CN105804770B - The earth-filling method and its equipment in TBM method tunnel or tunnel construction - Google Patents

The earth-filling method and its equipment in TBM method tunnel or tunnel construction Download PDF

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Publication number
CN105804770B
CN105804770B CN201610219937.7A CN201610219937A CN105804770B CN 105804770 B CN105804770 B CN 105804770B CN 201610219937 A CN201610219937 A CN 201610219937A CN 105804770 B CN105804770 B CN 105804770B
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backfill
mortar
arch
crown
pea gravel
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CN201610219937.7A
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Chinese (zh)
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CN105804770A (en
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刘文涛
曹刚
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刘文涛
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    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D11/00Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
    • E21D11/04Lining with building materials
    • E21D11/10Lining 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
    • E21D11/105Transport 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
    • CCHEMISTRY; METALLURGY
    • C04CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
    • C04BLIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
    • C04B28/00Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements
    • CCHEMISTRY; METALLURGY
    • C04CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
    • C04BLIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
    • C04B28/00Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements
    • C04B28/02Compositions 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
    • CCHEMISTRY; METALLURGY
    • C04CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
    • C04BLIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
    • C04B28/00Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements
    • C04B28/02Compositions 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
    • C04B28/04Portland cements
    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D9/00Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
    • E21D9/06Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
    • E21D9/0607Making 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
    • CCHEMISTRY; METALLURGY
    • C04CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
    • C04BLIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
    • C04B2111/00Mortars, concrete or artificial stone or mixtures to prepare them, characterised by specific function, property or use
    • C04B2111/00474Uses not provided for elsewhere in C04B2111/00
    • C04B2111/00724Uses not provided for elsewhere in C04B2111/00 in mining operations, e.g. for backfilling; in making tunnels or galleries
    • CCHEMISTRY; METALLURGY
    • C04CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
    • C04BLIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
    • C04B2201/00Mortars, concrete or artificial stone characterised by specific physical values
    • C04B2201/20Mortars, concrete or artificial stone characterised by specific physical values for the density
    • CCHEMISTRY; METALLURGY
    • C04CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
    • C04BLIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
    • C04B2201/00Mortars, concrete or artificial stone characterised by specific physical values
    • C04B2201/50Mortars, concrete or artificial stone characterised by specific physical values for the mechanical strength

Abstract

The present invention relates to a kind of TBM method tunnel or the earth-filling methods and its equipment of tunnel construction.For TBM beans gravel rockfill grouting earth-filling method there are many technological deficiencies, the duration is unsecured, and backfill quality is very unstable.The 360 ° of range backfills of full hole section of cavity of the present invention between the prefabricated liner structure section of jurisdiction outer wall of TBM and country rock wall, bottom arch mortar, quick-setting mortar backfill, the backfill of two sides arch pea gravel grouting, the backfill of crown portion mixed mortar;Or the backfill of bottom arch mortar, quick-setting mortar backfill, two sides arch pea gravel concreten, the backfill of rapid hardening pea gravel concreten, the backfill of crown portion mixed mortar;The present invention makes full use of the technical advantage of mortar, pea gravel concreten backfill, partly or entirely replaces pea gravel grouting backfill, and the technological deficiency for overcoming pea gravel grouting backfill improves backfill work efficiency, ensure that construction quality especially under adverse geological condition.

Description

The earth-filling method and its equipment in TBM method tunnel or tunnel construction

Technical field

The invention belongs to tunnel or tunnel construction technical fields, and in particular to time in a kind of TBM method tunnel or tunnel construction Embankment method and its equipment.

Background technique

Rock tunnel(ling) machine TBM(Tunnel Boring Machine) as a kind of current state-of-the-art tunnel (hole) construction The extensive use of countries in the world has been obtained in machinery.It is divided into three kinds of types according to support form, is respectively suitable for different ground Matter condition: 1. open type is usually used in pure matter rock;2. double 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.It is prefabricated reinforced concrete structure part that wherein single, double shield rock tunnel(ling) machine (TBM), which is excavated, (section of jurisdiction) is assembled or is bolted 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 and country rock are closely connected, common to bear external lotus It carries, so the cavity between tunnel (hole) prefabricated pipe section lining cutting outer wall and country rock wall must backfill closely knit, makes liner structure and country rock It fits closely, only water blockoff ability is strong, set strength reaches design requirement.TBM is because of its driving, prefabricated components (section of jurisdiction) lining cutting work efficiency Height is widely used, and the cavity earth-filling method between prefabricated pipe section lining cutting outer wall and country rock wall is tunneling boring beans gravel rockfill grouting, But there are many technological deficiencies for TBM beans gravel rockfill grouting earth-filling method: first is that the duration is unsecured, the construction mark not standardized (process of beans gravel precompressed, the foundation of closed-loop, grout hole, non-grout hole, peep hole, closes slurry at starting ring to quasi-, working procedure A series of problems, such as ration standard of backfill measure, sealing of hole jointing under the determination of hole site, adverse geological condition), take off fill, leakage It filling and is in a kind of normality, a large amount of supplementary irrigation slurry destroys normal surface grouting process totally, and tunnel (hole) operation expection is indefinite, Economic benefit is sluggish;Second is that backfill quality is very unstable, bottom, side, the test of crown Compressive strength of coring samples prove the coefficient of variation too Greatly, Precast Element Lining structure stress is uneven, brings hidden danger to tunnel operational safety.

