CN108661655B - Large-section U-shaped earth pressure balance shield tunnel construction method based on U-shaped shield machine - Google Patents
Large-section U-shaped earth pressure balance shield tunnel construction method based on U-shaped shield machine Download PDFInfo
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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
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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
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
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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
- 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
- E21D9/0875—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 with a movable support arm carrying cutting tools for attacking the front face, e.g. a bucket
- E21D9/0879—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 with a movable support arm carrying cutting tools for attacking the front face, e.g. a bucket the shield being provided with devices for lining the tunnel, e.g. shuttering
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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
- E21D9/12—Devices for removing or hauling away excavated material or spoil; Working or loading platforms
- E21D9/124—Helical conveying means therefor
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Abstract
A large-section U-shaped earth pressure balance shield tunnel construction method based on a U-shaped shield machine comprises the following steps of 1: the shield launching device with the open cut tunnel counter-force structure is arranged, and the end head is reinforced by a large pipe shed towards the direction of entering the tunnel. Step 2: the method comprises the steps of arranging a starting base on a bottom plate structure, arranging 3 first guide rails on the starting base to serve as guide rails of the shield tunneling machine, laying 3 second guide rails in a tunnel portal pilot tunnel, connecting the first guide rails with the second guide rails, locating at the connecting position of a shield tail and a middle shield of the shield tunneling machine, and arranging a shield tail welding groove on the starting base. And step 3: and the open cut tunnel reinforcing section structure is arranged to provide counter force for the shield tunneling machine. On the basis of the large-section U-shaped shield machine, a complete set of technology for the construction of the large-section U-shaped shield machine is formed: open cut tunnel counterforce structure shield launching technology; a shield tunneling parameter control technology; a large-section horseshoe-shaped shield segment assembling technology; a residue soil improvement technology.
Description
Technical Field
The invention relates to the field of tunnel construction, in particular to a large-section U-shaped earth pressure balance shield tunnel construction method based on a U-shaped shield machine.
Background
At present, in large-scale railway tunnel construction, a mine method is mainly used, and a small amount of TBM and a shield method are used as auxiliary materials, wherein the shield method is mainly used for downward crossing of rivers, straits and urban soft soil strata. When a railway mountain tunnel passes through sandy and new loess strata, the construction by adopting a mining method needs an auxiliary construction method and a support with high rigidity, the cost is high, the construction by adopting a shield method is more convenient, the structure is mainly a single-layer prefabricated pipe piece, the additional construction support cost is avoided, the advantages are obvious, and the problems of initial mechanical research and development and manufacturing cost also need to be increased. In the form of a section, the conventional shield is mainly circular, and particularly in the form of a double-line large section, most of the shield is a large-section circular shield. The prior art of adopting double-circle or even three-circle earth pressure balance shield is also adopted internationally, but the disadvantages of enlarged excavation section, poor stress effect and increased supporting members exist. Therefore, the idea of developing the double-line loess stratum railway tunnel for the large-section horseshoe-shaped shield construction is generated, and the construction technology is a corresponding construction technology which is matched and researched based on the multi-cutter-disc horseshoe-shaped large-section shield machine patent technology. As the construction of the multi-cutter-head large-section horseshoe-shaped shield is an unprecedented attempt, the following difficulties or unsolved problems exist:
(1) the railway mountain tunnel engineering is different from the starting of a conventional subway shield in a station, a common tunnel opening is a cutting, and an open cut tunnel structure can be fully utilized to replace a special reaction frame for shield starting used by the conventional subway to provide reaction force.
(2) The key of the shield construction is that the tunneling parameters of the shield machine need to be determined timely and accurately according to the tunneling geological conditions, particularly for the horseshoe-shaped large-section shield construction, and whether the determined tunneling parameters of the shield machine are proper or not directly relates to the progress, safety and quality of the shield construction.
(3) The assembly of the horseshoe-shaped duct pieces is one of the design difficulties of the horseshoe-shaped shield machine and is also a difficulty of shield construction. And the horseshoe-shaped section has no circular centrosymmetry advantage, so that the inner surface of each segment has the characteristics of variable curvature, heavy weight, large inertia, offset gravity center and the like, and the segment has the problems of large fine adjustment workload, more segment dislocation and overlapping phenomena, difficulty in conducting circumferential pressing force during final assembly of the wedge-shaped block and the like.
(4) The large area of the horseshoe-shaped section, the simultaneous excavation of the nine cutter heads, the uneven stirring effect and the existence of the stirring blind areas, the great unevenness of the improvement of the dregs exist, and the influence on the direction control of the shield body (posture) is large. Therefore, the improvement effect of the muck is very important, and the muck is really in an injection molding shape through the muck improvement.
(5) The shield with the horseshoe-shaped section has the advantages that the tunnel mainly penetrates through the stratum and is a full-section new loess stratum, the area of the section of the tunnel is large, the synchronous grouting amount is large, and the quality of the formed tunnel is directly influenced by the stability of the duct piece after the duct piece is separated from the tail of the shield. Because the traditional secondary grouting adopts double-liquid slurry of water glass and cement slurry, the minimum operation of applying at every turn is equipped with 4 people to carry out, the process is tedious and time-consuming and labor-consuming, and the phenomena of pipe blockage and locking of the shield shell often appear. In addition, the large-section horseshoe-shaped shield has a large section, the self weight and the slurry buoyancy of the segment structure are large, the slurry performance and the operation are improper during synchronous grouting, and hidden troubles such as segment cracking are easily caused.
