CN105804770A - Method for backfilling of tunnel construction through TBM method and equipment for method - Google Patents

Method for backfilling of tunnel construction through TBM method and equipment for method Download PDF

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Publication number
CN105804770A
CN105804770A CN201610219937.7A CN201610219937A CN105804770A CN 105804770 A CN105804770 A CN 105804770A CN 201610219937 A CN201610219937 A CN 201610219937A CN 105804770 A CN105804770 A CN 105804770A
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mortar
arch
backfill
ring
pea gravel
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CN105804770B (en
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刘文涛
曹刚
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    • C—CHEMISTRY; METALLURGY
    • C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
    • C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
    • C04B28/00—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements
    • C04B28/02—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements containing hydraulic cements other than calcium sulfates
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH 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
    • C—CHEMISTRY; METALLURGY
    • C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
    • C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
    • C04B28/00—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements
    • C—CHEMISTRY; METALLURGY
    • C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
    • C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
    • C04B28/00—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements
    • C04B28/02—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements containing hydraulic cements other than calcium sulfates
    • C04B28/04—Portland cements
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH 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
    • C—CHEMISTRY; METALLURGY
    • C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
    • C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
    • C04B2111/00—Mortars, concrete or artificial stone or mixtures to prepare them, characterised by specific function, property or use
    • C04B2111/00474—Uses not provided for elsewhere in C04B2111/00
    • C04B2111/00724—Uses not provided for elsewhere in C04B2111/00 in mining operations, e.g. for backfilling; in making tunnels or galleries
    • C—CHEMISTRY; METALLURGY
    • C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
    • C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
    • C04B2201/00—Mortars, concrete or artificial stone characterised by specific physical values
    • C04B2201/20—Mortars, concrete or artificial stone characterised by specific physical values for the density
    • C—CHEMISTRY; METALLURGY
    • C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
    • C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
    • C04B2201/00—Mortars, concrete or artificial stone characterised by specific physical values
    • C04B2201/50—Mortars, concrete or artificial stone characterised by specific physical values for the mechanical strength
    • Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
    • Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
    • Y02W—CLIMATE CHANGE MITIGATION TECHNOLOGIES RELATED TO WASTEWATER TREATMENT OR WASTE MANAGEMENT
    • Y02W30/00—Technologies for solid waste management
    • Y02W30/50—Reuse, recycling or recovery technologies
    • Y02W30/91—Use of waste materials as fillers for mortars or concrete

Abstract

The invention relates to a backfilling method for tunnel construction through a TBM method and equipment for the backfilling method.The backfilling method that TBM pea gravel backfilling and grouting has many technical defects, the time limit for a project cannot be guaranteed, and backfilling quality is quite unstable.According to the backfilling method, backfilling is carried out at 360 degrees in a whole cavity segment between the duct piece outer wall and the surrounding rock wall of a TBM prefabricated lining structure, a bottom arch is backfilled with mortar and quick-setting mortar, arches on the two sides are backfilled with pea gravel grout, and a top arch is backfilled with composite mortar; in other way, the bottom arch is backfilled with mortar and quick-setting mortar, the arches on the two sides are backfilled with fine aggregate concrete and quick-setting fine aggregate concrete, and the top arch is backfilled with composite mortar.The technical advantages of mortar backfilling and fine aggregate concrete backfilling are fully utilized, pea gravel grouting and backfilling are replaced partially or completely, the technical defects of pea gravel grouting and backfilling are overcome, and particularly under the condition of unfavorable geology, the backfilling work efficiency is improved, and engineering quality is guaranteed.

Description

The earth-filling method of TBM method tunnel or tunnel construction and equipment thereof
Technical field
The invention belongs to tunnel or tunnel construction technical field, be specifically related to earth-filling method and the equipment thereof of a kind of TBM method tunnel or tunnel construction.
Background technology
Tunneler TBM(TunnelBoringMachine) as current state-of-the-art a kind of tunnel (hole) construction machinery, have been obtained for the extensive use of countries in the world.It is divided into three kinds of types according to support form, is respectively suitable for different geological conditions: 1. open type, be usually used in pure matter rock；2. double; two shields, are usually used in mixing stratum；3. single shield, is usually used in stratum inferior and the higher stratum of level of ground water.Wherein single, double shield tunneler (TBM) excavation is prefabricated reinforced concrete structure part (section of jurisdiction) assembly or bolt connection lining cutting, and the cavity between prefabricated pipe section outer wall and country rock must backfill closely knit.
The precondition of tunnel (hole) lining design bearing capacity is that liner structure is closely connected with country rock, jointly bear external loads, so the cavity between tunnel (hole) prefabricated pipe section lining cutting outer wall and country rock wall must backfill closely knit, making liner structure and country rock fit tightly, only water blockoff ability is strong, set strength reaches designing requirement.TBM tunnels because of it, prefabricated components (section of jurisdiction) lining cutting work efficiency height is widely used, cavity earth-filling method between prefabricated pipe section lining cutting outer wall and country rock wall is tunneling boring bean gravel rockfill grouting, but there is many technological deficiencies in TBM bean gravel rockfill grouting earth-filling method: one is that the duration is unsecured, there is no normalized construction reference, working procedure (the operation of bean gravel precompressed, initial ring, the foundation of closed-loop, grout hole, non-grout hole, observation port, close the determination of slurry hole site, backfill measure under adverse geological condition, the series of problems such as the ration standard of sealing of hole jointing), de-filling, leakage filling is in a kind of normality, substantial amounts of supplementary irrigation slurry makes normal surface grouting operation destroy totally, it is indefinite that tunnel (hole) runs expection, economic benefit is low；Two is that backfill quality is very unstable, and the end, side, crown Compressive strength of coring samples are it have been experienced that the coefficient of variation is too big, and Precast Element Lining structure stress is uneven, runs safety to tunnel and brings hidden danger.
Affect bean gravel rockfill grouting factor a lot, mainly have the following aspects:
1, fall the impact of slag and rock dust
Being attached on Wall Rock of Tunnel wall at tunneling process part rock dust, at backfill bean gravel pre-compaction process, rock dust is bonded in the surface of bean gravel, and the cement mortar of perfusion and bean gravel affinity are poor, and formation bean gravel cement calculus coring sample is close and not hard, and set strength is very low；Part lamellar sillar is separately had not walk to drop at the bottom of hole for muck removal equipment shovel, when development machine advances, little flag is crushed into powder by front shield, therefore bottom rock dust is thicker, and time as relatively abundant in subsoil water, periphery rock dust also can concentrate portion on earth, now bottom rock dust is sometimes up to 20-30mm, the bean gravel precompressed of arch, the end only has a small amount of bean gravel to enter end arch cavity, and by built engineering coring sample Inspection Certificate, end arch only has the cement mortar or rock dust mixture that are isolated.
