CN112228089B - Bottom sealing method in model test of shield method main tunnel inner pump room mechanized construction - Google Patents
Bottom sealing method in model test of shield method main tunnel inner pump room mechanized construction Download PDFInfo
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- CN112228089B CN112228089B CN202011461228.2A CN202011461228A CN112228089B CN 112228089 B CN112228089 B CN 112228089B CN 202011461228 A CN202011461228 A CN 202011461228A CN 112228089 B CN112228089 B CN 112228089B
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- 238000000034 method Methods 0.000 title claims abstract description 60
- 238000007789 sealing Methods 0.000 title claims abstract description 44
- 238000010276 construction Methods 0.000 title claims abstract description 38
- 238000012360 testing method Methods 0.000 title claims abstract description 38
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 69
- 239000002689 soil Substances 0.000 claims abstract description 57
- 238000011049 filling Methods 0.000 claims abstract description 19
- 238000004088 simulation Methods 0.000 claims abstract description 12
- 238000009412 basement excavation Methods 0.000 claims abstract description 7
- 238000002347 injection Methods 0.000 claims description 25
- 239000007924 injection Substances 0.000 claims description 25
- 238000011068 loading method Methods 0.000 claims description 24
- 239000002002 slurry Substances 0.000 claims description 22
- 238000005192 partition Methods 0.000 claims description 8
- 230000005641 tunneling Effects 0.000 claims description 8
- 229910000831 Steel Inorganic materials 0.000 claims description 7
- 239000010959 steel Substances 0.000 claims description 7
- 238000006243 chemical reaction Methods 0.000 claims description 5
- 238000002156 mixing Methods 0.000 claims description 5
- 238000005086 pumping Methods 0.000 claims description 5
- 239000011398 Portland cement Substances 0.000 claims description 3
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- 238000004364 calculation method Methods 0.000 claims description 3
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
- E21D9/0607—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining the shield being provided with devices for lining the tunnel, e.g. shuttering
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or foundation structures
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- E—FIXED CONSTRUCTIONS
- E03—WATER SUPPLY; SEWERAGE
- E03F—SEWERS; CESSPOOLS
- E03F5/00—Sewerage structures
- E03F5/22—Adaptations of pumping plants for lifting sewage
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
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- 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
- E21D9/08—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining with additional boring or cutting means other than the conventional cutting edge of the shield
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2600/00—Miscellaneous
- E02D2600/10—Miscellaneous comprising sensor means
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Abstract
The invention discloses a bottom sealing method in a model test of shield method main tunnel internal pump room mechanized construction, belonging to the technical field of tunnel underground construction simulation construction. The method comprises the steps of testing the pressure of the load box; filling a soil layer; the cutter head can be used for recovering the muddy water to balance the installation of the simple head of the push bench; water pressure is formed; the shield mud protects the wall; retracting the cutter head, and simultaneously pouring concrete; the cutter head is completely retracted; and arranging a waste water pump house in the main tunnel, and constructing the pump house by adopting a mechanical method. In the construction of a mechanical pump room, bottom sealing is needed after excavation is finished, a model test device is designed, and a test method is designed according to the model test device, so that the feasibility of mechanical bottom sealing is researched, and the whole test process of bottom sealing is completed.
Description
Technical Field
The invention relates to a bottom sealing method in a model test of shield method main tunnel internal pump room mechanized construction, belonging to the technical field of tunnel underground construction simulation construction.
Background
The available resources of the urban shallow underground space are less and less, and the deep burying trend is obvious. The deep burying means that the construction is more and more difficult in the face of larger underground water pressure, more updated and more complex geological conditions, the mechanized construction represented by the shield method is more and more, the mechanical method is high in efficiency and requires less labor, and the advantages are obvious. The waste water pump house is usually constructed by manual excavation or by adopting a built-in mode under a rail, has obvious defects, and is constructed by adopting a pipe-jacking construction technology in a mechanical method.