(6) 3#, 5#, 7# blade disc in the tunnelling in the front, with 1#, 4#, form the blind area between the blade disc behind the 6#, blind area position dregs accumulation leads to thrust to increase gradually and forms the blind area between the blade disc, blind area position dregs accumulation leads to thrust to increase gradually the old loess stratum of sandy, lead to the tunnelling difficulty, the resistance increase of blade disc and incision, the blind area earth pillar is difficult to destroy and directly pushes up on the interior baffle of soil storehouse, no speed when leading to thrust increase, and the blade disc moment of torsion also increases thereupon.
(6) The tunnel portal of the railway mountain is generally a cutting, which is different from the receiving of the conventional subway shield in a station, so that the receiving construction needs to be carried out by combining the tunnel portal side-up slope and open cut tunnel structures. In the cutting open cut tunnel receiving technology, a retaining wall supporting upward slope is adopted to replace conventional tunnel opening section jet grouting or pile reinforcement, so that the problem of side and upward slope stability is solved; the receiving base-retaining wall section adopts a segment structure, so that the problem that the retaining wall interferes the receiving and disassembling of the shield tunneling machine is solved; the joint structure measures solve the problem of connection between the segment structure and the open cut tunnel segment.
Therefore, the construction of the large-section horseshoe-shaped shield is a new thing, and has great difference with the construction of the conventional small-section special-shaped shield or large-section circular shield. The patent of the construction method is comprehensively formed on the basis of pertinently solving the construction difficulty and new problems.
Disclosure of Invention
Aiming at the defects of the prior art, the invention provides a large-section U-shaped earth pressure balance shield tunnel construction method based on a U-shaped shield machine, which has the following specific technical scheme:
a large-section U-shaped earth pressure balance shield tunnel construction method based on a U-shaped shield machine is characterized in that: the following steps are adopted for the preparation of the anti-cancer medicine,
step 1: and arranging an initial device of the shield tunneling machine, and reinforcing the end head in the direction of entering the tunnel by adopting a large pipe shed.
Step 2: a starting base (11) is arranged on a bottom plate structure (10), 3 first guide rails are arranged on the starting base (11) and used as guide rails of a shield machine, 3 second guide rails (12) are laid in a tunnel portal pilot tunnel and connected with each other, a shield tail welding groove (13) is arranged on the starting base and located at the connecting position of a shield tail and a middle shield of the shield machine.
And step 3: and an open cut tunnel reinforcing section structure (14) is arranged to provide counter force for the shield tunneling machine.
And 4, step 4: arranging a tunnel portal sealing device, constructing a starting pilot tunnel in the direction of a tunnel portal of the arch sleeve, connecting a tunnel outlet end of the starting pilot tunnel with the arch sleeve, welding a first embedded steel ring at the tunnel inlet end, sealing a gap between a first pipe piece and the arch sleeve after the first pipe piece is separated from a shield tail, arranging an iron sheet for sealing the gap between an arch frame and the pipe piece of the starting pilot tunnel, and arranging a support in the arch frame;
and 5: the shield machine (5) starts to work and tunnel, and the material A and the material B are synchronously grouted in the whole tunneling process of the shield machine (5);
meanwhile, every time the shield machine (5) tunnels in a tunnel for a certain distance, the shield tail of the shield machine (5) is spliced by horseshoe-shaped shield segments;
meanwhile, the pressure in the soil bin is controlled to be stable and balanced in real time in the whole tunneling process of the shield tunneling machine (5).
Step 6: and implementing the receiving of the shield machine (5).
To better implement the invention, the following steps can be further carried out:
in the step 5, in the whole shield tunneling process, the synchronous grouting by adopting the material A and the material B comprises the following steps:
step S1: determining the filling coefficient to be 1.3-1.8 according to the relation between the grouting amount and the range of the disturbed stratum during the tunneling of the shield machine;
step S2: the material A is added directly when being stirred in a mixing station, cement in the synchronous grouting mortar is replaced by the material A with the same mass, and the material B is dissolved in the hole and then is led into a storage tank.
Step S3: and transforming a synchronous grouting pipeline at the tail part of the shield tunneling machine, fully mixing the solution B and mortar containing the material A at the tail part of the shield tunneling machine, and enabling the injection amount and the pressure to be accurate and controllable through a metering pump.
Step S4: after the mortar is solidified for a period of time, the proportion of the AB material is changed along with the change of the content of the cement in the mortar proportion, and the initial setting time can be controlled by adjusting the proportion of the AB material and the AB material.
Further: when the shield machine tunnels, the cutter head is modified, each single side of the fifth cutter head (16) and the sixth cutter head (17) is expanded to dig 300mm, the cutter beam needs to be cut off by the middle cutter head (18), and then the cutter beam notch is sealed by the sealing plate.
And (3) transforming a fifth cutter head (16): lengthening the knife beam; welding a cutter on the cutter beam; cutting off the inclined beam in the fifth direction in the center, and welding a new inclined beam;
the reconstruction of a first cutter head (18): cutting off the interfered knife beam, plugging the foam pipe, and plugging a gap of the knife beam;
and a fourth cutter head (19) and a sixth cutter head (20) are transformed, a cutter beam is lengthened, a scraper is welded on the cutter beam, and the excavation diameters of the fourth cutter head (19), the fifth cutter head (16) and the sixth cutter head (20) are increased.
A conical slag separator is additionally arranged at the bottom of the soil bin to destroy hard soil on the tunnel face, and a high-pressure water pipe is arranged in a dead zone of the cutter head.