2, unfavorable geology, especially influence on groundwater
A, TBM driving runs into IV-V class surrounding rock side, top caves in there is big dead zone bean gravel precompressed difficulty of collapsing in even top, and not only cement mortar consumption is big and consolidation strength is also very low.
B, when subsoil water (> 5L/S) is relatively abundanter, cement grout isolation is serious, random serosity vibration, and bean gravel space is filled not full, and coring sample is like " hornet nest " shape, and pressure testing intensity does not reach the 50% of design strength.
C, precompressed cavity bean gravel be filled with the skeleton space of bean gravel due to Groundwater infiltration, can even be likely to completely during reperfusion serosity be discharged by the hydrops in bean gravel skeleton space and make cement mortar fill space, thus making set strength be substantially reduced, time serious, cement bean gravel calculus becomes " Glycine max (L.) Merr. " shape.
D, subsoil water wash away the rock dust adhered to by country rock wall and encircle site deposition the end of to, become pasty state, rock dust caking or consolidate with bean gravel, and cement grout is difficult to be impregnated into dust space, and arch, end set strength is very low.
Bean gravel rockfill grouting itself has technological deficiency:
1, end arch bean gravel precompressed difficulty, crown bean gravel precompressed insatiable hunger are full of Objective Necessity.
2, filling process is with isolation, deposition, and the ratio of mud is changing, and serosity is sent to grouting face entrance bean gravel interstitial channels to be terminated to continue the longer time to grouting, can isolate all the time during this period of time, deposit.
3, filling process is along with the expansion of the extension of slurry channels, scope, and slurry channels damping is also improving constantly, and has excreting water phenomenon to occur under the effect of injection pressure, and substantial change occurs the ratio of mud.
4, the faying face of the range of scatter being in the milk in first, rear each hole, has hydrops or blind area of feeling suffocated, and consolidates leakiness.
5, serosity unordered swimming in bean gravel space in filling process, has reached grouting pressure at grouting mouth dial reading reflection pressure, has simply overcome the damping in bean gravel space, stop filling rear slurry pressure-free impregnation.
6, dual slurry filling process washing away by water, not only cement mortar match ratio goes to pot, concentration of sodium silicate dilutes further, rapid hardening weak effect.Even if having rapid hardening to occur also is not only irrigate not full and destroy grouting channel around grouting orifice.The perfect condition of grouting is seriality, strives for maximum groundwater increment in the unit interval, and the interpolation of accelerator to be bean gravel rockfill grouting earth-filling method make the matter worse.
The projects such as Zhang Jiu river, CMC Cinema Magnetique Communication of Italy of contractor Kunming diversion tunnel, Osaka, contractor Shanxi water conservancy project office Xinjiang 81 diversion tunnel, Zhong Sui company of contractor Shaanxi " drawing Hong Jishi " diversion tunnel, Zhong Sui company of contractor Qinghai " drawing the Huangshui River that helps greatly " diversion tunnel, bean gravel rockfill grouting effect is all unsatisfactory.Coring sample is close and not hard, has core Glycine max (L.) Merr., tunnel Water Curtain Cave phenomenon, and project does not reach design standard to final acceptance of construction rockfill grouting quality, in order to ensure tunnel safe operation, just further expanded scope is strengthened after consolidation grouting by examination.
Summary of the invention
It is an object of the invention to provide the earth-filling method of a kind of TBM method tunnel or tunnel construction and equipment thereof, overcome the technical deficiency of bean gravel rockfill grouting earth-filling method.
The technical solution adopted in the present invention is:
The earth-filling method of TBM method tunnel or tunnel construction, it is characterised in that:
Realized by following steps:
The 360 ° of scope backfills of cavity full hole section between TBM prefabricated liner structure section of jurisdiction outer wall and country rock wall, wherein:
The mortar backfill of arch, the end, arch, both sides pea gravel grouting backfills, and crown portion mixed mortar backfills；
Or the backfill of arch, end mortar, arch, both sides pea gravel concreten backfills, and crown portion mixed mortar backfills.
The basic match ratio of mortar in the backfill of arch mortar of the described end is:
The basic match ratio of mixed mortar in the mixed mortar backfill of described crown portion is:
The basic match ratio of pea gravel concreten of arch, described both sides pea gravel concreten backfill is:
。
The Specific construction step that the backfill of arch mortar of the described end, the backfill of arch, both sides pea gravel grouting, crown portion mixed mortar backfill is:
The first step: TBM tunnel excavation, prefabricated pipe section lining cutting are synchronously performed, when a cycle of operation lining cutting completes, arch, end mortar backfills:
Arch, end grout hole at prefabricated pipe section liner structure installs casting head assembly, connects pipeline startup ST15-8-22 type concrete pump and carries out quantitative perfusion, irrigates quick-setting mortar, and crossed-symmetrical advances successively；
Second step: arch, both sides pea gravel grouting backfills: when a cycle of operation lining cutting completes, backfill bean gravel in time, delayed also adopt ST15-8-22 type concrete pump grout injection in rear supporting front portion, successively install casting head assembly at arch, the both sides grout hole of prefabricated pipe section liner structure respectively, connect pipeline startup ST15-8-22 type concrete pump to be irrigated, the operating frequency adjusting pump changes discharge capacity, and both sides arch symmetry perfusion is pushed ahead；
3rd step: after rear supporting front portion completes the end, side arch backfill, backfill at rear supporting rear portion mixed mortar, irrigate mixed mortar from crown portion preformed hole:
20-30 ring after prefabricated pipe section lining cutting completes starts perfusion, crown central part grout hole at prefabricated pipe section liner structure installs casting head assembly, connect pipeline startup ST15-8-22 type concrete pump to be irrigated, the foundation of initial ring needs to irrigate substantial amounts of mixed mortar, when ST15-8-22 type concrete pump outlet pressure meter reading has and substantially increases, when injection pressure reaches 0.5Pma or next casting head assembly has muddy serosity to flow out the perfusion stopping this grout hole, intermittence is closed slurry valve assembly and is closed after closing slurry 5min, complete the backfill of crown mixed mortar, namely the backfill of a circulation is completed；
Interval six ring changes grout hole and carries out the perfusion of next circulation, pushes ahead successively, each grout hole position continuous pouring.
When, non-rich water more stable at geologic structure country rock, expand arch, both sides pea gravel grouting backfill scope；
Under adverse geological condition, expand the end, crown portion mortar backfill scope.