The pump house construction is carried out below the tunnel by adopting a pipe jacking method, and the method mainly comprises 5 procedures: the equipment and a matched trolley are supposed to be in place, the pipe jacking machine with the bottom guide rail is dismantled to be in place, the preparation work is completed, the pipe piece is conveyed to a specified position for preparation of tunneling, slurry and slag continuous tunneling, the pipe jacking machine is hoisted out, and meanwhile, a reserved grouting pipe is adopted for bottom sealing grouting. The last procedure is a key procedure, namely a cutter head retraction procedure and a bottom sealing procedure with pressure are initiated, and whether the implementation can be successfully carried out has certain uncertainty, so that an indoor model test is required. The most similar technical scheme of the invention which adopts a pipe jacking method for pump house construction and mechanized bottom sealing is that the excavation of a manual auxiliary excavating machine is adopted, then the traditional method of manually pouring concrete bottom sealing is adopted, and the technical scheme of integral mechanized excavation and mechanized bottom sealing is not adopted. Or a scheme of adopting a built-in pump room design and adopting a shallower strip-shaped pump room under the rail.
In the prior art, a built-in pump house is designed to be a shallow strip-shaped pump house under a rail, and has the main defects of small depth, small water storage capacity, serious corrosion of a rail part at a water accumulation section and high requirement on the performance of a water pump, and the possibility of finally causing damage and serious diseases due to cracking, segregation, scouring and loss of ballast bed concrete due to various factors. And accumulated water in the pit is turbid or silt is carried in the pit, so that the water pump is easily not started or burnt, and the dredging requirement is high. In view of the above, the mechanized construction pump room provided by the invention is a vertical cylindrical pump room under the rail, and has the advantages of large depth, large water storage capacity and better protection on rail parts and a track bed. And the difficulty of dredging is low, can concentrate the dredging, is favorable to protecting the water pump.
In order to develop the indoor model test, a complete set of model test method, in particular a mechanical bottom sealing method, needs to be explored and summarized to simulate a whole set of procedures in actual construction, in particular a procedure of mechanically sealing the bottom while retracting a cutter head.
The main defects of the technology of manually-assisted excavating machinery construction in the prior art are high manual labor intensity, low construction efficiency and poor continuity of the whole process, and aiming at the defects, the invention provides a test method of a model test. And after the tunneling is finished, the mechanical bottom sealing can be finished while the pipe jacking host machine and the cutter disc retract, the whole process is continuous and smooth, the construction efficiency is improved, and the construction period is shortened.
Disclosure of Invention
The invention aims to perform mechanical construction of a pump room in a main tunnel of a shield method and perform model test on a bottom sealing link in the construction.
The technical scheme of the invention is mainly that a shield method is adopted to carry out tunnel construction, a waste water pump house is arranged in a main tunnel, and a mechanical method is adopted to carry out pump house construction. In the construction of a mechanical pump room, bottom sealing is needed after excavation is finished, a model test device is designed, and a test method is designed according to the model test device, so that the feasibility of mechanical bottom sealing is researched, and the whole test process of bottom sealing is completed.
The test device for realizing the method comprises a simple head 6 of a cutter head recyclable slurry balance push bench, a stratum simulation system 7 and a cast-in-place concrete pump system; the simple head 6 of the mud-water-recoverable mud-water-balanced pipe jacking machine with the cutter head is inserted into a filling soil layer 21 in the stratum simulation system 7, the simple head 6 of the mud-water-recoverable mud-water-balanced pipe jacking machine with the cutter head is connected with a cast-in-place concrete pump system, and the simple head 6 of the mud-water-recoverable mud-water-balanced pipe jacking machine with the cutter head is driven and adjusted by the cast-in-place concrete pump system to simulate.
The cast-in-place concrete land pump system comprises a reaction frame 9, a loading subsystem 10, a shield mud concrete injection hole I13, a grouting hole 14, a shield mud concrete injection hole II 15, an exhaust hole 16, an air inlet hole 17, a soil pressure sensor mounting hole 18 and an observation window 19. A loading subsystem 10 is installed at the top of the reaction frame 9, and the lifting of the simple head 6 of the mud-water-recoverable push bench is controlled by the loading subsystem 10; undisturbed soil 12 is filled in a load box cylinder 8 of the stratum simulation system 7, and a cutter head can recover the simple head 6 of the mud-water balance push bench and is arranged on a rack; the shield mud concrete injection hole I13 is arranged at the top of the frame, and the top of the load box cylinder 8 is provided with a grouting hole 14; the shield mud concrete injection hole II 15 and the air inlet 17 are arranged on the side part of the frame; the exhaust hole 16, the soil pressure sensor mounting hole 18 and the observation window 19 are arranged on the side part of the load box cylinder 8; the driving device 22 is installed at one side of the frame and is used for driving the loading subsystem 10 and the simple head 6 of the mud-water-recoverable push bench of the cutter head.