Further: the step 6 comprises the following steps:
the following steps are adopted for the preparation of the anti-cancer medicine,
step 61: constructing splayed retaining wall supporting side and upward slopes on two sides of the opening ring;
step 62: determining the time for starting to chiseling the tunnel portal according to the tunneling condition of the shield tunneling machine and the receiving process requirement, and preparing to chive the tunnel portal;
and step 63: the portal chiseling method comprises the following steps that firstly, a steel scaffold is erected in the range of a portal steel ring (2) on a receiving base (1), roots take in the receiving base (1), and the steel scaffold and receiving retaining walls (3) on two sides are erected into a whole;
the lower part of the scaffold is tamped, two sides of the scaffold are respectively connected and fastened with a retaining wall, and wood boards are laid on the cross braces and are fixed with the cross braces;
five observation holes are uniformly distributed in the upper, middle and lower parts of the tunnel portal, the soil body condition behind the end wall is observed at any time, when the cutter head is 50cm away from the end wall (4), a shield operator reduces the pressure of a soil bin to 0, then 30 cm-thick plain concrete in the range of the tunnel portal steel ring (2) is chiseled out immediately in a crushing chiseling mode, and the chiseling procedure adopts a mode from top to bottom and is cleared along with chiseling;
step 64: carrying out primary receiving by the shield machine (5), judging whether concrete at the portal is chiseled or not, if so, entering the next step, and otherwise, returning to the step 63;
step 65: dismantling the scaffold, pushing the shield tunneling machine within a specified time, stopping the pressure injection of synchronous slurry, and stopping the rotation of the cutter head (6) before the cutter head (6) extends to the base extension guide rail;
and step 66: cutting an uphill notch on an extension guide rail along the tunneling direction of a shield tunneling machine (5), finishing primary tunnel exit when a shield tail is away from a tunnel opening (7) by a specified distance, stopping the shield tunneling machine from advancing, welding a whole circle of arc-shaped steel plates between a tunnel portal steel ring (2) and a shell of the shield tunneling machine (5) in a section welding mode to seal the tunnel ring, welding the steel plates reserved with grouting pipes at corresponding positions, filling gaps among the arc-shaped steel plates, the shield shell and the steel rings with quick-setting cement, grouting a building gap outside shield segment sheets in a reinforcing area after sealing is finished, and grouting double-shield liquid cement paste at three rings away from the tail or directly filling the shield tail in a mode of synchronous grouting and AB liquid matching;
step 67: and after the grouting work is finished, opening holes to check the slurry solidification effect. After the slurry is basically solidified, the shield machine (5) starts to receive for the second time, and the shield machine (5) continues to advance after climbing onto the base guide rail;
after the shield tail is completely exposed out of the end wall (4), immediately sealing a gap between the portal steel ring (2) and the shield segment (9) by using a sealing steel plate (8), manufacturing the sealing steel plate (8) in blocks, welding the sealing steel plate (8) on the portal steel ring (2) after accurate positioning, fully welding the sealing steel plate (8) at the portal steel ring (2), and filling a building gap between the shield segment (9) and the portal steel ring (2) by using grout within a specified time after welding is finished;
step 68: grouting the opening by further utilizing a segment grouting hole to prevent water leakage and create conditions for stable connection of the end wall (4) and the shield segment (9);
step 69: after the shield machine (5) is pushed to a preset position, the whole receiving work is finished.
Further: in the whole shield tunneling process, the attitude adjustment amount of each ring is controlled within 6mm, the deviation of the shield axis from the design axis is not more than +/-50 mm, the ground subsidence is controlled within +10 mm-minus 30mm, the propelling speed on the starting base is controlled within 20-30mm/min during starting, the propelling speed of the shield machine in the front 12m of the shield machine entering undisturbed soil is controlled within 20-30mm/min, and the propelling speed of the shield machine in the tail of the shield machine is gradually increased to 30-40mm/min after the shield machine completely enters the undisturbed soil.
Further: the step 5 of controlling the pressure in the soil bin to be stable and balanced in real time comprises the following steps:
s51: setting the pressure of soil in the soil bin to be P, obtaining the sum of hydrostatic pressure and stratum soil pressure to be P0, and filling the soil bin with the sumP is K0The pressure of the soil bin is established by adopting two methods of setting tunneling speed and adjusting soil discharge amount or setting soil discharge amount and adjusting tunneling speed, and the balance between the cut soil amount and the soil discharge amount is maintained so as to ensure that the pressure in the soil bin is stably balanced, wherein the K value is between 1.0 and 3.0;
s52: at least one screw conveyer is adopted to discharge slag, and simultaneously, the left and right pressure of the soil bin is controlled to realize soil pressure balance and control surface sedimentation.
S53: the foaming agent is added into the stratum with poor sandy soil fluidity, and the bentonite improves the water stopping property of the muck, so that the pressure in the soil bin is stably balanced.
S54: according to geological conditions, the discharged muck state and various working state parameters of the shield machine, the balance of the tunneling speed and the soil output of the shield machine is dynamically adjusted to control the pressure of the soil bin, and the soil discharge amount is adjusted by adjusting the rotating speed of the screw conveyor.
The invention has the beneficial effects that: firstly, on the basis of a large-section horseshoe-shaped shield machine, a complete set of technology for large-section horseshoe-shaped shield construction is formed: open cut tunnel counterforce structure shield launching technology; a shield tunneling parameter control technology; a large-section horseshoe-shaped shield segment assembling technology; a muck improvement technique; A. b material synchronous grouting technology; long-distance belt slag tapping technology, excavation face blind area processing technology and cutting receiving technology.
Secondly, the shield launching technology of the open cut tunnel counterforce structure not only saves the cost for constructing and dismantling the counterforce frame, the vertical shaft, the launching end wall and the negative ring, greatly saves the construction cost, but also avoids the difficult problem that the counterforce frame is not effectively fixed even under the condition of using the counterforce frame.
Thirdly, the tunneling parameters of the shield tunneling machine ensure the smooth and normal tunneling of the large-section horseshoe-shaped shield.