It is many to influence beans gravel rockfill grouting factor, mainly there is the following aspects:

1, the influence of slag and rock powder

It is attached on Wall Rock of Tunnel wall in tunneling process part rock powder, in backfill beans gravel pre-compaction process, rock powder is bonded in beans The surface of gravel, the cement slurry and beans gravel affinity of perfusion are poor, and it is close without heavily fortified point, calculus to form beans gravel cement calculus coring sample Intensity is very low;Separately having part sheet sillar is not that muck removal equipment shovel is walked to fall in hole bottom, and when development machine advances, preceding shield is by small flag It is crushed into powder, therefore bottom rock powder is thicker, when as relatively abundant such as underground water, periphery rock powder can also concentrate portion on earth, at this time bottom rock Powder is sometimes up to 20-30mm, and the beans gravel precompressed of bottom arch only has a small amount of beans gravel to enter bottom arch cavity, by built engineering coring sample Inspection Certificate, the cement slurry or rock powder mixture that bottom arch is only isolated.

2, unfavorable geology, especially influence on groundwater

A, it is tired to encounter the big dead zone beans gravel precompressed of collapsing of IV-V class surrounding rock side, top landslide even top generation for TBM driving Difficulty, not only cement slurry consumption is big and consolidation strength is also very low.

B, when underground water (> 5L/S) is relatively abundanter, cement grout isolation is serious, random slurries vibration, beans gravel Gap filling is not full, and the 50% of design strength is not achieved like " hornet nest " shape, pressure testing intensity in coring sample.

C, the beans gravel of precompressed cavity is filled with the skeleton gap of beans gravel due to Groundwater infiltration, and when reperfusion serosity can not The ponding in beans gravel skeleton gap can not can be even discharged completely and cement slurry is made to fill gap, thus keep set strength big Big to reduce, cement beans gravel calculus is at " soybean residue " shape when serious.

D, underground water washes away the rock powder that adheres to country rock wall and encircles site deposition the bottom of to, at paste, rock powder agglomeration or with beans gravel Stone consolidation, cement grout are difficult to be impregnated into dust gap, and bottom arch set strength is very low.

Beans gravel rockfill grouting itself has technological deficiency:

1, bottom arch beans gravel precompressed difficulty, crown beans gravel precompressed insatiable hunger are full of Objective Necessity.

2, filling process is changing with isolation, deposition, the ratio of mud, and slurries are sent to grouting face and enter beans gravel sky Gap channel terminates longer time to be continued to grouting, and isolation, deposition can occur always in this period.

3, with the extension of slurry channels, the expansion of range, slurry channels damping is also being continuously improved filling process, is filling There is excreting water phenomenon under the action of injection pressure power, substantive change occurs for the ratio of mud.

4, the faying face for the range of scatter that each hole is in the milk one after another, has ponding or blind area of feeling suffocated, and consolidates leakiness.

5, slurries unordered swimming in beans gravel gap in filling process has reached in grouting mouth dial reading reflection pressure Grouting pressure only overcomes the damping in beans gravel gap, stops filling rear slurry pressure-free impregnation.

6, dual slurry filling process is washed away by water, and not only cement slurry match ratio goes to pot, concentration of sodium silicate is further dilute It releases, rapid hardening effect is poor.Even if having rapid hardening to occur is also not only to be perfused not full and to destroy grouting logical around grouting orifice Road.The perfect condition of grouting is continuity, strives for maximum groundwater increment in the unit time, and the addition of accelerator is the backfill of beans gravel Grouting earth-filling method makes the matter worse.

CMC Cinema Magnetique Communication, Italy, contractor, the river Zhang Jiu, Kunming diversion tunnel, Shanxi water conservancy project office, contractor, 81 Osaka, Xinjiang Diversion tunnel, Zhong Sui company, contractor Shaanxi " drawing Hong Jishi " diversion tunnel, Zhong Sui company, contractor Qinghai " drawing big Ji the Huangshui River " are drawn The projects such as water tunnel, beans gravel rockfill grouting effect are unsatisfactory.Coring sample is close without heavily fortified point, there is core sample soybean residue, tunnel water Design standard is not achieved to final acceptance of construction rockfill grouting quality in curtain hole phenomenon, project, in order to ensure that tunnel is safely operated, further Expanded scope just passes through examination after reinforcing consolidation grouting.

Summary of the invention

The object of the present invention is to provide a kind of TBM method tunnel or the earth-filling methods and its equipment of tunnel construction, overcome beans gravel The technical deficiency of stone rockfill grouting earth-filling method.

The technical scheme adopted by the invention is as follows:

The earth-filling method in TBM method tunnel or tunnel construction, it is characterised in that:

It is realized by following steps:

Cavity 360 ° of range backfills of full hole section between the prefabricated liner structure section of jurisdiction outer wall of TBM and country rock wall, in which:

The backfill of bottom arch mortar, the backfill of two sides arch pea gravel grouting, the backfill of crown portion mixed mortar;

Or the backfill of bottom arch mortar, the backfill of two sides arch pea gravel concreten, the backfill of crown portion mixed mortar.

The basic match ratio of mortar in the backfill of bottom arch mortar are as follows:

The basic match ratio of mixed mortar in the backfill of crown portion mixed mortar are as follows:

The basic match ratio of pea gravel concreten of two sides arch pea gravel concreten backfill are as follows:

The backfill of bottom arch mortar, the backfill of two sides arch pea gravel grouting, the specific of crown portion mixed mortar backfill are applied Work step is rapid are as follows:

Step 1: TBM tunnel excavation, the synchronous progress of prefabricated pipe section lining cutting, when a working cycles lining cutting completion, bottom arch Mortar backfill:

Casting head assembly is installed in the bottom arch grout hole of prefabricated pipe section liner structure, connecting pipe starts ST15-8- 22 type concrete pumps carry out quantitative perfusion, and quick-setting mortar is perfused, and successively crossed-symmetrical promotes;

Step 2: two sides arch pea gravel grouting backfills: when a working cycles lining cutting completion, beans gravel is backfilled in time, Lag also uses ST15-8-22 type concrete pump grout injection in rear mating front, successively serves as a contrast respectively in prefabricated pipe section The two sides arch grout hole for building structure installs casting head assembly, connecting pipe start ST15-8-22 type concrete pump into Row perfusion, the working frequency for adjusting pump change discharge capacity, and arch symmetrical perfusion in two sides is pushed ahead;