The mortar backfill of arch, the end, arch, both sides pea gravel concreten backfills, and the Specific construction step of crown portion mixed mortar backfill is:
The first step: TBM tunnel excavation, prefabricated pipe section lining cutting are synchronously performed, when prefabricated lining segment lining cutting is to 6 ring, casting head assembly is installed encircleing grout hole at the bottom of the 1st ring, connect pipeline, open and close slurry valve, start ST15-8-22 type concrete pump and carry out end arch mortar injection, starting J-D series dosing pump simultaneously and add accelerator by pressure mixer, stop perfusion when mortar string is to the 6th ring only slurry brush, alternately symmetry completes end arch mortar backfill；
Second step: install casting head assembly at the 1st arch, ring both sides grout hole respectively, connect pipeline, open and close slurry valve, start ST15-8-22 type concrete pump and carry out pea gravel concreten perfusion, start J-D series dosing pump simultaneously and add accelerator by pressure mixer, stopping perfusion when pea gravel concreten string is to the 6th ring only slurry brush, alternately symmetry completes both sides arch pea gravel concreten backfill；Inject prefabricated pipe section lining cutting outer wall with the mortar of country rock wall cavity, pea gravel concreten from arch, the end to arch, both sides formation one and the domatic that horizontal sextant angle is 23 °, encircle mortar at the bottom of 1st ring and surround prefabricated lining segment outer wall 90 ° of scopes, 6th ring side arch surrounds prefabricated lining segment outer wall 180 ° of scopes, establish the basis that initial loopback is filled out, complete the backfill of a circulation；Wait that the ring tunneling lining cutting new completes, casting head assembly is taken out arch, both sides arch grout hole at the bottom of newly-established next 1st ring after changing to lining cutting and is irrigated；Crossed-symmetrical, every ring must fill successively, the amount of reaching is shut down, parallel propelling；
3rd step: rear supporting rear portion backfills, irrigates mixed mortar from crown portion grout hole:
20-30 ring after prefabricated pipe section lining cutting completes starts perfusion, crown portion center grout hole at prefabricated pipe section liner structure installs casting head assembly, open and close slurry valve, connect pipeline, start ST15-8-22 type concrete pump to be irrigated, the foundation of initial ring needs to irrigate substantial amounts of mixed mortar, when ST15-8-22 small-sized concrete conveying pump outlet pressure meter reading has and substantially increases, when injection pressure reaches 0.5Pma or next special slip casting head have muddy serosity flow out stop this grout hole perfusion, intermittence close slurry 5min after close slurry valve assembly close；Complete the mixed mortar backfill of crown portion, namely complete the backfill of a circulation；Interval 6 ring changes grout hole and carries out the perfusion of next circulation, pushes ahead successively, each grout hole position continuous pouring.
The Pressure gauge that concrete conveyance pump discharge is arranged has a structure that
Including the lower seat of the upper end cover docked up and down and installation, the two is connected to a fixed by the fastening bolt that edge is corresponding；
Upper end cover and install the dielectric diaphragm being provided with level in the cavity formed between lower seat, dielectric diaphragm is clamping at upper end cover with under installing between the edge of seat, and cavity is divided into two parts by dielectric diaphragm；
Upper end cover top is provided with Pressure gauge dial plate.
Pressure mixer has a structure that
Arranging valve seat on the tube wall of medium pipeline, the end of accelerator pipe is by abutting joint in valve seat, and the end of accelerator pipe arranges nozzle and stretches in medium pipeline；
Docking upper end is fastenedly connected with the effective nut of accelerator.
Close slurry valve to have a structure that
Including the valve body with middle shaft through-hole, middle shaft through-hole two ends are provided with connection end；
Being inserted with the valve rod being perpendicular to middle shaft through-hole on valve body, valve rod two ends are provided with sealing ring, plain cushion, clamp nut and stop nut；
Valve rod one end is provided with valve handle, and valve handle is vertical with valve rod and is connected by flat key, and valve handle is between plain cushion and clamp nut.
The invention have the advantages that
1, the backfill of the mortar that the present invention relates to, pea gravel concreten, within the unit interval, groundwater increment is big, seriality good, backfill closely knit, set strength is high, the coefficient of variation is little, prefabricated liner structure circumference uniform force.Selecting limestone or natural aggregate system to mix pea gravel concreten, volumetric method equivalent elastic modulus value stabilization, when coordination in works is constant, increases a certain amount of additive and can suppress drying shrinkage, shrinkage is significantly smaller than bean gravel rockfill grouting.
2, the mortar, the viscosity of pea gravel concreten that the present invention relates to are higher than cement mortar, the washing away of water, anti-isolation ability can be resisted strong, advanced rapid hardening technology is adopted to realize mortar, pea gravel concreten rapid hardening at short notice, filling, row, stifled effect can be played, having stronger only water blockoff ability, quick initial set can make prefabricated liner structure (section of jurisdiction) early stage stable.
3, grout hole is few, and operation is simple.After TBM, the transformation of supporting local techniques and equipment adjustment just can realize.
Accompanying drawing explanation
Fig. 1 is manometric structure chart.
Fig. 2 is the structure chart of pressure mixer.
Fig. 3 is the structure chart closing slurry valve.
Fig. 4 is the process chart of arch, both sides pea gravel grouting backfill.
Fig. 5 is the process chart of arch, end mortar backfill.
Fig. 6 is the mortar backfill of arch, the end, and arch, both sides pea gravel concreten backfills, the process chart of crown portion mixed mortar backfill.
In figure, 1-Pressure gauge dial plate, 2-upper end cover, 3-dielectric diaphragm, 4-fastens bolt, and 5-installs lower seat, 6-accelerator pipe, 7-nut, 8-docks, 9-valve seat, 10-nozzle, 11-medium pipeline, 12-sealing ring, 13-plain cushion, 14-clamp nut, 15-stop nut, 16-valve body, 17-valve handle, 18-valve rod, 19-flat key, 20-connection end.
Detailed description of the invention
Below in conjunction with detailed description of the invention, the present invention will be described in detail.
The TBM method tunnel that the present invention relates to or the earth-filling method of tunnel construction, make full use of the technical advantage of mortar, pea gravel concreten backfill, within the scope of cavity full hole section 360 ° between TBM prefabricated liner structure section of jurisdiction outer wall and country rock wall, the original pea gravel grouting backfill of all or part of replacement, with the defect overcoming simple pea gravel grouting to backfill.Specifically realized by following steps:
The 360 ° of scope backfills of cavity full hole section between TBM prefabricated liner structure section of jurisdiction outer wall and country rock wall, can adopt following two evolutionary approach:
Scheme one: arch, end mortar backfills, arch, both sides pea gravel grouting backfills, and crown portion mixed mortar backfills；
Scheme two: arch, end mortar backfills, arch, both sides pea gravel concreten backfills, and crown portion mixed mortar backfills.