Fourthly, the technology for splicing the large-section horseshoe-shaped shield segments solves the problems that the large-section horseshoe-shaped shield segments are offset in gravity center, large in fine adjustment workload during installation, large in segment dislocation and overlapping phenomena, difficult in conduction of circumferential pressing force of wedge blocks during final splicing and the like.
Fifthly, the problems of large area of the horseshoe-shaped section, uneven stirring effect of the nine cutter heads, existence of a stirring blind area and poor flow plasticity of the slag soil are solved through a slag soil improvement technology.
The A, B material synchronous grouting technology solves the problems of pipe blockage and locking of a shield shell and easy cracking of a large-section duct piece under the action of self gravity and synchronous grouting buoyancy.
Seventhly, the slag discharging technology of the long-distance continuous belt conveyor improves the conveying efficiency and the environment in the tunnel.
Eighthly, the excavation face blind area processing technology solves the problems that in the tunneling process, blind areas are formed among multiple cutter discs, and the thrust is gradually increased and the tunneling is difficult due to accumulation of residue soil at the positions of the blind areas. Particularly, when hard soil or rock stratum inconsistent with the ground exploration occurs, the blind area soil column is difficult to damage and directly props into an inner partition plate of the soil bin, so that the thrust and the torque are increased, and the tunneling is difficult.
Drawings
FIG. 1 is a schematic diagram of an originating base station;
FIG. 2 is a diagram of the positions of the open cut tunnel reinforcing section and the shield tunneling machine;
FIG. 3 is a diagram of a portal and receiving base scaffolding set up;
FIG. 4 is a schematic view of a sealing device;
FIG. 5 is a diagram showing the relationship between the shield and the receiving end wall after receiving;
fig. 6 is a schematic view of a retrofit cutter head arrangement.
Detailed Description
The following detailed description of the preferred embodiments of the present invention, taken in conjunction with the accompanying drawings, will make the advantages and features of the invention easier to understand by those skilled in the art, and thus will clearly and clearly define the scope of the invention.
A construction method of a large-section U-shaped earth pressure balance shield tunnel based on a U-shaped shield machine mainly comprises the following steps:
step 1: the shield machine starting device is arranged, the end is reinforced, and the end is reinforced by a large pipe shed in the direction of large mileage and is 40m long. When the tunneling is started, the tunnel top stratum can be ensured to be stable through the tunnel door sealing device and the pressure maintaining measures in the tunneling process, and other end reinforcing measures are not needed. Aiming at the large pipe shed to be constructed, the horizontal range and the depth of the large pipe shed need to be manually detected, and the large pipe shed is ensured not to invade the clearance of the tunnel.
Step 2: the installation position of the starting base 11 is based on the baseline of measurement lofting, the underground positioning construction is carried out, and the tracks on the starting base 11 are placed in the center and symmetrically according to the measured center of the tunnel portal. The originating base 11 has a total length of 24m, a width of 16m, and a height of 3m on both sides of the originating base 11. The shield starting base 11 is of a C30 reinforced concrete structure, and the bottoms of the shield starting base and the shield starting base are connected together to form an integral structure. 3 first guide rails 120kg/m are arranged on the starting base 11 to serve as guide rails of the shield tunneling machine 5, the bottom guide rail is centered, and the two upper guide rails 12 are 4.8m away from the center. When the starting base 11 is constructed, the starting base 11 and the bottom plate structure 10 are ensured to be integrated through reinforcement by planting ribs on the bottom plate structure 10. 3 second guide rails are laid in the tunnel portal pilot tunnel, the second guide rails are connected with the first guide rails in the starting pilot tunnel and need to be welded firmly, and the shield tunneling machine 5 is prevented from being damaged when tunneling, so that normal tunneling of the shield tunneling machine 5 is prevented from being influenced. The guide rail position is based on the position corresponding to the slide rail extension of the origin base 11. A shield tail welding groove 13 with the width of 800mm and the height of 700mm is reserved at the joint of the shield tail and the middle shield, a guide steel rail is not arranged at the position of the shield tail welding groove 13, and a guide rail in front of the shield tail welding groove 13 is subjected to oblique groove processing.
And step 3: the open cut tunnel reinforcing section structure 14 is arranged, and the counter force of the shield is provided by the open cut tunnel to replace a counter force frame structure in the conventional subway shield starting. The open cut tunnel reinforcing section 14 provides the counterforce required by the shield tunneling machine during propelling, and the propelling force is mainly concentrated on the lower half part during shield launching. The open cut tunnel reinforcing section 14 and the shield tunneling machine are schematically shown in the figures 1 and 2.
And 4, step 4: and installing a tunnel portal sealing device, constructing a 13.5m long initial pilot tunnel in the direction of the sleeve arch towards the tunnel portal, wherein the inner diameter of the arch frame is 15.5cm outside the excavation contour line. The outer end of the initial pilot tunnel is connected with the sleeve arch, the pre-embedded steel ring is welded at the tunnel inlet end, after the duct piece is separated from the shield tail, the tunnel door is sealed as required, and a gap between the duct piece and the sleeve arch is sealed. The shield is ensured to be in a sealing state when passing through the arch frame region. The 1mm iron sheet is used for sealing a gap between a shield tunnel arch frame and a duct piece, the iron sheet is manufactured in blocks, the iron sheet is welded on the tunnel arch frame after being accurately positioned, meanwhile, a support is arranged in the arch frame, the phenomenon that the sealing blocks deform when guniting or synchronous grouting is carried out is prevented, the iron sheet needs to be firmly embedded into the guniting, the single surface of the iron sheet abuts against the arch frame, and the iron sheet cannot be loosened to influence the use when concrete or mortar is poured and filled. In the process of operation: the longitudinal deviation of the position of the steel ring is 3mm, 5mm below the standard deviation.