Step 3: being backfilled in rear mating rear portion mixed mortar, after bottom, side arch backfill are completed in rear mating front from crown Mixed mortar is perfused in portion's preformed hole:

20-30 ring after the completion of prefabricated pipe section lining cutting starts to be perfused, at the crown center of prefabricated pipe section liner structure Portion's grout hole installs casting head assembly, and connecting pipe starting ST15-8-22 type concrete pump is irrigated, and originates ring Foundation needs to be perfused a large amount of mixed mortar, obviously increases when ST15-8-22 type concrete pump outlet pressure meter reading has When, when injection pressure reaches the perfusion that 0.5Pma or next casting head assembly have muddy slurries outflow to stop the grout hole, interval Property close slurry 5min after close slurry valve assembly close, complete crown mixed mortar backfill, that is, complete one circulation backfill;

It is spaced six rings and changes the perfusion that grout hole carries out next circulation, successively push ahead, each grouting hole location continuously fills Note.

Geologic structure country rock is more stable, non-rich water in the case where, expand two sides arch pea gravel grouting and backfill range;

Under adverse geological condition, expand bottom, crown portion mortar backfills range.

The backfill of bottom arch mortar, the backfill of two sides arch pea gravel concreten, the Specific construction step of crown portion mixed mortar backfill Suddenly are as follows:

Step 1: TBM tunnel excavation, prefabricated pipe section lining cutting is synchronous carries out, when prefabricated lining segment lining cutting is to 6 ring, At the 1st ring bottom, arch grout hole installs casting head assembly, and connecting pipe, opening close slurry valve, and starting ST15-8-22 type concrete is defeated It send pump to carry out bottom arch mortar injection, while starting J-D series metering pump and passing through pressure mixer addition accelerator, mortar string to the 6 rings stop perfusion when only starching brush, alternately symmetrical to complete bottom arch mortar backfill;

Step 2: installing casting head assembly in the 1st ring two sides arch grout hole respectively, connecting pipe, opening close slurry valve, Start ST15-8-22 type concrete pump and carry out pea gravel concreten perfusion, while it is mixed by pressure to start J-D series metering pump Clutch adds accelerator, and pea gravel concreten string to the 6th ring stops perfusion when only starching brush, and alternately microlith coagulation is encircleed in symmetrical two sides of completing Earthen backfill;The mortar of injection prefabricated pipe section lining cutting outer wall and country rock wall cavity, pea gravel concreten are from bottom arch to two sides arch shape It with horizontal sextant angle is 23 ° of domatic at one, the 1st ring bottom encircles mortar and surrounds prefabricated lining segment outer wall in 90 ° of ranges, the 6th ring Side arch surrounds prefabricated lining segment outer wall in 180 ° of ranges, establishes the basis that starting loopback is filled out, completes the backfill of a circulation; The new ring of lining cutting to be tunneled is completed, and casting head assembly is taken out to newly-established next 1st ring bottom arch, two sides after changing to lining cutting Arch grout hole is irrigated;Successively crossed-symmetrical, every ring must fill, shut down up to amount, promote in parallel;

Step 3: rear mating rear portion backfill, is perfused mixed mortar from crown portion grout hole:

20-30 ring after the completion of prefabricated pipe section lining cutting starts to be perfused, in the crown portion of prefabricated pipe section liner structure Heart grout hole installs casting head assembly, and opening closes slurry valve, connecting pipe, starting ST15-8-22 type concrete pump into Row perfusion, the foundation for originating ring needs to be perfused a large amount of mixed mortar, when ST15-8-22 small-sized concrete conveying pump outlet pressure When meter reading has obvious increase, when injection pressure reaches 0.5Pma or next special slip casting head has muddy slurries outflow to stop being somebody's turn to do The perfusion of grout hole, intermittence close slurry valve assembly closing after closing slurry 5min;The backfill of crown portion mixed mortar is completed, that is, completes one The backfill of circulation;It is spaced 6 rings and changes the perfusion that grout hole carries out next circulation, successively push ahead, each grouting hole location is continuous Perfusion.

The pressure gauge of concrete conveyance pump discharge setting has a structure that

Including the upper end cover docked up and down and lower seat is installed, the two is connected to a fixed by the corresponding fastening bolt in edge;

It is provided with horizontal dielectric diaphragm in the cavity formed between upper end cover and the lower seat of installation, dielectric diaphragm is clamping upper Between end cap and the edge for installing lower seat, cavity is divided into two parts by dielectric diaphragm;

Pressure gauge dial plate is installed at the top of upper end cover.

Pressure mixer has a structure that

In valve seat is arranged on the tube wall of medium pipeline, the end of accelerator pipe passes through in abutting joint to valve seat, accelerator The end setting nozzle of pipe protrudes into medium pipeline;

Docking upper end is fastenedly connected with the effective nut of accelerator.

Slurry valve is closed to have a structure that

Including the valve body with middle shaft through-hole, middle shaft through-hole both ends are provided with connection end;

The valve rod perpendicular to middle shaft through-hole is inserted on valve body, valve rod both ends are provided with sealing ring, plain cushion, fastening nut And stop nut;

Valve rod one end is provided with valve handle, and valve handle is vertical with valve rod and is connect by flat key, and valve handle is located at plain cushion and fastening spiral shell Between mother.

The invention has the following advantages that

1, mortar of the present invention, pea gravel concreten backfill, groundwater increment is big within the unit time, continuity is good, backfill It is closely knit, set strength is high, the coefficient of variation is small, prefabricated liner structure circumference uniform force.Selection limestone or natural aggregate system are mixed carefully Stone concrete, volumetric method equivalent elastic modulus value are stablized, and under conditions of coordination in works is constant, increase a certain amount of additive It can inhibit drying shrinkage, shrinkage is significantly less than beans gravel rockfill grouting.