The test method comprises the following steps of S1 load box and cylinder pressure test;
and loading the load box barrel 8 through the loading subsystem 10, and checking the pressure resistance and the air tightness of the load box barrel 8.
S2 filling soil;
filling undisturbed soil 12 into the load box cylinder 8, tamping the undisturbed soil 12 in a layered mode to achieve the compactness of the undisturbed soil 12, installing the simple head 6 of the mud-water-recoverable push bench with the cutter head after forming the filled soil layer 21, continuously filling the undisturbed soil 12, and sealing the load box cylinder 8.
S3, mounting the simple head 6 of the mud-water balance push bench with the cutter head capable of being recovered;
the simple machine head 6 of the mud-water balance push bench with the recyclable cutter head is arranged in the load box barrel 8 for fixing, and the steel brush is used for precoating the cutter head to recycle grease at the joint of the simple machine head 6 of the mud-water balance push bench and the rack.
S4 water pressure forming;
the filling water 24 is filled into the load box barrel 8 through the loading subsystem 10, the top of the load box barrel 8 is loaded to form water pressure, and the water pressure is controlled through the loading subsystem 10. In order to prevent the pipe joint from floating upwards, a load is applied to the upper part of the pipe joint through the oil cylinder.
S5, protecting the wall with shield mud;
according to geological conditions and tunneling requirements of the stratum, the shield slurry body with proper viscosity is selected and proportioned. Pumping and injecting shield mud through a shield mud concrete injection hole I13, a grouting hole 14 and a shield mud concrete injection hole II 15, keeping a cutter head 23 of a simple machine head 6 of the slurry balance push bench with the cutter head capable of recovering the slurry mud to rotate at a low speed, adjusting the soil discharge amount according to the amount of the shield mud injected, keeping the pressure balance in the load box cylinder 8, stopping injecting the shield mud when the volume of the shield mud injected accounts for 1/2 according to calculation, pressing in compressed air through an air inlet hole 17, keeping the pressure of a soil bin of the load box cylinder 8 higher than the initial soil pressure and keeping the pressure, stopping adding the compressed air, observing the pressure change, and keeping the pressure for a long time. And (3) replacing the mud water in the mud water bin by using the shield mud and compressing the mud water to form a mud film, unbinding the shell of the push pipe machine and the cutter head compartment plate, and preparing to start the retraction of the cutter head and the concrete pouring of the back cover.
And judging that the mud film effect of the shield mud meets the requirement, continuously injecting compressed air and discharging the shield mud in the bin, keeping the pressure of the soil bin unchanged in the whole process, and keeping the pressure balance by using the gas pressure. And (4) judging whether the slurry in the bin is basically discharged according to the slurry discharge amount, and preparing to carry out bottom sealing construction.
S6, retracting the cutter head, and pouring concrete;
the test pouring concrete adopts a ground pump mode, concrete parameters are tested according to the test process, C20-C30 concrete is selected, and a Portland cement with low hydration heat is matched to communicate with a corresponding additive of a mixing plant to carry out batch combination test.
And (3) pressure maintaining and removing the mud inlet and outlet pipeline, connecting a concrete pump inlet pipeline through a central pump pipe connector, unbinding a partition plate of the head of the pipe jacking machine from the shield body, starting the cutter head to rotate, retracting the oil cylinder to retract the cutter head, controlling the retreating speed of the main machine to be balanced with the concrete injection amount, and keeping the pressure of the soil bin unchanged without stopping the injection of compressed air in the whole process. The cutter head always keeps low-speed rotation in the whole bottom sealing process until the concrete is initially set.
S7 cutter head complete retraction
After the concrete is condensed, completely withdrawing the cutter head and the partition plate, and detecting the condition of bottom water leakage; and (5) excavating and detecting the concrete pouring condition. And (4) continuing retreating the main engine after the concrete is initially set until the lining structure is completely withdrawn, and disassembling the main engine and retreating the site.
