constructors can excavate the partial bin filling objects according to the operation requirement and enter the soil bin, and the inspection and replacement work of cutters and cutterheads is performed. The concentration of the gas in the bin should meet relevant specifications. In the operation process, air is injected to the bottom in the soil bin by matching a small axial flow fan and an air pipe to form air circulation, so that air supply in the bin is ensured.
And 5.2, aiming at the upper soft and lower hard stratum condition, the upper soil bin is cleaned by taking care of ensuring the completeness of the cutter head opening and the notch ring, ensuring the completeness of the face, furthest ensuring the safety of the normal-pressure cutter changing environment and supporting and protecting the upper soil layer. In the process of clearing and changing the cutter, the stability of the face is required to be paid attention to, and if the cutter fails to fill the cutter, the step of regional cutter filling is carried out again.
And 5.3, carrying out soil bin cleaning operation from top to bottom in a segmented way, chiseling and removing the fixedly filled bin materials in the cutter box after each segment of slag soil and mud cake are cleaned, and then checking and replacing the cutters and the cutter boxes. If water leakage exists in the cleaning process, plugging or diversion should be performed in time, cotton wool and gauze are filled in time to plug gaps and inhibit water seepage after the replacement of the cutter is completed, and if the water level in the bin is higher, accumulated water can be discharged through a small water pump. And in the operation process, checking and cleaning various pipelines and pressure equipment in the soil bin.
And 5.4, after the cutter changing operation is finished, breaking the blocking part from bottom to top by using the pneumatic pick so as to ensure that the subsequent tunneling is recovered smoothly. And after the operation in the bin is completed, the front of the soil bin and the cutter head is comprehensively checked, so that tools and sundries are prevented from being missed in the soil bin.
S6, tunneling recovery:
and 6.1, overhauling and maintaining shield corollary equipment and pipelines before restoring tunneling construction, and determining that the shield corollary equipment and the pipelines are in a good running state.
And 6.2, injecting bentonite slurry around the shield body, and reducing friction force of the shield body.
And 6.3, tunneling by adopting a small thrust and a cutter head with low rotation speed after tunneling is resumed, and controlling the penetration degree to be 5-10 mm/r aiming at the stratum with soft upper part and hard lower part.
S7, construction monitoring:
in the whole process of the regional bin filling normal pressure tool changing construction, monitoring point encryption is needed aiming at the influence range of the shield machine, the monitoring frequency is adjusted to be 1 time/1 h-1 time/3 h according to the sedimentation rate, and special persons are arranged to carry out ground inspection at the same time, so that a sound communication mechanism and an emergency response system are established, and rapid response and rapid disposal can be ensured when sudden conditions occur.
The method effectively solves the problems that the upper soft and lower hard stratum cannot be ground grouting and reinforced, the stratum stability and the air tightness are poor, and the bedrock fissure water is rich, provides a reliable construction environment, avoids traffic guiding and modifying measures of a main road in a central zone of a city, simultaneously adopts a method of filling chemical grout and cement mortar in a partition mode, effectively reduces the trapping risk of a shield machine, greatly reduces the difficulty of soil bin cleaning work, shortens the construction period in a high-efficiency construction mode, and reduces construction period delay and construction cost.
Aiming at the upper soft and lower hard stratum with the development of bedrock cracks, abundant confined water and poor soil layer self-stability impermeability, the traditional normal pressure tool changing and opening method needs to carry out ground grouting reinforcement, occupies larger ground sites and can possibly carry out multi-period traffic fluffing, is difficult to implement in the urban centers with dense traffic, and has higher input time and cost. Compared with the traditional normal-pressure warehouse-opening construction method with the ground grouting reinforcement, the construction period of which is more than 45 days, the construction period of the conventional warehouse-filling construction method is about 20 days, the time spent by the regional warehouse-filling construction method can be controlled within 1 week, the construction efficiency can be effectively improved, the manpower and material resources can be saved, and the construction period delay can be reduced.
The foregoing description is only illustrative of the present invention and is not intended to limit the scope of the invention, and all equivalent structures or equivalent processes or direct or indirect application in other related technical fields are included in the scope of the present invention.
Claims (10)
1. The normal-pressure cutter changing construction method for the partitioned bin filling of the shield method is characterized by comprising the following steps of:
and (3) performing closed water stop ring: constructing a plurality of water stop rings behind the segment wall of the shield tunneling machine to isolate front and rear water and prevent slurry from wrapping the shield body;
shield body and cutter head protection: bentonite slurry or butter is injected into the periphery of the shield shell to prevent the shield machine from being locked by the slurry; grease is injected into the cutter head sealing system, so that the main bearing seal of the cutter head is prevented from being damaged;
residue soil replacement: injecting bentonite into a soil bin of the shield machine to replace dregs in the soil bin, and preparing bentonite in the soil bin into bentonite slurry;
partition bin filling construction: injecting a water glass-phosphoric acid mixed solution into the soil bin to form a gelatinous object; filling cement mortar into the soil bin and waiting for the cement mortar to solidify;
cleaning a soil bin, checking and changing a cutter: after the filling material in the soil bin reaches the self-stabilization requirement, constructors can excavate partial filling material according to the operation requirement and enter the soil bin to check and replace cutters and cutterheads.