2, mortar of the present invention, the viscosity of pea gravel concreten are higher than cement slurry, can resist the washing away of water, anti-isolation Ability is strong, realizes mortar, pea gravel concreten rapid hardening in a short time using advanced rapid hardening technology, can play filling, row, stifled work With with stronger only water blockoff ability, quick initial set can be such that prefabricated liner structure (section of jurisdiction) early stage stablizes.

3, grout hole is few, and process is simple.Mating local techniques transformation and equipment adjustment can be realized after TBM.

Detailed description of the invention

Fig. 1 is the structure chart of pressure gauge.

Fig. 2 is the structure chart of pressure mixer.

Fig. 3 is the structure chart for closing slurry valve.

Fig. 4 is the process flow chart of two sides arch pea gravel grouting backfill.

Fig. 5 is the process flow chart of bottom arch mortar backfill.

Fig. 6 is the backfill of bottom arch mortar, the backfill of two sides arch pea gravel concreten, the technique stream of crown portion mixed mortar backfill Cheng Tu.

In figure, 1- pressure gauge dial plate, 2- upper end cover, 3- dielectric diaphragm, 4- fastening bolt, seat under 5- is installed, 6- accelerator Pipe, 7- nut, 8- docking, 9- valve seat, 10- nozzle, 11- medium pipeline, 12- sealing ring, 13- plain cushion, 14- fastening nut, 15- Stop nut, 16- valve body, 17- valve handle, 18- valve rod, 19- flat key, 20- connection end.

Specific embodiment

The present invention will be described in detail With reference to embodiment.

The earth-filling method in TBM method of the present invention tunnel or tunnel construction makes full use of mortar, pea gravel concreten backfill Technical advantage, within the scope of complete 360 ° of hole section of cavity between the prefabricated liner structure section of jurisdiction outer wall of TBM and country rock wall, all or Part replaces original pea gravel grouting to backfill, to overcome the defect of simple pea gravel grouting backfill.Specifically by following steps reality It is existing:

The 360 ° of ranges backfills of full hole section of cavity between the prefabricated liner structure section of jurisdiction outer wall of TBM and country rock wall, can be used with Lower two kinds of evolutionary approach:

Scheme one: the backfill of bottom arch mortar, the backfill of two sides arch pea gravel grouting, the backfill of crown portion mixed mortar;

Scheme two: the backfill of bottom arch mortar, the backfill of two sides arch pea gravel concreten, the backfill of crown portion mixed mortar.

The basic match ratio of mortar in the backfill of bottom arch mortar are as follows:

The basic match ratio of mixed mortar in the backfill of crown portion mixed mortar are as follows:

The basic match ratio of pea gravel concreten of two sides arch pea gravel concreten backfill are as follows:

The backfill of the first above-mentioned scheme, i.e. bottom arch mortar, the backfill of two sides arch pea gravel grouting, crown portion mixed mortar The Specific construction step of backfill are as follows:

Step 1: the tunnel TBM or tunnel excavation, prefabricated pipe section lining cutting is synchronous carries out, when a working cycles lining cutting is completed, The backfill of bottom arch mortar.Casting head assembly, connecting pipe starting are installed in the bottom arch grout hole of prefabricated prefabricated pipe section structure ST15-8-22 type concrete pump carries out quantitative perfusion, quick-setting mortar is perfused according to practice of construction situation, successively crossed-symmetrical It promotes.

Step 2: two sides arch pea gravel grouting backfills.When a working cycles lining cutting completion, beans gravel is backfilled in time, Lag also uses ST15-8-22 type concrete pump grout injection in rear mating front, successively respectively in prefabricated prefabricated pipe The two sides arch grout hole of chip architecture installs casting head assembly, connecting pipe start ST15-8-22 type concrete pump into Row perfusion, requires according to engineer testing, and the working frequency for adjusting pump changes discharge capacity (groundwater increment in the unit time), according to backfill Arrangement and method for construction, the symmetrical perfusion of two sides arch are pushed ahead.

Step 3: being backfilled in rear mating rear portion mixed mortar, after bottom, side arch backfill are completed in rear mating front from crown Mixed mortar is perfused in portion's preformed hole:

20-30 ring after the completion of prefabricated pipe section lining cutting starts to be perfused, at the crown center of prefabricated prefabricated pipe section structure Portion's grout hole installs casting head assembly, and connecting pipe starting ST15-8-22 type concrete pump is irrigated, and originates ring Foundation needs to be perfused a large amount of mixed mortar, obviously increases when ST15-8-22 type concrete pump outlet pressure meter reading has When, when injection pressure reaches the perfusion that 0.5Pma or next casting head assembly have muddy slurries outflow to stop the grout hole, interval Property close slurry 5min after close slurry valve assembly close, complete crown mixed mortar backfill, that is, complete one circulation backfill;

It is spaced six rings and changes the perfusion that grout hole carries out next circulation, successively push ahead, each grouting hole location accomplishes to connect Continuous perfusion.

The backfill of bottom arch mortar, two sides arch pea gravel concreten backfill, by the speed of J-D series metering pump high-pressure delivery Solidifying agent is mixed with the mortar of concrete pump force feed, pea gravel concreten in the pressure mixer fluid that grouting orifice is installed, real Existing bottom arch quick-setting mortar backfill, the backfill of two sides arch rapid hardening pea gravel concreten stablize liner structure getting up early.