Further, a soil pressure sensor 20 is arranged on a cutter head 23 of the simple head 6 of the cutter head recyclable mud-water balance push bench;
further, the inside of the load case 8 is filled with undisturbed soil 12 to form a filling soil layer 21.
Further, water 24 is added to the top of the load box cylinder 8 to form slurry, the simple head 6 of the slurry-water-recoverable push bench is used for performing rotary cutting excavation on the filled soil layer 21, and then bottom sealing concrete 25 is applied;
further, in S5, the following were prepared: weighing the component A → adding the required water amount → fully stirring evenly → mixing the component B and the component A in the slurry according to the proportion → pumping to a soil bin. The mass ratio of the component A is as follows: water =1:2 (slurry), component a: the component B =15: 1.
Compared with the prior art, the bottom sealing method in the model test designed by the invention is full-mechanized construction, and aims to finish feasibility verification of concrete bottom sealing while the cutter head retracts after the pipe jacking machine finishes tunneling from top to bottom in the vertical direction. Compared with the back cover of other construction methods, the method has the advantages of high mechanization degree, reduced labor intensity, continuous and smooth construction, higher construction efficiency, large water storage capacity of the finished pump house, protection of track fasteners, ballast beds and water pumps, low dredging difficulty and the like. The bottom sealing method of the model test can provide reference for improving equipment, perfecting a construction method and seeking optimal process parameters.
Drawings
FIG. 1 is a schematic diagram of a mechanized pump room tunneling and bottom sealing method.
FIG. 2 is a front view of a mechanized back cover model test apparatus.
FIG. 3 is a top view of the mechanized back cover model test apparatus.
Figure 4 simulates the experimental method content.
FIG. 5 shows a flow chart of a mechanized bottom sealing model test, wherein the load box cylinder is filled with soil layers.
FIG. 6 is a schematic view of soil layer filling.
Fig. 7 is a simplified head installation schematic.
Fig. 8 is a schematic diagram of water pressure generation.
Figure 9 the cutterhead is retracted with a schematic of concrete pouring.
Fig. 10 is a schematic view of the cutterhead fully retracted.
The system comprises a shield tunnel 1, a shield tunnel 2, concrete 3, a concrete guide pipe 4, a steel pipeline 5, a lining 5, a simple machine head 6, a stratum simulation system 7, a load box 8, a reaction frame 9, a loading subsystem 10, slurry 11, undisturbed soil 12, shield mud 13, a concrete injection hole I, a slurry injection hole 14, a shield mud 15, a concrete injection hole II, a concrete injection hole 16, an exhaust hole 17, an air inlet hole 18, a soil pressure sensor mounting hole 19, an observation window 20, a soil pressure sensor 21, a filled soil layer 22, a driving device 23, a cutter head 24, water filled with the soil, and bottom sealing concrete 25.
Detailed Description
The present invention will be described in detail below with reference to the accompanying drawings and examples.
In the shield tunnel, after the push bench pushes downwards to a proper position (the specific pushing depth is determined according to the depth of a pump room), firstly, the mud water in the mud-water cabin is replaced by shield mud and compressed to form a mud film, then, the shell of the push bench is unbundled with the cutter head compartment plate, and the push bench is ready to begin cutter head retraction and concrete pouring. Concrete is poured in front of the cutter head through a concrete guide pipe preset in a cutter head central shaft, the concrete is poured while, the cutter head is retracted forwards in a rotating mode, the retracting speed of the cutter head is matched with the poured concrete amount, underground water is guaranteed not to damage a mud film and to flow into a mud sump of a pipe jacking machine, about 1000 mm-1500 mm is retracted, concrete with the thickness of 1000 mm-1500 mm is poured, after the concrete is solidified, the cutter head is detached, the concrete, a pipe jacking machine shell and a steel pipeline are formed into a water-tight whole together, the underground water is resisted together, a second lining is applied in the steel pipeline, and a pump room water storage space is formed. The principle of the method is shown in figure 1.
A hydraulic pump station: the pump flow is 60L/min, the oil pressure is 25Mpa, and the volume of an oil tank is more than or equal to 120L; the pipe joints of the jacking pipes are steel pipes. The stratum simulation system is a large-scale load box cylinder, consists of 6 large subsystems and can simulate the interaction relation between 0.3MPa high water pressure, high soil pressure and a structure. The 6 major subsystems include: the system comprises a load box cylinder, a loading subsystem, a groundwater subsystem, a pouring subsystem, a measuring subsystem and an alarm subsystem.