And 5: the shield machine 5 starts working and tunneling, in the whole tunneling process of the shield machine 5, the attitude adjustment amount of each ring is controlled within 6mm, the deviation of the shield axis from the design axis is not more than +/-50 mm, the ground subsidence is controlled within +10mm to-30 mm, the propelling speed on the starting base 11 during starting is controlled within 20-30mm/min, the propelling speed of the shield machine in the front 12m of the shield machine entering undisturbed soil is controlled within 20-30mm/min, and the propelling speed is gradually increased to 30-40mm/min after the shield tail of the shield machine 5 completely enters the undisturbed soil;
in the whole tunneling process of the shield tunneling machine 5, synchronous grouting is performed by adopting a material A and a material B;
meanwhile, the shield tunneling machine 5 tunnels a specified distance in the tunnel, and horseshoe-shaped shield segment assembly is carried out at the distance in the tunnel;
meanwhile, the pressure in the soil bin is controlled to be stable and balanced in real time in the whole shield tunneling process.
Step 6: receiving by the shield machine 5;
the step 6 comprises the following steps:
step 61: and constructing splayed retaining wall supporting side and up slopes on two sides of the opening ring. The length and width of the foot of the splayed retaining wall is 5m, the width of the splayed retaining wall is 2m, the length and width of the wall top are 1m and 1m, the height of the wall is 6m, and the bottom of the splayed retaining wall is rigidly connected with the receiving base 1;
step 62: determining the time for starting to chiseling the tunnel portal according to the tunneling condition of the shield tunneling machine and the receiving process requirement, and preparing to chive the tunnel portal;
and step 63: firstly, erecting a steel scaffold within the range of a portal steel ring 2 on a receiving base 1, taking roots in the receiving base 1 and erecting the steel scaffold into a whole with receiving retaining walls 3 on two sides;
the lower part of the scaffold is tamped, two sides of the scaffold are connected and fastened with the receiving retaining wall 3, and wood boards are laid on the cross braces and fixed with the cross braces;
five observation holes are uniformly distributed in the upper, middle and lower parts of the portal, the soil body condition behind the end wall is observed at any time, when the distance between the cutter head and the end wall 4 is 50cm, a shield operator reduces the pressure of a soil bin to 0, then the 30 cm-thick plain concrete in the range of the portal steel ring 2 is chiseled out immediately in a crushing chiseling mode, and the chiseling procedure adopts a mode from top to bottom and is cleared along with chiseling;
step 64: carrying out primary receiving by the shield machine 5, judging whether concrete at the portal is chiseled or not, if so, entering the next step, otherwise, returning to the step 63;
step 65: dismantling the scaffold, pushing the shield in a specified time, stopping the pressure injection of synchronous slurry, and stopping the rotation of the cutter head before the cutter head extends to the guide rail of the receiving base 1;
and step 66: cutting an uphill notch on an extension guide rail along the driving direction of a shield machine 5, finishing the first hole outlet when the shield tail is far from a hole with a specified distance, stopping the shield machine 5 from advancing, welding a whole circle of arc-shaped steel plates between a portal steel ring 2 and a shield shell in a section welding mode to seal a hole circle, welding the steel plates with a reserved grouting pipe at a corresponding position, filling gaps between the steel plates and the shield shell and between the portal steel ring 2 and the portal steel ring with quick setting cement, grouting a gap outside a segment in a reinforcing area after sealing is finished, pressing and injecting double-liquid cement paste at three rings of the shield tail or directly filling the shield tail in a mode of synchronously grouting and matching AB liquid.
Step 67: and after the grouting work is finished, opening holes to check the slurry solidification effect. After the slurry is basically solidified, the shield machine 5 starts to receive for the second time, and the shield machine climbs the receiving base guide rail 1 and then continues to advance;
after the shield tail is completely exposed out of the receiving end wall 4, immediately sealing a gap between a shield tunnel steel ring 2 and a shield segment 9 by using a sealing steel plate 8, manufacturing the sealing steel plate 8 in blocks, accurately positioning and then welding the sealing steel plate 8 on the tunnel portal steel ring 2, fully welding the sealing steel plate 8 at the tunnel portal steel ring 2, and filling a building gap between the shield segment 9 and the tunnel portal steel ring 2 by using grout in a specified time after welding;
splicing the shield segments 9 into the range of the receiving end wall 4 directly, and simultaneously extending the reserved positions of the shield tail cutting grooves forwards by a specified distance correspondingly, wherein the welding grooves are 80cm below the ground of the middle track of the base and 80cm wide;
step 68: grouting the opening by further utilizing a segment grouting hole to prevent water leakage and create conditions for stable connection of the end wall and the segment;
step 69: after the shield host pushes the shield host to a preset position, the whole receiving work is finished.
The assembling and debugging of the shield comprises the following steps: 1. the shield machine assembly site, the assembly equipment 2 and the assembly site are arranged.
The shield assembly site is divided into three zones: the back supporting trailer is deposited district, host computer and accessory and is deposited district, loop wheel machine and place the district.
Shield constructs quick-witted equipment of machine equipment: 1 250T crawler crane, one 230T gantry crane and corresponding lifting appliance, tool and tool.
The tunneling parameters of the large-section U-shaped earth pressure shield tunneling machine mainly refer to: rotating speed and torque of a cutter head of the shield machine; the total thrust of the propulsion oil cylinder, the stroke difference of each group and the propulsion speed; setting the pressure of the soil bin; adjustment of parameters such as foaming agent; and controlling the consumption of shield tail grease and lithium-based grease, and the like.