The grouting state of the program are as follows:

The backfill of bottom arch mortar, two sides arch beans gravel rockfill grouting backfill are completed, in prefabricated pipe section liner structure about waist The beans gravel of 180 ° of range areas of line, backfill is in always in prefabricated pipe section liner structure outer wall and 3-4 ring before the cavity of country rock wall Domatic state.Beans gravel rockfill grouting backfill complete one section of drilling depth after, in the horizontal direction prefabricated liner structure section of jurisdiction outer wall with enclose The cement slurry that the cavity of palisades is perfused in beans gravel gap forms a zigzag interface;It completes mixed mortar and returns in crown portion It fills out, forms mixed mortar in prefabricated pipe section liner structure stringcourse range above and backfill region, mixed mortar is in prefabricated pipe section lining cutting The cavity 20-30 ring of structure outer wall and country rock wall is in long ramp shaped always.Mortar earth-filling method and beans gravel rockfill grouting side Method and with complete bottom, side, crown backfill after, tunnel (hole) length about 30-40m prefabricated pipe section liner structure section of jurisdiction outer wall with enclose Palisades cavity is in " trapezoidal " state.Bottom arch mortar, side arch beans gravel rockfill grouting, crown mixed mortar interface are melted in the horizontal direction It closes.Rear portion backfill amount is big, and grout leaking distance is remote, and drainage effect is good, may be implemented to backfill completely closely knit.

Geologic structure country rock is more stable, non-rich water in the case where, expand two sides arch pea gravel grouting and backfill range; Under adverse geological condition, expands bottom arch mortar and backfill range.

The backfill of above-mentioned second scheme, i.e. bottom arch mortar, the backfill of two sides arch pea gravel concreten, crown portion mixed mortar The Specific construction step of backfill are as follows:

Step 1: TBM tunnel excavation, prefabricated pipe section lining cutting is synchronous carries out, when prefabricated lining segment lining cutting is to 6 ring, At the 1st ring bottom, arch grout hole installs casting head assembly, and connecting pipe, opening close slurry valve, and starting ST15-8-22 type concrete is defeated It send pump to carry out bottom arch mortar injection, while starting J-D series metering pump and passing through pressure mixer addition accelerator, mortar string to the 6 rings stop perfusion when only starching brush, alternately symmetrical to complete bottom arch mortar backfill.

Step 2: installing casting head assembly in the 1st ring two sides arch grout hole respectively, connecting pipe, opening close slurry valve, Start ST15-8-22 type concrete pump and carry out pea gravel concreten perfusion, while it is mixed by pressure to start J-D series metering pump Clutch adds accelerator, and pea gravel concreten string to the 6th ring stops perfusion when only starching brush, and alternately microlith coagulation is encircleed in symmetrical two sides of completing Earthen backfill;The mortar of injection prefabricated pipe section lining cutting outer wall and country rock wall cavity, pea gravel concreten are from bottom arch to two sides arch shape At one be about 23 ° with horizontal sextant angle domatic, the 1st ring bottom encircles mortar and surrounds prefabricated lining segment outer wall in 90 ° of ranges, the 6th Ring side arch surrounds prefabricated lining segment outer wall in 180 ° of ranges, establishes the basis that starting loopback is filled out, completes returning for a circulation It fills out;The new ring of lining cutting to be tunneled is completed, by the taking-up of casting head assembly change to newly-established next 1st ring bottom arch after lining cutting, Two sides arch grout hole is irrigated;Successively crossed-symmetrical, every ring must fill, shut down up to amount, promote in parallel.

Step 3: rear mating rear portion backfill, is perfused mixed mortar from crown portion grout hole:

20-30 ring after the completion of prefabricated pipe section lining cutting starts to be perfused, in the crown portion of prefabricated pipe section liner structure Heart grout hole installs casting head assembly, and opening closes slurry valve, connecting pipe, starting ST15-8-22 type concrete pump into Row perfusion, the foundation for originating ring needs to be perfused a large amount of mixed mortar, when ST15-8-22 small-sized concrete conveying pump outlet pressure When meter reading has obvious increase, when injection pressure reaches 0.5Pma or next special slip casting head has muddy slurries outflow to stop being somebody's turn to do The perfusion of grout hole, intermittence close slurry valve assembly closing after closing slurry 5min;The backfill of crown portion mixed mortar is completed, that is, completes one The backfill of circulation;It is spaced 6 rings and changes the perfusion that grout hole carries out next circulation, successively push ahead, each grouting hole location is accomplished Continuous pouring.

The grouting state of the program are as follows:

It backfills and utilizes one of two grout holes, crown portion center in the middle part of bottom one grout hole of arch intersection, two sides arch always The perfusion of a grout hole, is that the forward and backward position of the mating backfill system after TBM successively carries out, the mortar of injection, pea gravel concreten, Mixed mortar is in " trapezoidal " shape in the cavity of prefabricated pipe section lining cutting outer wall and country rock wall in tunnel (hole) long 30-40m range State.Rear portion grouting quantity is big, and for grout leaking apart from far, filling, row, stifled ability are strong, may be implemented to backfill closely knit, set strength height completely.

By made in China ST15-8-22 small-sized concrete conveying pump, (the invention is not limited thereto, and concrete is defeated for the first time by the present invention Send pump) and J-D series plunger type metering pump made in China, be used in mating backfill system after TBM, substitute completely same type into Mouth product.

Following special installation involved in above-mentioned two scheme:

(1) pressure gauge:

The pressure gauge of concrete conveyance pump discharge setting has a structure that

Including the upper end cover 2 docked up and down and lower seat 5 is installed, the two is connected solid by the corresponding fastening bolt 4 in edge It is fixed.It is provided with horizontal dielectric diaphragm 3 in the cavity formed between upper end cover 2 and the lower seat 5 of installation, dielectric diaphragm 3 is clamping upper Between end cap 2 and the edge for installing lower seat 5, cavity is divided into two parts by dielectric diaphragm 3.Pressure is installed at the top of upper end cover 2 Table dial plate 1.