2. The shield-method zoned bin filling normal-pressure tool changing construction method according to claim 1, wherein the method comprises the following steps: in the closed water-stop ring, grease is added into the shield tail, and the shield tail is closed to prevent water leakage and slurry leakage of the shield tail;
and (3) full-ring grouting double-liquid slurry on the 4 th to 6 th annular pipe slices after the shield tail is separated to form a closed water stop ring to inhibit water coming from the rear of the tunnel, wherein the double-liquid slurry comprises cement slurry: waterglass=1: 1, cement paste with water-cement ratio of 1:1, a step of;
the water-soluble polyurethane is injected into radial grouting holes of the shield body to form a closed water stop ring so as to isolate front and rear water and prevent slurry from wrapping the shield body, and acetone is required to be used for cleaning pipelines before injection and after injection.
3. The shield-method zoned bin filling normal-pressure tool changing construction method according to claim 1, wherein the method comprises the following steps: in the protection of the shield body and the cutter head, bentonite slurry is injected through a shield tail synchronous grouting system, so that slurry is prevented from coagulating, hardening and locking the shield tail and blocking a synchronous grouting pipeline;
grease is filled into the shield tail sealing system to prevent slurry leakage from the shield tail.
4. The shield-method zoned bin filling normal-pressure tool changing construction method according to claim 1, wherein the method comprises the following steps: in the dregs replacement, bentonite is injected into a reserved grouting hole at the 3/9 point position of the middle partition plate through a bentonite injection system, and bentonite slurry is prepared from bentonite: the mixture ratio of water=1:3 is uniformly stirred, and the viscosity is adjusted to be 70-100S according to the water gushing condition of the tunnel face.
5. The shield-method zoned bin filling normal-pressure tool changing construction method according to claim 1, wherein the method comprises the following steps: in the partition bin filling construction, a pressure maintaining system is started to maintain pressure, so that stability of a face is ensured, and meanwhile, permeability of rock stratum fracture water is inhibited;
the water glass-phosphoric acid mixed solution comprises 1:1, wherein the water glass mixed solution comprises water glass and water in a ratio of 1:1, and the phosphoric acid mixed solution comprises phosphoric acid and water in a ratio of 1:10.
6. The shield-method zoned bin filling normal-pressure tool changing construction method according to claim 5, wherein the method comprises the following steps: the initial setting time after the water glass and the phosphoric acid are mixed is 30-40 s; and 2 ball valves at 3 and 9 points are respectively filled with phosphoric acid mixed liquid and water glass mixed liquid.
7. The shield-method zoned bin filling normal-pressure tool changing construction method according to claim 5, wherein the method comprises the following steps: the cement mortar comprises the following components in percentage by weight: and (3) cement: fly ash: bentonite: sand: water = 110-130:370-390:90-110:190-210:490-510, the grouting pressure is controlled to be 3.0-3.5 bar; cement mortar was injected from a 12-point ball valve.
8. The method for constructing the normal-pressure cutter changing of the partitioned filling bin of the shield method according to claim 7, which is characterized in that: after the cement mortar is injected for 12 hours, the 11-point ball valve is used for injecting the pure cement paste with the cement ratio of 1:1 again, so that the bin filling effect is ensured.
9. The shield-method zoned bin filling normal-pressure tool changing construction method according to claim 1, wherein the method comprises the following steps: in the soil bin cleaning, checking and tool changing operation, the soil bin cleaning operation is carried out from top to bottom in a segmented manner; after the cutter changing operation is completed, the blocking part is broken from bottom to top, so that the subsequent tunneling recovery is ensured to be smooth.
10. The shield-method zoned bin filling normal-pressure tool changing construction method according to claim 1, wherein the method comprises the following steps: before the tunneling construction is resumed, bentonite slurry is injected around the shield body, so that the friction force of the shield body is reduced; after the tunneling is resumed, tunneling is performed by adopting small thrust and low rotating speed of a cutterhead, and the penetration degree is controlled to be 5-10 mm/r aiming at the stratum with soft top and hard bottom.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202310900328.8A CN117211808A (en) | 2023-07-21 | 2023-07-21 | Shield method zoned bin filling normal-pressure tool changing construction method |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN118257604A (en) * | 2024-05-30 | 2024-06-28 | 中铁十一局集团城市轨道工程有限公司 | Large-scale pile group construction method for shield cutting and grinding |
| CN118361250A (en) * | 2024-04-30 | 2024-07-19 | 中国水利水电第三工程局有限公司 | A method for opening and changing cutters of an earth pressure balance shield machine for pressure-maintaining and gas-transportation |
| CN119616515A (en) * | 2024-11-08 | 2025-03-14 | 中煤第三建设（集团）有限责任公司 | High-water-pressure long-distance shield construction method for crossing soft and hard composite stratum under-pressure tool changing |
-
2023
- 2023-07-21 CN CN202310900328.8A patent/CN117211808A/en active Pending
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN118361250A (en) * | 2024-04-30 | 2024-07-19 | 中国水利水电第三工程局有限公司 | A method for opening and changing cutters of an earth pressure balance shield machine for pressure-maintaining and gas-transportation |
| CN118257604A (en) * | 2024-05-30 | 2024-06-28 | 中铁十一局集团城市轨道工程有限公司 | Large-scale pile group construction method for shield cutting and grinding |
| CN118257604B (en) * | 2024-05-30 | 2024-08-16 | 中铁十一局集团城市轨道工程有限公司 | Large-scale pile group construction method for shield cutting and grinding |
| CN119616515A (en) * | 2024-11-08 | 2025-03-14 | 中煤第三建设（集团）有限责任公司 | High-water-pressure long-distance shield construction method for crossing soft and hard composite stratum under-pressure tool changing |
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