S1 load box and cylinder pressure test
And (3) loading the load box cylinder to 0.4MPa through the loading subsystem, and checking the pressure resistance and the air tightness of the load box cylinder.
S2 filling soil layer
Filling fine sand (pebble) layer, tamping layer by layer to reach the compactness of original soil, filling to 1 m, installing a simple machine head, continuously filling, and sealing.
S3 simple head installation
And (5) loading the simple machine head into a load box cylinder and fixing. The wire brush is greased by hand beforehand.
S4 Water pressure Forming
Water is pumped into the load box cylinder through the loading subsystem, water pressure is formed after load is applied to the top, and the water pressure is controlled through the loading subsystem. In order to prevent the pipe joint from floating upwards, a load is applied to the upper part of the pipe joint through the oil cylinder.
S5 shield mud protection wall
The shield mud has high viscosity, a formed mud film has a compact structure, water resistance, stability in film formation and thixotropy, is not easy to dilute and take away in a water-rich stratum, can recover fluidity by stirring after long-time solidification, and meets pumping conditions.
And (3) injection flow:
according to geological conditions and tunneling requirements of the stratum, the shield slurry body with proper viscosity is selected and proportioned. Preparation: weighing the component A (40 kg) → adding the required water amount → fully stirring uniformly (requiring no agglomerated particles) → mixing the component B and the component A slurry according to the proportion → pumping to a soil bin. The mass ratio of the component A is as follows: water =1:2 (slurry), component a: the component B =15: 1.
Injecting shield mud through a reserved injection hole of a soil bin partition plate, keeping the cutter head rotating at a low speed (0.1-0.3 rpm), adjusting the soil discharge amount according to the injection amount, keeping the pressure balance, stopping injecting the shield mud when the volume of the injected shield mud accounts for about 1/2 according to calculation, pressing in compressed air at the moment, keeping the pressure of the soil bin higher than the initial soil pressure by 0.02MPa, keeping for 30min, stopping adding the compressed air, observing pressure change, and repeating the operation until the pressure can be kept for a long time (more than 15 min) if the pressure is reduced fast.
According to the last operation, can judge that the mud film effect meets the demands, continue to inject compressed air and discharge the interior mud in the storehouse this moment, whole process keeps the soil storehouse pressure unchangeable, utilizes gas pressure to keep pressure balance.
And (4) judging whether the slurry in the bin is basically discharged according to the slurry discharge amount, and preparing to carry out bottom sealing construction.
S6 retracting the cutter head and pouring concrete
The test pouring concrete adopts a ground pump mode, concrete parameters are tested according to the test process, C20-C30 concrete is preliminarily selected, portland cement with low hydration heat is matched, and in addition, corresponding additives (a water reducing agent, an accelerating agent, an expanding agent and the like) communicated with a mixing plant are subjected to batch combination test.
And (3) pressure maintaining and removing the mud inlet and outlet pipeline, connecting a concrete pump inlet pipeline through a central pump pipe connector, unbinding a partition plate of a head of the pipe jacking machine with the shield body, starting the cutter head to rotate and contracting the oil cylinder withdrawing cutter head, strictly controlling the retreating speed of the main machine and the balance of the concrete injection amount in the process, and keeping the pressure of the soil bin unchanged until the thickness reaches 1000 mm-1500 mm without stopping the injection of compressed air in the whole process. The cutter head always keeps rotating at a low speed (0.1-0.3 rpm) in the whole bottom sealing process until the concrete is initially set.
S7 cutter head complete retraction
After the concrete is condensed, completely withdrawing the cutter head and the partition plate, and detecting the condition of bottom water leakage; and (5) excavating and detecting the concrete pouring condition. And (4) continuing retreating the main engine after the concrete is initially set until the lining structure is completely withdrawn, and disassembling the main engine and retreating the site.
A steel pipeline 4 is constructed below the shield tunnel 1, and concrete 2 is pumped into the bottom of a load box cylinder 8 of a stratum simulation system 7 by a concrete conduit 3; two liners 5 are arranged on the side wall of the stratum simulation system 7.