The step 5 of controlling the pressure in the soil bin to be stable and balanced in real time comprises the following steps:
s51: setting the pressure value of soil in the soil bin as P, obtaining the sum of hydrostatic pressure and formation soil pressure as P0, and meeting the requirement that P is K P0The pressure of the soil bin is established by adopting two methods of setting tunneling speed and adjusting soil discharge amount or setting soil discharge amount and adjusting tunneling speed, and the balance between the cut soil amount and the soil discharge amount is maintained so as to ensure that the pressure in the soil bin is stably balanced, wherein the K value is between 1.0 and 3.0;
s52: at least one screw conveyer is adopted to discharge slag, and simultaneously, the left and right pressure of the soil bin is controlled to realize soil pressure balance and control surface sedimentation.
Step S6: the foam agent, bentonite and the like are added into the stratum with poor sandy soil fluidity to improve the water-stopping property of the muck and ensure that the pressure in the soil bin is stably balanced.
S53: according to geological conditions, the discharged muck state and various working state parameters of the shield machine, the balance of the tunneling speed and the soil output of the shield machine is dynamically adjusted to control the pressure of the soil bin, and the soil discharge amount is adjusted by adjusting the rotating speed of the screw conveyor.
When the shield machine tunnels, the horseshoe-shaped shield segment assembly is carried out, and the method comprises the following procedures and main points:
segment assembling technological process: based on the functions of stretching, rotating, moving and the like of the horseshoe-shaped segment erector controlled in proportion, the segment erector can be accurately positioned.
The key points of assembly are as follows: when the duct pieces are installed, an installation driver and a bolt installer need to be in place, firstly, the lowermost duct piece is installed, and a longitudinal bolt is connected firstly; installing the rest segments from bottom to top in a left-right symmetrical manner, and connecting and fastening the longitudinal bolts and the circumferential bolts along with the installation of each segment; when the capping block is installed, 1/3 is overlapped firstly, then the capping block is inserted radially, and the capping block is slowly pushed longitudinally while adjusting the position; after the whole ring of pipe segments are completely installed, fastening all bolts by using a pneumatic wrench; when the shield is driven, after the last circulating duct piece is separated from the tail of the shield, the pneumatic wrench is used for tightening all the duct piece ring longitudinal bolts in time.
In the step 5, in the whole shield tunneling process, the synchronous grouting by adopting the material A and the material B comprises the following steps:
step S1: determining the filling coefficient to be 1.3-1.8 according to the relation between the grouting amount and the range of the disturbed stratum during the tunneling of the shield machine;
step S2: the material A is added directly when being stirred in a mixing station, cement in the synchronous grouting mortar is replaced by the material A with the same mass, and the material B is dissolved in the hole and then is led into a storage tank.
Step S3: and transforming a synchronous grouting pipeline at the tail part of the shield tunneling machine, fully mixing the solution B and mortar containing the material A at the tail part of the shield tunneling machine, and enabling the injection amount and the pressure to be accurate and controllable through a metering pump.
Step S4: after the mortar is solidified for a period of time, the proportion of the AB material is changed along with the change of the content of the cement in the mortar proportion, and the initial setting time can be controlled by adjusting the proportion of the AB material and the AB material. The initial setting time is about 15 minutes. The proportion of the AB material is changed along with the change of the content of the cement in the mortar proportion, and the initial setting time can be controlled by adjusting the proportion of the AB material and the mortar, so that the AB material is required to be adjusted on the spot according to local climate, mortar characteristics and the like before use.
According to multiple tests, the optimal mixing ratio (kg) of the slurry effect is selected in the project:
cement: fly ash: bentonite: sand: water: a material: material B (dissolved in water 1: 1) 185:350:50:800:460:15: 30;
the improvement of the soil bin and the soil outlet comprises the following steps:
conical slag separators are added at the positions 5 and 7 o' clock at the bottom of the soil bin to destroy hard soil on the tunnel face;
in order to prevent the accumulation of the muck at the lower part of the central rotating shaft of the No. 5 cutter head 16, No. 10 and No. 11 stirrers are cancelled, and a large muck divider is added in the middle of the original stirrer, so that the muck can directly slide to the mouth of the spiral conveyor, and the smooth unearthing is ensured.
When the shield tunneling machine tunnels, the cutter head is modified, a 300 mm-diameter cutter is dug on each of the single sides of the No. five cutter head 16 and the No. six cutter head 17, the cutter beam needs to be cut off by the middle No. one cutter head 18, and then the notch of the cutter beam is sealed by a sealing plate.
And 5, transforming a fifth cutter head 16: lengthening the knife beam; welding a cutter on the cutter beam; cutting off the inclined beam in the fifth direction in the center, and welding a new inclined beam;
modification of the first cutter head 18: cutting off the interfered knife beam, plugging the foam pipe, and plugging a gap of the knife beam;
and a fourth cutter disc 19 and a sixth cutter disc 20 are transformed, a cutter beam is lengthened, a scraper is welded on the cutter beam, and the excavation diameters of the fourth cutter disc 19, the fifth cutter disc 16 and the sixth cutter disc 20 are increased.
A conical slag separator is additionally arranged at the bottom of the soil bin to destroy hard soil on the tunnel face, and a high-pressure water pipe is arranged in a dead zone of the cutter head.
A high-pressure water pipe is arranged in the dead zone of the cutter head, and high-pressure water is used for scouring soil bodies in the dead zone to disperse the soil bodies and collapse. Meanwhile, a slag soil improvement measure is taken as an auxiliary measure, and the details are shown in a slag soil improvement part.