The basic match ratio of mortar in the backfill of arch mortar of the described end is:
The basic match ratio of mixed mortar in the mixed mortar backfill of described crown portion is:
The basic match ratio of pea gravel concreten of arch, described both sides pea gravel concreten backfill is:
。
The first scheme above-mentioned, i.e. the Specific construction step that arch, end mortar backfill, the backfill of arch, both sides pea gravel grouting, crown portion mixed mortar backfill is:
The first step: TBM tunnel or tunnel excavation, prefabricated pipe section lining cutting are synchronously performed, when a cycle of operation lining cutting completes, arch, end mortar backfills.Arch, end grout hole in prefabricated prefabricated pipe section structure installs casting head assembly, connects pipeline startup ST15-8-22 type concrete pump and carries out quantitative perfusion, irrigates quick-setting mortar according to practice of construction situation, and crossed-symmetrical advances successively.
Second step: arch, both sides pea gravel grouting backfills.When a cycle of operation lining cutting completes, backfill bean gravel in time, delayed also adopt ST15-8-22 type concrete pump grout injection in rear supporting front portion, successively install casting head assembly at arch, the both sides grout hole of prefabricated prefabricated pipe section structure respectively, connect pipeline startup ST15-8-22 type concrete pump to be irrigated, according to engineer testing requirement, the operating frequency adjusting pump changes discharge capacity (groundwater increment in the unit interval), according to backfill arrangement and method for construction, both sides arch symmetry perfusion is pushed ahead.
3rd step: after rear supporting front portion completes the end, side arch backfill, backfill at rear supporting rear portion mixed mortar, irrigate mixed mortar from crown portion preformed hole:
20-30 ring after prefabricated pipe section lining cutting completes starts perfusion, crown central part grout hole in prefabricated prefabricated pipe section structure installs casting head assembly, connect pipeline startup ST15-8-22 type concrete pump to be irrigated, the foundation of initial ring needs to irrigate substantial amounts of mixed mortar, when ST15-8-22 type concrete pump outlet pressure meter reading has and substantially increases, when injection pressure reaches 0.5Pma or next casting head assembly has muddy serosity to flow out the perfusion stopping this grout hole, intermittence is closed slurry valve assembly and is closed after closing slurry 5min, complete the backfill of crown mixed mortar, namely the backfill of a circulation is completed；
Interval six ring changes grout hole and carries out the perfusion of next circulation, pushes ahead successively, and continuous pouring is accomplished in each grout hole position.
Arch mortar of the described end backfills, the pea gravel concreten backfill of arch, both sides, the pressure mixer fluid installed at grouting orifice with the mortar of concrete pump force feed, pea gravel concreten by the accelerator of J-D series dosing pump high-pressure delivery mixes, realize the quick-setting mortar backfill of arch, the end, rapid hardening pea gravel concreten in arch, both sides backfills, and makes liner structure getting up early stable.
The grouting state of the program is:
Completing the mortar backfill of arch, the end, arch, both sides bean gravel rockfill grouting backfill, be about 180 ° of range areas of stringcourse at prefabricated pipe section liner structure, the bean gravel of backfill 3-4 ring before the cavity of prefabricated pipe section liner structure outer wall and country rock wall is domatic state all the time.After bean gravel rockfill grouting has backfilled one section of drilling depth, the cement mortar that the cavity of prefabricated liner structure section of jurisdiction outer wall and country rock wall irrigates in bean gravel space in the horizontal direction forms a zigzag interface；Crown portion completes mixed mortar backfill, forms mixed mortar backfill region in prefabricated pipe section liner structure stringcourse range above, and mixed mortar is long ramp shaped at the cavity 20-30 ring of prefabricated pipe section liner structure outer wall with country rock wall all the time.Mortar earth-filling method and bean gravel backfilling grouting method with after completing the end, side, crown backfill, be about 30-40m prefabricated pipe section liner structure section of jurisdiction outer wall and country rock wall cavity is " trapezoidal " state in tunnel (hole) length.Bean gravel rockfill grouting, crown mixed mortar interface fusion are encircleed in end arch mortar, side in the horizontal direction.Backfill amount in rear portion is big, and grout leaking distance is remote, and drainage effect is good, can realize backfill completely closely knit.
When, non-rich water more stable at geologic structure country rock, expand arch, both sides pea gravel grouting backfill scope；Under adverse geological condition, expand arch, end mortar backfill scope.
Above-mentioned first scheme, the i.e. backfill of arch, end mortar, arch, both sides pea gravel concreten backfills, and the Specific construction step of crown portion mixed mortar backfill is:
The first step: TBM tunnel excavation, prefabricated pipe section lining cutting are synchronously performed, when prefabricated lining segment lining cutting is to 6 ring, casting head assembly is installed encircleing grout hole at the bottom of the 1st ring, connect pipeline, open and close slurry valve, start ST15-8-22 type concrete pump and carry out end arch mortar injection, starting J-D series dosing pump simultaneously and add accelerator by pressure mixer, stop perfusion when mortar string is to the 6th ring only slurry brush, alternately symmetry completes end arch mortar backfill.
Second step: install casting head assembly at the 1st arch, ring both sides grout hole respectively, connect pipeline, open and close slurry valve, start ST15-8-22 type concrete pump and carry out pea gravel concreten perfusion, start J-D series dosing pump simultaneously and add accelerator by pressure mixer, stopping perfusion when pea gravel concreten string is to the 6th ring only slurry brush, alternately symmetry completes both sides arch pea gravel concreten backfill；Inject prefabricated pipe section lining cutting outer wall and the mortar of country rock wall cavity, pea gravel concreten and form a domatic being about 23 ° with horizontal sextant angle from arch, the end to arch, both sides, encircle mortar at the bottom of 1st ring and surround prefabricated lining segment outer wall 90 ° of scopes, 6th ring side arch surrounds prefabricated lining segment outer wall 180 ° of scopes, establish the basis that initial loopback is filled out, complete the backfill of a circulation；Wait that the ring tunneling lining cutting new completes, casting head assembly is taken out arch, both sides arch grout hole at the bottom of newly-established next 1st ring after changing to lining cutting and is irrigated；Crossed-symmetrical, every ring must fill successively, the amount of reaching is shut down, parallel propelling.
3rd step: rear supporting rear portion backfills, irrigates mixed mortar from crown portion grout hole:
20-30 ring after prefabricated pipe section lining cutting completes starts perfusion, crown portion center grout hole at prefabricated pipe section liner structure installs casting head assembly, open and close slurry valve, connect pipeline, start ST15-8-22 type concrete pump to be irrigated, the foundation of initial ring needs to irrigate substantial amounts of mixed mortar, when ST15-8-22 small-sized concrete conveying pump outlet pressure meter reading has and substantially increases, when injection pressure reaches 0.5Pma or next special slip casting head have muddy serosity flow out stop this grout hole perfusion, intermittence close slurry 5min after close slurry valve assembly close；Complete the mixed mortar backfill of crown portion, namely complete the backfill of a circulation；Interval 6 ring changes grout hole and carries out the perfusion of next circulation, pushes ahead successively, and continuous pouring is accomplished in each grout hole position.