The bottom sealing method of the vertical shaft comprises the following steps that after a pipe jacking machine in the vertical shaft tunnels to a set depth, concrete is poured in front of a cutter head through a concrete guide pipe preset by a cutter head central shaft on the pipe jacking machine, the concrete is poured while the cutter head is rotated, the retracting speed of the cutter head is matched with the amount of the poured concrete, and underground water is guaranteed to flow into a mud sump of the pipe jacking machine without damaging a mud film; and after the concrete is solidified, removing the cutter head, applying second liner concrete in the pipe jacking pipeline, and finishing bottom sealing of the water storage space of the pump house.
And (3) jacking the pipe jacking machine in the shield tunnel to a proper position downwards, replacing mud water in the mud water bin by using shield mud and compressing the mud water to form a mud film, unbinding the shell of the pipe jacking machine and the cutter compartment plate, and preparing to begin to withdraw the cutter and pour concrete.
Concrete is poured into the front of the cutter head through a concrete pipe preset in the center shaft of the cutter head, the concrete is poured while the cutter head is rotated, the cutter head is withdrawn forwards, the withdrawal speed of the cutter head is matched with the amount of the poured concrete, and underground water is guaranteed to be prevented from damaging a mud film and gushes into a mud sump of the pipe jacking machine.
And after the concrete is solidified, the cutter head is removed, and the concrete, the pipe jacking machine shell, the pipe jacking pipeline and the shield tunnel form a watertight whole together to resist underground water together.
The structure of the mechanical construction shaft bottom sealing in the tunnel comprises a shield body, a folding cutter head, a hydraulic oil cylinder and a lengthened seal. The hydraulic oil cylinder is connected with the shield body and the folding cutter head through a support on the flange plate and is fixedly connected through a pin shaft. The lengthened seal is installed on the flange surface at the top of the shield body in the pipe jacking machine and is connected with the shield body through bolts.
Claims (4)
1. A bottom sealing method in a model test of pump house mechanized construction in a shield method main tunnel, a test device for realizing the method comprises a simple machine head (6) of a slurry-water-recoverable push bench, a stratum simulation system (7) and a cast-in-place concrete pump system, wherein a cutter head can be recovered; the simple head (6) of the mud-water-recoverable mud-water-balanced pipe jacking machine of the cutter head is inserted into a filling soil layer (21) in the stratum simulation system (7), the simple head (6) of the mud-water-recoverable mud-water-balanced pipe jacking machine of the cutter head is connected with a cast-in-place concrete pump system, and the simple head (6) of the mud-water-recoverable mud-water-balanced pipe jacking machine of the cutter head is driven and adjusted by the cast-in-place concrete pump system to simulate in the stratum;
the cast-in-place concrete land pump system comprises a reaction frame (9), a loading subsystem (10), a shield mud concrete injection hole I (13), a grouting hole (14), a shield mud concrete injection hole II (15), an exhaust hole (16), an air inlet hole (17), a soil pressure sensor mounting hole (18) and an observation window (19); a loading subsystem (10) is installed at the top of the reaction frame (9), and the loading subsystem (10) controls the cutter head to recover the simple head (6) of the muddy water balance push bench to lift; undisturbed soil (12) is filled in a load box cylinder (8) of the stratum simulation system (7), and a simple head (6) of the mud-water balance push bench, which can be recovered by a cutter head, is arranged on a rack; a shield mud concrete injection hole I (13) is arranged at the top of the frame, and a grouting hole (14) is arranged at the top of the load box cylinder (8); the shield mud concrete injection hole II (15) and the air inlet hole (17) are arranged on the side part of the frame; the exhaust hole (16), the soil pressure sensor mounting hole (18) and the observation window (19) are arranged on the side part of the load box cylinder (8); the driving device (22) is arranged on one side of the rack and used for driving the loading subsystem (10) and the simple head (6) of the mud-water-recoverable push bench of the cutter head;
the method is characterized in that: the bottom sealing method comprises the following steps of S1 load box and cylinder pressure test;
loading the load box cylinder (8) through a loading subsystem (10), and checking the pressure resistance and the air tightness of the load box cylinder (8);
s2 filling soil;
filling undisturbed soil (12) into the load box cylinder (8), tamping the undisturbed soil (12) in a layered mode to achieve the compactness of the undisturbed soil (12), installing a simple head (6) of a mud-water-recoverable push bench of a cutter head after forming a filling soil layer (21), continuously filling the undisturbed soil (12), and then sealing the load box cylinder (8);