Claims (5)
1. A large-section U-shaped earth pressure balance shield tunnel construction method based on a U-shaped shield machine is characterized in that: the following steps are adopted for the preparation of the anti-cancer medicine,
step 1: arranging an initial device of the shield tunneling machine, and reinforcing the end head in the direction of entering the tunnel by adopting a large pipe shed;
step 2: arranging a starting base (11) on a bottom plate structure (10), arranging 3 first guide rails on the starting base (11) as guide rails of a shield machine, laying 3 second guide rails (12) in a tunnel portal pilot tunnel, connecting the first guide rails with the second guide rails, locating at the connecting part of a shield tail and a middle shield of the shield machine, and arranging a shield tail welding groove (13) on the starting base;
and step 3: an open cut tunnel reinforcing section structure (14) is arranged to provide counter force for the shield machine;
and 4, step 4: arranging a tunnel portal sealing device, constructing a starting pilot tunnel in the direction of a tunnel portal of the arch sleeve, connecting a tunnel outlet end of the starting pilot tunnel with the arch sleeve, welding a first embedded steel ring at the tunnel inlet end, sealing a gap between a first pipe piece and the arch sleeve after the first pipe piece is separated from a shield tail, arranging an iron sheet for sealing the gap between an arch frame and the pipe piece of the starting pilot tunnel, and arranging a support in the arch frame;
and 5: the shield machine (5) starts to work and tunnel, and the material A and the material B are synchronously grouted in the whole tunneling process of the shield machine (5);
meanwhile, every time the shield machine (5) tunnels in a tunnel for a certain distance, the shield tail of the shield machine (5) is spliced by horseshoe-shaped shield segments;
meanwhile, the pressure in the soil bin is controlled to be stable and balanced in real time in the whole tunneling process of the shield tunneling machine (5);
step 6: receiving by the shield machine (5);
the step 6 comprises the following steps:
the following steps are adopted for the preparation of the anti-cancer medicine,
step 61: constructing splayed retaining wall supporting side and upward slopes on two sides of the opening ring;
step 62: determining the time for starting to chiseling the tunnel portal according to the tunneling condition of the shield tunneling machine and the receiving process requirement, and preparing to chive the tunnel portal;
and step 63: the portal chiseling method comprises the following steps that firstly, a steel scaffold is erected in the range of a portal steel ring (2) on a receiving base (1), roots take in the receiving base (1), and the steel scaffold and receiving retaining walls (3) on two sides are erected into a whole;
the lower part of the scaffold is tamped, two sides of the scaffold are respectively connected and fastened with a retaining wall, and wood boards are laid on the cross braces and are fixed with the cross braces;
five observation holes are uniformly distributed in the upper, middle and lower parts of the tunnel portal, the soil body condition behind the end wall is observed at any time, when the cutter head is 50cm away from the end wall (4), a shield operator reduces the pressure of a soil bin to 0, then 30 cm-thick plain concrete in the range of the tunnel portal steel ring (2) is chiseled out immediately in a crushing chiseling mode, and the chiseling procedure adopts a mode from top to bottom and is cleared along with chiseling;
step 64: carrying out primary receiving by the shield machine (5), judging whether concrete at the portal is chiseled or not, if so, entering the next step, and otherwise, returning to the step 63;
step 65: dismantling the scaffold, pushing the shield tunneling machine within a specified time, stopping the pressure injection of synchronous slurry, and stopping the rotation of the cutter head (6) before the cutter head (6) extends to the base extension guide rail;
and step 66: cutting an uphill notch on an extension guide rail along the tunneling direction of a shield tunneling machine (5), finishing primary tunnel exit when a shield tail is away from a tunnel opening (7) by a specified distance, stopping the shield tunneling machine from advancing, welding a whole circle of arc-shaped steel plates between a tunnel portal steel ring (2) and a shell of the shield tunneling machine (5) in a section welding mode to seal the tunnel ring, welding the steel plates reserved with grouting pipes at corresponding positions, filling gaps among the arc-shaped steel plates, the shield shell and the steel rings with quick-setting cement, grouting a building gap outside shield segment sheets in a reinforcing area after sealing is finished, and grouting double-shield liquid cement paste at three rings away from the tail or directly filling the shield tail in a mode of synchronous grouting and AB liquid matching;
step 67: after the grouting work is finished, opening a hole to check the slurry solidification effect, after the slurry is basically solidified, starting the shield machine (5) to receive for the second time, and continuing to advance after the shield machine (5) climbs onto the base guide rail;
after the shield tail is completely exposed out of the end wall (4), immediately sealing a gap between the portal steel ring (2) and the shield segment (9) by using a sealing steel plate (8), manufacturing the sealing steel plate (8) in blocks, welding the sealing steel plate (8) on the portal steel ring (2) after accurate positioning, fully welding the sealing steel plate (8) at the portal steel ring (2), and filling a building gap between the shield segment (9) and the portal steel ring (2) by using grout within a specified time after welding is finished;
step 68: grouting the opening by further utilizing a segment grouting hole to prevent water leakage and create conditions for stable connection of the end wall (4) and the shield segment (9);
step 69: after the shield machine (5) is pushed to a preset position, the whole receiving work is finished.