The grouting state of the program is:
Backfill utilizes a grout hole perfusion at the end one grout hole of arch intersection, two grout holes at arch middle part, both sides, center, crown portion all the time, it is that the forward and backward position of supporting backfill system after TBM successively carries out, the mortar of injection, pea gravel concreten, mixed mortar are in tunnel (hole) long 30-40m scope, in " trapezoidal " state in the prefabricated pipe section lining cutting outer wall cavity with country rock wall.Grouting amount in rear portion is big, and grout leaking is apart from remote, and filling, row, stifled ability by force, can realize backfill closely knit completely, set strength height.
The present invention by made in China ST15-8-22 small-sized concrete conveying pump (the invention is not restricted to this concrete pump) and made in China J-D series plunger type metering pump, supporting backfill system after being used in TBM, substitutes same type imported product first completely.
Above-mentioned two scheme relate to following special installation:
(1) Pressure gauge:
The Pressure gauge that concrete conveyance pump discharge is arranged has a structure that
Including the lower seat 5 of the upper end cover 2 docked up and down and installation, the two is connected to a fixed by fastening bolt 4 that edge is corresponding.Upper end cover 2 and install the dielectric diaphragm 3 being provided with level in the cavity formed between lower seat 5, dielectric diaphragm 3 is clamping at upper end cover 2 with under installing between the edge of seat 5, and cavity is divided into two parts by dielectric diaphragm 3.Upper end cover 2 top is provided with Pressure gauge dial plate 1.
Its operation principle: system pressure balance, isobaric dielectric diaphragm pressure transmission.When backfill medium (cement mortar, mortar, pea gravel concreten, mixed mortar) is under pumping pressure effect, enter the cavity of Pressure gauge assembly mounting seat, medium pressurized or decompression dielectric diaphragm move back and forth, pressure oil pressurized or the decompression of cavity it is full of when making upper end cover in advance by dress, transmitting pressure by the design structure within Pressure gauge, the reading of Pressure gauge dial plate is shown that backfill pressure medium.And ST15-8-22 type concrete pump or be the operating pressure of hydraulic system with the reflection of type concrete pump, the pressure of non-backfill medium.
(2) pressure mixer:
Have a structure that
Arranging valve seat 9 on the tube wall of medium pipeline 11, the end of accelerator pipe 6 is installed in valve seat 9 by docking 8, and the end of accelerator pipe 6 arranges nozzle 10 and stretches in medium pipeline 11；Dock 8 upper ends and accelerator pipe 6 nut 7 to be fastenedly connected, dock 8 tops and be provided with nut 7 and reinforce.
Its operation principle: pressure mixer assembly is fluid media (medium) (mortar, pea gravel concreten, mixed mortar) and liquid medium (accelerator) fluid to be mixed, the interpolation of accelerator is mixed with pumped (conveying) medium (mortar, pea gravel concreten, mixed mortar) by the injection of " opening place " nozzle plenum, expulsion pressure is higher than conveying backfill pressure medium (mortar, pea gravel concreten, mixed mortar) more than 80 times, and reaction is abundant, speed is fast.
(3) slurry valve is closed:
Close slurry valve to have a structure that
Including the valve body 16 with middle shaft through-hole, middle shaft through-hole two ends are provided with connection end 20；Being inserted with the valve rod 18 being perpendicular to middle shaft through-hole on valve body 16, valve rod 18 two ends are provided with sealing ring 12, plain cushion 13, clamp nut 14 and stop nut 15；Valve rod 18 one end is provided with valve handle 17, and valve handle 17 is vertical with valve rod 18 and is connected by flat key 19, and valve handle 17 is between plain cushion 13 and clamp nut 14, and valve handle 17 is pulled by flat key 19 rotation valve rod 18.
Its operation principle: operated by valve handle, band ovable valve stem left rotation and right rotation, adjust the uninterrupted of control backfill medium (mortar, pea gravel concreten, mixed mortar) flexibly, be turned on and off in time.This closes slurry valve assembly and can prevent cement mortar, mortar, pea gravel concreten, mixed mortar from consolidating for a long time, and fault is few, cleaning is convenient, ensures that backfill is continuously.Thoroughly solve various non-cement mortar valve valve often stuck, damage, fault is many, cleaning is difficult, backfill interruption problem, be greatly improved backfill work efficiency.
The implementation process of technical solution of the present invention is illustrated below by way of specific embodiment:
Embodiment one i.e. scheme one: mortar earth-filling method and bean gravel rockfill grouting earth-filling method are also used:
This example is double; two Shield TBM TBM method excavation long 30.7Km in hole, and IV-V class surrounding rock accounts for 96%, excavates footpath, hole 6.79m, and the assembly lining cutting of precast concrete section of jurisdiction, concrete performance index is C40, lining cutting external diameter 6.56m, internal diameter 6.00m.Rear Aided design bean gravel rockfill grouting backfill system, due to this tunnel adverse geological condition, in double; two Shield TBM TBM early stage in stepping, undergoes technological transformation to rear supporting backfill system local in time.Determine mortar, bean gravel rockfill grouting earth-filling method and use, the scope quick-setting mortar backfill of 90 °, Chang Di arch, full hole, the scope bean gravel rockfill grouting of about 90 °, arch, both sides, the scope mortar backfill of about 140 ° of the section crown portion, rich water hole of unfavorable geology, the still bean gravel rockfill grouting of other hole section.This embodiment is not related to bean gravel rockfill grouting technological process.