s3, mounting the simple head (6) of the mud-water balance push bench by the cutter head capable of being recovered;
the simple head (6) of the mud-water balance push bench with the recyclable cutter head is arranged in a load box cylinder (8) for fixation, and the steel brush is used for pre-coating the cutter head to recycle grease at the joint of the simple head (6) of the mud-water balance push bench and the rack;
s4 water pressure forming;
the filling water (24) is filled into the load box drum (8) through the loading subsystem (10), water pressure is formed after load is applied to the top of the load box drum (8), and the size of the water pressure is controlled through the loading subsystem (10);
s5, protecting the wall with shield mud;
selecting a proper viscosity shield slurry body proportion according to geological conditions and tunneling requirements of a stratum; pumping and injecting shield mud through a shield mud concrete injection hole I (13), a grouting hole (14) and a shield mud concrete injection hole II (15), keeping a cutter head (23) of a simple head (6) of a mud-water balance push bench capable of recycling the cutter head to rotate at a low speed, adjusting the soil discharge amount according to the amount of the shield mud injected, keeping the pressure balance in a load box cylinder (8), stopping injecting the shield mud when the volume of the shield mud injected accounts for 1/2 according to calculation, pressing compressed air through an air inlet hole (17), keeping the pressure of a soil bin of the load box cylinder (8) higher than the initial soil pressure and keeping the pressure, stopping adding the compressed air, observing the pressure change, and keeping the pressure for a long time; replacing mud water in the mud-water cabin by using shield mud and compressing the mud water to form a mud film, unbinding the shell of the push pipe machine and the cutter head cabin partition plate, and preparing to start the retraction of the cutter head and the concrete pouring of the bottom cover;
judging that the mud film effect of the shield mud meets the requirement, continuously injecting compressed air and discharging the shield mud in the bin, keeping the pressure of the soil bin unchanged in the whole process, and keeping the pressure balance by using gas pressure; judging whether the slurry in the bin is basically discharged according to the discharge amount of the slurry, and preparing to carry out bottom sealing construction;
s6 retracting the cutter head and pouring concrete
The test pouring concrete adopts a ground pump form, concrete parameters are tested according to the test process, C20-C30 concrete is selected, and a batch combination test is carried out by matching with Portland cement with low hydration heat and corresponding additives communicated with a mixing plant;
removing a mud inlet and outlet pipeline under the pressure maintaining condition, connecting a concrete pump inlet pipeline through a central pump pipe connector, unbinding a partition plate of a head of the pipe jacking machine from a shield body, starting a cutter head to rotate, contracting an oil cylinder to retract the cutter head, controlling the retreating speed of a host machine to be balanced with the concrete injection amount, and keeping the pressure of a soil bin unchanged without stopping the injection of compressed air in the whole process; the cutter head always rotates at a low speed in the whole bottom sealing process until the concrete is initially set;
s7 cutter head complete retraction
After the concrete is condensed, completely withdrawing the cutter head and the partition plate, and detecting the condition of bottom water leakage; excavating and detecting concrete pouring conditions; and (5) continuing retreating the cutter head after the concrete is initially set until the cutter head completely exits from the lining structure, and disassembling the cutter head.
2. The bottom sealing method in the model test of the shield method main tunnel internal pump room mechanized construction according to claim 1, characterized in that: a soil pressure sensor (20) is arranged on a cutter head (23) of the simple head (6) of the cutter head recyclable muddy water balance push bench.
3. The bottom sealing method in the model test of the shield method main tunnel internal pump room mechanized construction according to claim 1, characterized in that: the loading box cylinder (8) is filled with undisturbed soil (12) to form a filling soil layer (21).
4. The bottom sealing method in the model test of the shield method main tunnel internal pump room mechanized construction according to claim 1, characterized in that: and (3) forming slurry at the top of the load box cylinder (8) by adding water (24), performing rotary cutting excavation on the filled soil layer (21) by the simple head (6) of the slurry-recoverable slurry balance pipe jacking machine of the cutter head, and then applying bottom sealing concrete (25).
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