2. The construction method of the large-section horseshoe-shaped earth pressure balance shield tunnel based on the horseshoe-shaped shield machine, which is used for the shield machine, is characterized by comprising the following steps:
in the step 5, in the whole shield tunneling process, the synchronous grouting by adopting the material A and the material B comprises the following steps:
step S1: determining the filling coefficient to be 1.3-1.8 according to the relation between the grouting amount and the range of the disturbed stratum during the tunneling of the shield machine;
step S2: adding the material A when directly stirring in a stirring station, replacing cement in the synchronous grouting mortar with the same mass, and introducing the material B into a storage tank after dissolving in a hole;
step S3: transforming a synchronous grouting pipeline at the tail part of the shield tunneling machine, fully mixing the solution B and mortar containing the material A at the tail part of the shield tunneling machine, and accurately controlling the injection amount and pressure through a metering pump;
step S4: after the mortar is solidified for a period of time, the proportion of the AB material is changed along with the change of the content of the cement in the mortar proportion, and the initial setting time is controlled by adjusting the proportion of the AB material and the AB material.
3. The construction method of the large-section horseshoe-shaped earth pressure balance shield tunnel based on the horseshoe-shaped shield machine, which is used for the shield machine, is characterized by comprising the following steps: when the shield tunneling machine tunnels, the cutter head is modified, a cutter beam is cut off by a cutter head (18) in the middle of each cutter head (16) and a cutter head (17) in the six-number of cutter heads (16) with the single side of each cutter head being extended by 300mm, and then a cutter beam notch is blocked by a sealing plate;
and (3) transforming a fifth cutter head (16): lengthening the knife beam; welding a cutter on the cutter beam; cutting off the inclined beam in the fifth direction in the center, and welding a new inclined beam;
the reconstruction of a first cutter head (18): cutting off the interfered knife beam, plugging the foam pipe, and plugging a gap of the knife beam;
a fourth cutter head (19) and a sixth cutter head (20) are modified, a cutter beam is lengthened, a scraper is welded on the cutter beam, and the excavation diameters of the fourth cutter head (19), the fifth cutter head (16) and the sixth cutter head (20) are increased;
a conical slag separator is additionally arranged at the bottom of the soil bin to destroy hard soil on the tunnel face, and a high-pressure water pipe is arranged in a dead zone of the cutter head.
4. The construction method of the large-section horseshoe-shaped earth pressure balance shield tunnel based on the horseshoe-shaped shield machine, which is used for the shield machine, is characterized by comprising the following steps: in the whole shield tunneling process, the attitude adjustment amount of each ring is controlled within 6mm, the deviation of the shield axis from the design axis is not more than +/-50 mm, the ground subsidence is controlled within +10 mm-minus 30mm, the propelling speed on the starting base is controlled within 20-30mm/min during starting, the propelling speed of the shield machine in the front 12m of the shield machine entering undisturbed soil is controlled within 20-30mm/min, and the propelling speed of the shield machine in the tail of the shield machine is gradually increased to 30-40mm/min after the shield machine completely enters the undisturbed soil.
5. The construction method of the large-section horseshoe-shaped earth pressure balance shield tunnel based on the horseshoe-shaped shield machine, which is used for the shield machine, is characterized by comprising the following steps: the step 5 of controlling the pressure in the soil bin to be stable and balanced in real time comprises the following steps:
s51: setting the pressure value of soil in the soil bin as P, obtaining the sum of hydrostatic pressure and formation soil pressure as P0, and meeting the requirement that P is K P0The pressure of the soil bin is established by adopting two methods of setting tunneling speed and adjusting soil discharge amount or setting soil discharge amount and adjusting tunneling speed, and the balance between the cut soil amount and the soil discharge amount is maintained so as to ensure that the pressure in the soil bin is stably balanced, wherein the K value is between 1.0 and 3.0;
s52: slag is discharged by adopting at least one screw conveyor, and meanwhile, the left and right pressures of the soil bin are controlled to realize soil pressure balance and control surface settlement;
s53: adding a foaming agent into a stratum with poor sandy soil fluidity and adding bentonite to improve the water stopping property of the muck so as to stably balance the pressure in the soil bin;
s53: according to geological conditions, the discharged muck state and various working state parameters of the shield machine, the balance of the tunneling speed and the soil output of the shield machine is dynamically adjusted to control the pressure of the soil bin, and the soil discharge amount is adjusted by adjusting the rotating speed of the screw conveyor.
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| CN109236305A (en) * | 2018-10-26 | 2019-01-18 | 中铁第勘察设计院集团有限公司 | Shield sky is pushed away through bored tunnel and the secondary construction method and its structure originated |
| CN109707388B (en) * | 2019-01-07 | 2024-02-06 | 中铁十一局集团城市轨道工程有限公司 | Method for preventing ground collapse when shield tunneling machine starts to pass through existing shield tunnel |
| CN110242331B (en) * | 2019-07-29 | 2024-03-26 | 西南交通大学 | Anti-floating device for shield tunnel and method for assisting segment lining ring anti-floating by adopting anti-floating device |
| CN111058860A (en) * | 2019-12-10 | 2020-04-24 | 中铁十四局集团隧道工程有限公司 | Cave opening construction method |
| CN111350509A (en) * | 2020-01-21 | 2020-06-30 | 中铁二十二局集团轨道工程有限公司 | Muck improvement and grouting method for sandy gravel stratum tunnel shield construction |
| CN111794780A (en) * | 2020-03-31 | 2020-10-20 | 中铁十六局集团北京轨道交通工程建设有限公司 | Shield tunneling machine in-out hole safety guarantee method for water-rich round gravel stratum |
| CN112049650B (en) * | 2020-09-16 | 2022-07-15 | 中国铁路设计集团有限公司 | Method for expanding and excavating existing small shield tunnel by using large shield |
| CN112412481A (en) * | 2020-12-17 | 2021-02-26 | 中铁二十二局集团轨道工程有限公司 | Starting method of shield special-shaped extension steel ring |
| CN114370286B (en) * | 2021-12-08 | 2024-06-04 | 上海市基础工程集团有限公司 | Safety hole entering method of shield machine for open caisson structure |
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