Specific implementation method is:
1, after double; two Shield TBM TBM, the bean gravel rockfill grouting system of Aided design does not change, the platform increase being about 40m in rear supporting front distance backfilling working face is mounted with ST15-8-22 type concrete pump 1, vertical mortar mixer 2, J-D450L 3.8 dosing pump 1；
2, lay connection D=50mm and carry mortar high-pressure anti-wear sebific duct 40m, accelerator dosing pump D=16mm, high pressure rubber hose braided with steel wire 30m；
3, the rockfill grouting of bean gravel is implemented by the designing requirement of former rear supporting backfill system, designs bean gravel rockfill grouting touchstone M15, and full hole section backfiller measures about 54000m3；
4, end arch mortar backfill.To weigh by mortar coordination in works and weigh bagged sand outside hole, dollie loaded onto by bagged cement, transports grouting position of platform supporting after double; two Shield TBM TBM in hole by train marshalling list, is discharged at grouting platform with the electronic loop wheel machine of crossbeam.Fine stone concrete pump driver receives the transmitter receiver instruction of backfilling working face grouting work, open the control feeding valve of vertical mixer, the mortar being stirred is put into the stirring hopper of ST15-8-22 small-sized concrete conveying pump, start the small-sized stone concrete delivery pump of ST15-8-22 simultaneously, mortar is encircleed prefabricated lining cutting cavity behind and between country rock on earth by the high-pressure anti-wear sebific duct conveying pipe force feed hand-hole of D=50mm, when grouting orifice boosts to the pressure 0.5MPa of regulation, stop the perfusion of this hole, change hole by operation and be filled into authorized pressure, it is sequentially completed the end arch mortar backfill of next cycle of operation.Backfilling mortar 6140m is encircleed at the bottom of full hole3, quality inspection is all qualified；
5, the crown portion mortar backfill of poor geological region, according to arrangement and method for construction, crown portion mortar injection is every one grout hole of 6 ring.Casting head assembly is installed grout hole, encircles refilling step the end of by and carry out.This earth-filling method is shut down by interval, startup ST15-8-22 type concrete pump realizes constant voltage, so that backfill space, position is full of.Pressure is observed and is read by the Pressure gauge of aperture slip casting assembly installation settings, after constant voltage 5 minutes, close the opening and closing valve of casting head assembly, reversion ST15-8-22 type concrete pump release, while laying down conveyance conduit pressure, mortar in conveying pipe is withdrawn into ST15-8-22 type concrete pump hopper, completes the position backfill of a grout hole, according to this again from another grout hole perfusion mortar of 6 rings of being separated by.
In the process of mortar backfilling operation, according to rich water situation, grouting work instruction concrete pump driver at any time opens J-D450L 4.5 dosing pump of installation, every time in the 50 type pressure mixers by 16kg waterglass accelerator force feed to casting head assembly, the cavity injecting behind, precast concrete section of jurisdiction with country rock is mixed with mortar high-pressure fluid, first final setting time is 1-5min, has good only water plugging effect.Whole tunnel poor geological region backfilling mortar 14900m3, it is all qualified that backfill quality passes through coring, setting-out, mud jacking is checked.Because this tunnel IV-V class surrounding rock accounts for 96%, poor geological region has all carried out anchor pole consolidation grouting, and in the coefficient ensureing design tunnel safe bearing capacity, bean gravel rockfill grouting touchstone presses M10 all through inspection of quality.Being not only the puzzlement of this tunnel bean gravel rockfill grouting, the application building bean gravel rockfill grouting earth-filling method including external tunnel is all unsatisfactory.
Embodiment two i.e. scheme two: mortar, pea gravel concreten, mixed mortar earth-filling method:
This example is to adopt the ZTE6420 combined type hard rock mole construction that in China, ferrum heavy industry manufactures, and for domestic, combined type hard rock mole is used for colliery pair footrill construction first, has three kinds of boring modes and can change use.Secondary footrill mainly passes through lithology and is argillaceous siltstoue, packsand, partly is likely to pass through glutenite.Shield machine excavation cave footpath 6.46m, the long 6282m of cave, armored concrete prefabricated pipe section external diameter 6200mm, internal diameter 5700mm, thickness 250mm, width 1500mm, wedge shape amount 20mm, concrete grade C40.Prefabricated pipe section lining cutting cavity engineered fill behind and between country rock is two-step-filling.
After the construction of ZTE6420 combined type hard rock mole there is certain defect in supporting two-step-filling system, construction in winter serosity freezes, transported slurry isolates, can not normal construction operation, the equipment of the two-step-filling system of configuration has lost the function that should have, it is in the milk seriously delayed, has occurred that corner, a little section of jurisdiction disrepair phenomenon, liner structure deform.For ensureing construction quality, accelerating construction progress.Existing two-step-filling system is carried out thorough technological transformation by the present invention, is actually needed with satisfied construction.Original-pack system is changed little by technological transformation, and driving, lining cutting, material supply, construction dispatching operation is constant.Utilizing the locus removed, configure mortar injection system after rear supporting front portion, afterbody, full hole is short realizes mortar, pea gravel concreten backfill, makes driving, lining cutting, backfill simultaneously advance.
Specific implementation method is:
1, two-step-filling system all devices supporting after removing ZTE6420 combined type hard rock mole, utilize the space removed, ST15-8-22 type concrete pump 1 is installed in displacement, increases and installs vertical mortar mixer 2, J-D450L 4.5 dosing pump 1 of installation；Rear supporting afterbody increases by one group of chassis, same installation ST15-8-22 type concrete pump 1, vertical mortar mixer 2.
2, by the restriction of ZTE6420 combined type hard rock mole Rear impact structure, when automatization's feeding system cannot be transformed, may only backfilling material be transported in cave, on-the-spot artificial loading joins system in vertical mixer bucket and mixes pea gravel concreten or mortar, its transport of materials take down the serosity transportation tank car of train marshalling list, slurrying mixing plant also not in use by.Increase transport flat panel one shipment bagged cement, bagged sand to afterbody grouting platform at each marshaling afterbody respectively, train marshalling list front portion segment car is stacked bagged cement, bagged sand and waterglass and transports grouting platform in cave.
3, this footrill prefabricated pipe section lining cutting of Technical Revamping Design backfills with pea gravel concreten within the scope of country rock face cavity enforcement 360 ° or mortar behind.The end, side arch are 180 ° of scopes in rear supporting anterior perfusion quick-setting mortar backfill, and crown portion irrigates pea gravel concreten or the backfill of diversification mixed mortar 180 ° of scopes.
4, anterior speed mortar, rear portion pea gravel concreten backfill coordination in works:
5, rear supporting anterior quick-setting mortar backfill.For making prefabricated lining segment early stage stable, the backfill of " one-step method " mortar is perfusion quick-setting mortar within the scope of the initial end of ring, rear supporting front portion, side encircle 180 °.When prefabricated lining segment lining cutting is to 6 ring (tunneling direction), successively install grouting plug assembly in front 6th arch, ring both sides grouting preformed hole (grout hole D > 85mm) respectively, connection pipeline opens ST15-8-22 small-sized concrete conveying pump and is irrigated, start J-D series dosing pump simultaneously and add accelerator by pressure mixer, effectively control the initial set speed of serosity, presetting period about 5s—1min.Making quick-setting mortar string starch brush to end and stop perfusion, grouting work is tested by situ metrology, accomplishes quantitative perfusion according to actually required backfill amount at subsequent cycle, and alternately symmetry completes both sides arch backfill.The mortar injecting lining segment back cavity forms a domatic being about 23 ° with horizontal sextant angle from arch, the end to arch, both sides, encircle mortar at the bottom of 1st ring and surround section of jurisdiction more than 90 ° of scopes, 6th ring side arch surrounds about 180 °, section of jurisdiction scope, thus establish the basis of initial ring mortar injection, be referred to herein as the perfusion completing a circulation.Waiting that the 1st ring tunneling lining cutting new completes, the both sides arch grout hole that casting head takes out newly-established next 6th ring after changing to lining cutting is irrigated.Both sides encircle that crossed-symmetrical, every ring successively must fill, the amount of reaching is shut down, parallel propelling (according to on-the-spot grouting effect, under can keeping lining segment early stage stable premise, optionally spacer ring perfusion).Advance excavation footrill 2Km, quick-setting mortar backfill 2300m3.Closely knit through boring and coring sample, comprcssive strength 28.6Mpa.