Its working principle: system pressure balance, isobaric dielectric diaphragm pressure transmitting.When backfill medium (cement slurry, mortar, Pea gravel concreten, mixed mortar) under pumping pressure effect, into the cavity of pressure gauge assembly mounting base, medium is pressurized or subtracts It presses dielectric diaphragm to move back and forth, so that upper end cover is pressurized or is depressurized by the pressure oil full of cavity when dress in advance, by pressure gauge The design structure in portion transmits pressure, and backfill pressure medium is shown in the reading of pressure gauge dial plate.And ST15-8-22 type concrete Delivery pump or the reflection of same type concrete pump are the operating pressure of hydraulic system, the pressure of non-backfill medium.

(2) pressure mixer:

It has a structure that

In valve seat 9 is arranged on the tube wall of medium pipeline 11, the end of accelerator pipe 6 is installed in valve seat 9 by docking 8, The end setting nozzle 10 of accelerator pipe 6 protrudes into medium pipeline 11;It docks 8 upper ends and accelerator pipe 6 and is fastened with nut 7 and connected It connects, 8 tops of docking are provided with nut 7 and are reinforced.

Its working principle: pressure mixer assembly is by fluid media (medium) (mortar, pea gravel concreten, mixed mortar) and liquid The mixing of medium (accelerator) fluid, by the injection of " opening place " nozzle plenum, (mortar, microlith are mixed with pumped (conveying) medium for the addition of accelerator Solidifying soil, mixed mortar) mixing, injection pressure is higher than 80 times of conveying backfill pressure medium (mortar, pea gravel concreten, mixed mortar) More than, reaction is abundant, speed is fast.

(3) slurry valve is closed:

Slurry valve is closed to have a structure that

Including the valve body 16 with middle shaft through-hole, middle shaft through-hole both ends are provided with connection end 20;It is inserted on valve body 16 Perpendicular to the valve rod 18 of middle shaft through-hole, 18 both ends of valve rod are provided with sealing ring 12, plain cushion 13, fastening nut 14 and stop nut 15;18 one end of valve rod is provided with valve handle 17, and valve handle 17 is vertical with valve rod 18 and is connect by flat key 19, and valve handle 17 is located at plain cushion 13 Between fastening nut 14, valve handle 17 is pulled through 19 rotation valve rod 18 of flat key.

Its working principle: being operated by valve handle, and band ovable valve stem rotates left and right, and it is (mortar, thin that control backfill medium is adjusted flexibly Stone concrete, mixed mortar) uninterrupted, open or close in time.This closes slurry valve assembly can prevent cement slurry, sand for a long time Slurry, pea gravel concreten, mixed mortar consolidation, failure is few, cleaning is convenient, ensures that backfill is continuous.It thoroughly solves various non-aqueous The problem of mud valve valve is often stuck, damage, failure is more, cleaning is difficult, backfill is interrupted, greatly improves backfill work efficiency.

The implementation process of technical solution of the present invention is illustrated below by way of specific embodiment:

Embodiment one is scheme one: mortar earth-filling method is used in combination with beans gravel rockfill grouting earth-filling method:

This example is that double Shield TBM TBM methods excavate the long 30.7Km in hole, and IV-V class surrounding rock accounts for 96%, excavates hole diameter 6.79m, the assembly lining cutting of precast concrete section of jurisdiction, concrete performance index C40, lining cutting outer diameter 6.56m, internal diameter 6.00m.After match Analysis of Nested Design beans gravel rockfill grouting backfills system, due to the tunnel adverse geological condition, in double Shield TBM TBM in stepping It locally undergoes technological transformation to rear mating backfill system in time early period.Mortar, beans gravel rockfill grouting earth-filling method has been determined simultaneously With, complete long 90 ° of range quick-setting mortar backfills in bottom arch in hole, the range beans gravel rockfill grouting of about 90 ° of two sides arch, unfavorable geology The range mortar backfill of about 140 ° of rich water hole section crown portion, other hole section still beans gravel rockfill groutings.The embodiment is not related to beans gravel Stone rockfill grouting process flow.

Specific implementation method is:

1, the beans gravel rockfill grouting system of Aided design does not change after double Shield TBM TBM, rear mating front away from Platform increase from backfilling working face about 40m is mounted with ST15-8-22 type concrete pump 1, vertical mortar mixer 2 Platform, 3.8 metering pump of J-D450L ∕ 1;

2, connection D=50mm conveying mortar high-pressure anti-wear sebific duct 40m, accelerator metering pump D=16mm, high pressure steel are laid with and compiles glue Pipe 30m;

3, the rockfill grouting of beans gravel is implemented by the design requirement of mating backfill system after original, and design beans gravel rockfill grouting is examined Standard M15, full hole section backfiller measure about 54000m3

4, bottom arch mortar backfill.It will be weighed by mortar coordination in works and weigh bagged sand outside hole, bagged cement loads onto fortune Defeated flat car transports in hole matched grouting position of platform after double Shield TBM TBM by train marshalling list, with crossbeam electric crane Machine is discharged at grouting platform.Fine stone concrete pump driver is connected to the intercom instruction of backfilling working face grouting work, opens vertical mixing The mortar being stirred is put into the stirring hopper of ST15-8-22 small-sized concrete conveying pump, opened simultaneously by the control feeding valve of machine Mortar, is passed through the high-pressure anti-wear sebific duct delivery pipe force feed injection hole of D=50mm by the dynamic small-sized stone concrete delivery pump of ST15-8-22 Encircle prefabricated lining cutting on earth and stops the hole when grouting orifice boosts to defined pressure 0.5MPa the cavity between country rock behind Perfusion, changes hole by process and is filled into authorized pressure, is sequentially completed the bottom arch mortar backfill of next working cycles.Encircle back at full hole bottom 6140 m are starched in back-up sand3, the whole qualifications of quality inspection;

5, the crown portion mortar backfill of poor geological region, according to arrangement and method for construction, crown portion mortar injection is every one, 6 ring Grout hole.Casting head assembly is installed into grout hole, is carried out by bottom arch refilling step.This earth-filling method is shut down, is opened by interval Dynamic ST15-8-22 type concrete pump realizes constant pressure, so that position backfill gap is full of.Pressure observation is total by aperture slip casting It is read at the pressure gauge of installation settings, constant pressure after five minutes, closes the opening and closing valve of casting head assembly, and reversion ST15-8-22 type is mixed Mortar in delivery pipe is withdrawn into ST15-8-22 type coagulation while laying down conveyance conduit pressure by solidifying soil delivery pump release Native delivery pump hopper completes the position backfill an of grout hole, according to this again from another grout hole perfusion mortar for being separated by 6 rings.

During mortar backfilling operation, according to rich water situation, work of being in the milk instructs concrete pump driver to open peace at any time 4.5 metering pump of J-D450L ∕ of dress, every time by 50 type pressure mixers of 16kg waterglass accelerator force feed to casting head assembly Interior, with mortar high-pressure fluid mixed injection precast concrete section of jurisdiction behind with the cavity of country rock, first final setting time is 1-5min, is had Good only water plugging effect.Entire tunnel poor geological region backfilling mortar 14900m3, backfill quality and pass through coring, pressure water, pressure Slurry is examined all qualified.Because IV-V class surrounding rock of tunnel accounts for 96%, poor geological region has all carried out anchor pole consolidation grouting, In the coefficient for guaranteeing design tunnel safe bearing capacity, beans gravel rockfill grouting test stone all passes through inspection of quality by M10.No The only puzzlement of the tunnel beans gravel rockfill grouting, the application for building beans gravel rockfill grouting earth-filling method including external tunnel It is all unsatisfactory.

Embodiment two is scheme two: mortar, pea gravel concreten, mixed mortar earth-filling method:

This example is to use the ZTE6420 combined type hard rock mole construction of iron heavy industry manufacture in China, for the first time for the country Combined type hard rock mole is used for the construction of coal mine pair footrill, tool can convert use there are three types of boring mode.Secondary footrill is main Lithology is passed through to be argillaceous siltstoue, packsand, may partially pass through glutenite.Shield machine excavates cave diameter 6.46m, the long 6282m of cave , armored concrete prefabricated pipe section outer diameter 6200mm, internal diameter 5700mm, thickness 250mm, width 1500mm, wedge shape amount 20mm, coagulation Native label C40.The cavity engineered fill between country rock is two-step-filling behind for prefabricated pipe section lining cutting.

Matched two-step-filling system there are certain defect, apply by winter after the construction of ZTE6420 combined type hard rock mole Work slurries freeze, and transported slurry isolation is unable to normal construction operation, the equipment of the two-step-filling system of configuration has been lost and should have been had Some functions, serious lag of being in the milk have occurred that a little section of jurisdiction corner disrepair phenomenon, liner structure deformation.To guarantee engineering Quality accelerates construction progress.The present invention carries out thorough technological transformation to existing two-step-filling system, to meet practical need of constructing It wants.Technological transformation changes less original-pack system, and driving, lining cutting, material supply, construction dispatching process are constant.Utilize dismounting Spatial position, configures mortar injection system behind rear mating front, tail portion, and short the realizations mortar in full hole, pea gravel concreten backfill, make Driving, lining cutting, backfill simultaneously advance.

Specific implementation method is:

1, matched two-step-filling system all devices after dismounting ZTE6420 combined type hard rock mole, utilize dismounting Space, displacement installation ST15-8-22 type concrete pump 1, increases installation vertical mortar mixer 2, the J- of installation 4.5 metering pump of D450L ∕ 1;Mating tail portion increases by one group of trolley afterwards, same to install ST15-8-22 type concrete pump 1, Vertical mortar mixer 2.

2, it is limited by ZTE6420 combined type hard rock mole Rear impact structure, automation feeding system can not change In the case where making, backfilling material may only be transported in cave, live artificial loading is added to system in vertical mixer bucket and mixes microlith Concrete or mortar, transport of materials takes down the slurries transportation tank car of train marshalling list, slurrying mixing plant does not use yet.Exist respectively Each marshaling tail portion increases by one shipment bagged cement of transport flat panel, bagged sand to tail portion is in the milk platform, train marshalling list front Bagged cement, bagged sand and waterglass are stacked on segment car transports the platform that is in the milk in cave.

3, it is mixed to implement microlith within the scope of 360 ° with country rock face cavity behind for the Technical Revamping Design footrill prefabricated pipe section lining cutting Solidifying soil or mortar backfill.Bottom, side arch are in 180 ° of ranges in rear mating front perfusion quick-setting mortar backfill, and crown portion is in 180 ° of ranges Pea gravel concreten or the backfill of diversification mixed mortar is perfused.

4, front speed mortar, rear portion pea gravel concreten backfill coordination in works:

5, rear mating front quick-setting mortar backfill.To stablize prefabricated lining segment early stage, the backfill of " one-step method " mortar is Encircle within the scope of 180 ° in bottom, the side of rear mating front starting ring and quick-setting mortar is perfused.When prefabricated lining segment lining cutting is to 6 ring (tunneling direction), successively in preceding 6th ring two sides arch grouting preformed hole (grout hole D > 85mm), to install grouting plug total respectively At connecting pipe opens ST15-8-22 small-sized concrete conveying pump and is irrigated, while starting J-D series metering pump and passing through pressure Mixer adds accelerator, effectively controls the pre-hardening speed of slurries, presetting period about 5s—1min.Starch quick-setting mortar string to end Brush stops perfusion, and grouting work is tested by situ metrology, accomplishes quantitative perfusion in subsequent cycle according to actually required backfill amount, hands over Two sides arch backfill is completed for symmetrical.The mortar of injection lining segment back cavity forms one and water from bottom arch to two sides arch Flat angle is about 23 ° of domatic, and the 1st ring bottom encircles mortar and surrounds section of jurisdiction more than 90 ° of ranges, and the 6th ring side arch surrounds section of jurisdiction about 180 ° of ranges thus establish the basis of starting ring mortar injection, are referred to herein as completing the perfusion of a circulation.Wait tunnel The 1st new ring of lining cutting is completed, and the two sides arch grout hole that casting head is taken out to newly-established next 6th ring after changing to lining cutting carries out Perfusion.Successively crossed-symmetrical, every ring must be filled, be shut down up to amount two sides arch, parallel promote (according to live grouting effect, can protect Under the premise of holding lining segment early stage stabilization, optionally spacer ring is perfused).It promotes and excavates footrill 2Km, quick-setting mortar backfill 2300m3.It is closely knit through boring and coring sample, compression strength 28.6Mpa.