6, rear supporting afterbody backfill.nullGrouting work installs crown portion grout hole casting head assembly，Delivery pump driver starts blender，Grouting work is by bagged cement、Bagged-powder coal ash、Bagged sand adds the vertical mixer bucket of prior quantitative watering by dosage，Generally stirring 3 5min，Grouting work stirs depending on mortar，The baiting valve blowing making vertical mixer stirs hopper to ST15-8-22 type concrete pump，Delivery pump driver starts ST15-8-22 type concrete pump simultaneously，Mortar is sent at the mounted special slip casting head of grout hole by conveyance conduit，Mixed mortar is made to inject the prefabricated lining segment back cavity in crown region，When aperture grouting pressure table assembly reading reaches 0.5Mpa，It is shut off grouting valve and closes slurry，Complete the mixed mortar backfill at this position，Change a grout hole and continue perfusion，Push ahead successively.Advance excavation footrill 2Km, backfill mixed mortar 4000m3.Closely knit through boring and coring sample, comprcssive strength 32.6Mpa.
Present disclosure is not limited to cited by embodiment, and the conversion of any equivalence that technical solution of the present invention is taked by those of ordinary skill in the art by reading description of the present invention, the claim being the present invention is contained.

Claims (8)

  1. The earth-filling method of 1.TBM method tunnel or tunnel construction, it is characterised in that:
    Realized by following steps:
    The 360 ° of scope backfills of cavity full hole section between TBM prefabricated liner structure section of jurisdiction outer wall and country rock wall, wherein:
    The mortar backfill of arch, the end, arch, both sides pea gravel grouting backfills, and crown portion mixed mortar backfills；
    Or the backfill of arch, end mortar, arch, both sides pea gravel concreten backfills, and crown portion mixed mortar backfills.
  2. 2. the earth-filling method of TBM method tunnel according to claim 1 or tunnel construction, it is characterised in that:
    The basic match ratio of mortar in the backfill of arch mortar of the described end is:
    The basic match ratio of mixed mortar in the mixed mortar backfill of described crown portion is:
    The basic match ratio of pea gravel concreten of arch, described both sides pea gravel concreten backfill is:
    。
  3. 3. the earth-filling method of TBM method tunnel according to claim 1 or tunnel construction, it is characterised in that:
    The Specific construction step that the backfill of arch mortar of the described end, the backfill of arch, both sides pea gravel grouting, crown portion mixed mortar backfill is:
    The first step: TBM tunnel excavation, prefabricated pipe section lining cutting are synchronously performed, when a cycle of operation lining cutting completes, arch, end mortar backfills:
    Arch, end grout hole at prefabricated pipe section liner structure installs casting head assembly, connects pipeline startup ST15-8-22 type concrete pump and carries out quantitative perfusion, irrigates quick-setting mortar, and crossed-symmetrical advances successively；
    Second step: arch, both sides pea gravel grouting backfills: when a cycle of operation lining cutting completes, backfill bean gravel in time, delayed also adopt ST15-8-22 type concrete pump grout injection in rear supporting front portion, successively install casting head assembly at arch, the both sides grout hole of prefabricated pipe section liner structure respectively, connect pipeline startup ST15-8-22 type concrete pump to be irrigated, the operating frequency adjusting pump changes discharge capacity, and both sides arch symmetry perfusion is pushed ahead；
    3rd step: after rear supporting front portion completes the end, side arch backfill, backfill at rear supporting rear portion mixed mortar, irrigate mixed mortar from crown portion preformed hole:
    20-30 ring after prefabricated pipe section lining cutting completes starts perfusion, crown central part grout hole at prefabricated pipe section liner structure installs casting head assembly, connect pipeline startup ST15-8-22 type concrete pump to be irrigated, the foundation of initial ring needs to irrigate substantial amounts of mixed mortar, when ST15-8-22 type concrete pump outlet pressure meter reading has and substantially increases, when injection pressure reaches 0.5Pma or next casting head assembly has muddy serosity to flow out the perfusion stopping this grout hole, intermittence is closed slurry valve assembly and is closed after closing slurry 5min, complete the backfill of crown mixed mortar, namely the backfill of a circulation is completed；
    Interval six ring changes grout hole and carries out the perfusion of next circulation, pushes ahead successively, each grout hole position continuous pouring.
  4. 4. the earth-filling method of TBM method tunnel according to claim 3 or tunnel construction, it is characterised in that:
    When, non-rich water more stable at geologic structure country rock, expand arch, both sides pea gravel grouting backfill scope；
    Under adverse geological condition, expand the end, crown portion mortar backfill scope.
  5. 5. the earth-filling method of TBM method tunnel according to claim 1 or tunnel construction, it is characterised in that:
    The mortar backfill of arch, the end, arch, both sides pea gravel concreten backfills, and the Specific construction step of crown portion mixed mortar backfill is:
    The first step: TBM tunnel excavation, prefabricated pipe section lining cutting are synchronously performed, when prefabricated lining segment lining cutting is to 6 ring, casting head assembly is installed encircleing grout hole at the bottom of the 1st ring, connect pipeline, open and close slurry valve, start ST15-8-22 type concrete pump and carry out end arch mortar injection, starting J-D series dosing pump simultaneously and add accelerator by pressure mixer, stop perfusion when mortar string is to the 6th ring only slurry brush, alternately symmetry completes end arch mortar backfill；
    Second step: install casting head assembly at the 1st arch, ring both sides grout hole respectively, connect pipeline, open and close slurry valve, start ST15-8-22 type concrete pump and carry out pea gravel concreten perfusion, start J-D series dosing pump simultaneously and add accelerator by pressure mixer, stopping perfusion when pea gravel concreten string is to the 6th ring only slurry brush, alternately symmetry completes both sides arch pea gravel concreten backfill；Inject prefabricated pipe section lining cutting outer wall with the mortar of country rock wall cavity, pea gravel concreten from arch, the end to arch, both sides formation one and the domatic that horizontal sextant angle is 23 °, encircle mortar at the bottom of 1st ring and surround prefabricated lining segment outer wall 90 ° of scopes, 6th ring side arch surrounds prefabricated lining segment outer wall 180 ° of scopes, establish the basis that initial loopback is filled out, complete the backfill of a circulation；Wait that the ring tunneling lining cutting new completes, casting head assembly is taken out arch, both sides arch grout hole at the bottom of newly-established next 1st ring after changing to lining cutting and is irrigated；Crossed-symmetrical, every ring must fill successively, the amount of reaching is shut down, parallel propelling；
    3rd step: rear supporting rear portion backfills, irrigates mixed mortar from crown portion grout hole:
    20-30 ring after prefabricated pipe section lining cutting completes starts perfusion, crown portion center grout hole at prefabricated pipe section liner structure installs casting head assembly, open and close slurry valve, connect pipeline, start ST15-8-22 type concrete pump to be irrigated, the foundation of initial ring needs to irrigate substantial amounts of mixed mortar, when ST15-8-22 small-sized concrete conveying pump outlet pressure meter reading has and substantially increases, when injection pressure reaches 0.5Pma or next special slip casting head have muddy serosity flow out stop this grout hole perfusion, intermittence close slurry 5min after close slurry valve assembly close；Complete the mixed mortar backfill of crown portion, namely complete the backfill of a circulation；Interval 6 ring changes grout hole and carries out the perfusion of next circulation, pushes ahead successively, each grout hole position continuous pouring.
  6. 6. the earth-filling method of TBM method tunnel according to claim 3 or 5 or tunnel construction, it is characterised in that:
    The Pressure gauge that concrete conveyance pump discharge is arranged has a structure that
    Including the lower seat (5) of the upper end cover (2) docked up and down and installation, the two is connected to a fixed by fastening bolt (4) that edge is corresponding；
    Upper end cover (2) and install the dielectric diaphragm (3) being provided with level in the cavity formed between lower seat (5), dielectric diaphragm (3) is clamping under upper end cover (2) and installation between the edge of seat (5), and cavity is divided into two parts by dielectric diaphragm (3)；
    Upper end cover (2) top is provided with Pressure gauge dial plate (1).
  7. 7. the earth-filling method of TBM method tunnel according to claim 5 or tunnel construction, it is characterised in that:
    Pressure mixer has a structure that
    Arranging valve seat (9) on the tube wall of medium pipeline (11), the end of accelerator pipe (6) is installed in valve seat (9) by docking (8), and the end of accelerator pipe (6) arranges nozzle (10) and stretches in medium pipeline (11)；
    Docking (8) upper end is fastenedly connected with accelerator pipe (6) nut (7).
  8. 8. the earth-filling method of TBM method tunnel according to claim 3 or 5 or tunnel construction, it is characterised in that:
    Close slurry valve to have a structure that
    Including the valve body (16) with middle shaft through-hole, middle shaft through-hole two ends are provided with connection end (20)；
    Being inserted with the valve rod (18) being perpendicular to middle shaft through-hole on valve body (16), valve rod (18) two ends are provided with sealing ring (12), plain cushion (13), clamp nut (14) and stop nut (15)；
    Valve rod (18) one end is provided with valve handle (17), and valve handle (17) is vertical with valve rod (18) and is connected by flat key (19), and valve handle (17) is positioned between plain cushion (13) and clamp nut (14).
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CN110159309A (en) * 2019-05-27 2019-08-23 中国水利水电第八工程局有限公司 A kind of construction method using foam concrete backfill Tunneling by mining method
CN110439582A (en) * 2019-08-16 2019-11-12 中铁隧道局集团有限公司 Unfavorable geology method of disposal, TBM, which support to tunnel when happening suddenly unfavorable geology at boots, at TBM support boots passes through method
CN111997653A (en) * 2020-09-03 2020-11-27 中铁隧道局集团有限公司 Shield tunnel segment wall post-grouting construction method
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CN106285697A (en) * 2016-08-26 2017-01-04 中国水利水电第三工程局有限公司 Double-shielded TBM closed-loop construction method
CN108343452A (en) * 2017-01-22 2018-07-31 新疆北方建设集团有限公司 A kind of sand gravel tunnel rockfill grouting construction
CN106919745A (en) * 2017-02-23 2017-07-04 武汉大学 Tunnel pipe-plate lining flexibility method
CN106919745B (en) * 2017-02-23 2019-12-10 武汉大学 Tunnel segment lining internal force analysis method
CN107462694A (en) * 2017-08-16 2017-12-12 成都理工大学 A kind of beans gravel rockfill grouting analogue means and system
CN108915724A (en) * 2018-09-27 2018-11-30 中铁十九局集团轨道交通工程有限公司 A kind of section of jurisdiction stabilisation system and method for full face rock tunnel boring machine construction
CN109441470A (en) * 2018-12-25 2019-03-08 中国电建集团成都勘测设计研究院有限公司 Double-shielded TBM tunnels tunnel surrounding rebound value test method
CN109798128A (en) * 2018-12-28 2019-05-24 中国水利水电第四工程局有限公司 A kind of diversion tunnel pole weak surrounding rock section constructing method
CN110159309B (en) * 2019-05-27 2021-03-23 中国水利水电第八工程局有限公司 Construction method for backfilling mine method tunnel with foam concrete
CN110159309A (en) * 2019-05-27 2019-08-23 中国水利水电第八工程局有限公司 A kind of construction method using foam concrete backfill Tunneling by mining method
CN110439582A (en) * 2019-08-16 2019-11-12 中铁隧道局集团有限公司 Unfavorable geology method of disposal, TBM, which support to tunnel when happening suddenly unfavorable geology at boots, at TBM support boots passes through method
CN110439582B (en) * 2019-08-16 2021-04-30 中铁隧道局集团有限公司 Method for disposing unfavorable geology at TBM (tunnel boring machine) supporting shoe and method for tunneling through TBM supporting shoe in sudden unfavorable geology
CN111997653A (en) * 2020-09-03 2020-11-27 中铁隧道局集团有限公司 Shield tunnel segment wall post-grouting construction method
CN113217037A (en) * 2021-06-25 2021-08-06 中铁二局集团有限公司 Backfill system and backfill method for single shield TBM or behind shield segment wall
CN113217037B (en) * 2021-06-25 2022-08-30 中铁二局集团有限公司 Backfill system and backfill method for single shield TBM or behind shield segment wall
CN113738387A (en) * 2021-07-22 2021-12-03 清华大学 Method and device for in-situ utilization of TBM stone slag in underground cave
CN113738387B (en) * 2021-07-22 2022-12-06 清华大学 Method and device for in-situ utilization of TBM stone slag in underground cave

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