6, rear mating tail portion backfill.Casting head assembly is installed crown portion grout hole, delivery pump driver starting by grouting work The vertical mixer of prior quantitative watering is added in bagged cement, packed flyash, bagged sand by blender, grouting work by dosage Bucket, usually 3-5min of stirring, grouting work are stirred evenly depending on mortar, beat the baiting valve blowing of vertical mixer to ST15-8-22 type Concrete pump stirs hopper, while delivery pump driver starts ST15-8-22 type concrete pump, and mortar is passed through conveying Pipeline is sent in the mounted special slip casting head of grout hole, keeps the prefabricated lining segment in mixed mortar injection crown region empty behind Chamber is shut off grouting valve and closes slurry, complete the mixed sand at the position when grouting pressure table assembly reading in aperture reaches 0.5Mpa Slurry backfill, changes a grout hole and continues to be perfused, successively push ahead.It promotes and excavates footrill 2Km, backfill 4000 m of mixed mortar3。 It is closely knit through boring and coring sample, compression strength 32.6Mpa.

The contents of the present invention are not limited to cited by embodiment, and those of ordinary skill in the art are by reading description of the invention And to any equivalent transformation that technical solution of the present invention is taken, all are covered by the claims of the invention.

Claims (6)

  1. The earth-filling method of 1.TBM method constructing tunnel, it is characterised in that:
    It is realized by following steps:
    Cavity 360 ° of range backfills of full hole section between the prefabricated liner structure section of jurisdiction outer wall of TBM and country rock wall, in which:
    The backfill of bottom arch mortar, the backfill of two sides arch pea gravel grouting, the backfill of crown portion mixed mortar;
    Or the backfill of bottom arch mortar, the backfill of two sides arch pea gravel concreten, the backfill of crown portion mixed mortar;
    The Specific construction step of the backfill of bottom arch mortar, the backfill of two sides arch pea gravel grouting, the backfill of crown portion mixed mortar Suddenly are as follows:
    Step 1: TBM tunnel excavation, the synchronous progress of prefabricated pipe section lining cutting, when a working cycles lining cutting completion, bottom arch mortar Backfill:
    Casting head assembly is installed in the bottom arch grout hole of precast construction, it is defeated that connecting pipe starts ST15-8-22 type concrete It send pump to carry out quantitative perfusion, quick-setting mortar is perfused, successively crossed-symmetrical promotes;
    Step 2: two sides arch pea gravel grouting backfills: when a working cycles lining cutting completion, backfilling beans gravel in time, later ST15-8-22 type concrete pump grout injection is also used in rear mating front, successively respectively in the two sides of precast construction Arch grout hole installs casting head assembly, and connecting pipe starting ST15-8-22 type concrete pump is irrigated, adjustment pump Working frequency change discharge capacity, arch symmetrical perfusion in two sides is pushed ahead;
    Step 3: backfilled after bottom, side arch backfill are completed in rear mating front in rear mating rear portion mixed mortar, it is pre- from crown portion It boxes out and mixed mortar is perfused:
    20-30 ring after the completion of prefabricated pipe section lining cutting starts to be perfused, and installs in the crown central part grout hole of precast construction Good casting head assembly, connecting pipe starting ST15-8-22 type concrete pump are irrigated, and the foundation for originating ring needs to be perfused A large amount of mixed mortar when ST15-8-22 type concrete pump outlet pressure meter reading, which has, obviously to be increased, works as injection pressure Reach the perfusion that 0.5Pma or next casting head assembly have muddy slurries outflow to stop the grout hole, intermittence is closed after closing slurry 5min It starches valve assembly to close, completes the backfill of crown mixed mortar, that is, complete the backfill of a circulation;
    It is spaced six rings and changes the perfusion that grout hole carries out next circulation, successively push ahead, each grouting hole location continuous pouring;
    The backfill of bottom arch mortar, the backfill of two sides arch pea gravel concreten, the Specific construction step of crown portion mixed mortar backfill Suddenly are as follows:
    Step 1: TBM tunnel excavation, prefabricated pipe section lining cutting is synchronous carries out, when prefabricated lining segment lining cutting is to 6 ring, the 1st Ring bottom arch grout hole installs casting head assembly, and connecting pipe, opening close slurry valve, start ST15-8-22 type concrete pump It carries out bottom and encircles mortar injection, while starting J-D series metering pump and accelerator, mortar string to the 6th ring are added by pressure mixer Only stop perfusion when slurry brush, it is alternately symmetrical to complete bottom arch mortar backfill;
    Step 2: installing casting head assembly in the 1st ring two sides arch grout hole respectively, connecting pipe, opening are closed slurry valve, are started ST15-8-22 type concrete pump carries out pea gravel concreten perfusion, while starting J-D series metering pump and passing through pressure mixer Accelerator is added, pea gravel concreten string to the 6th ring stops perfusion when only starching brush, alternately symmetrical two sides arch pea gravel concreten of completing returns It fills out;Mortar, the pea gravel concreten of injection prefabricated pipe section lining cutting outer wall and country rock wall cavity form one from bottom arch to two sides arch A domatic for being 23 ° with horizontal sextant angle, the 1st ring bottom encircle mortar and surround prefabricated lining segment outer wall in 90 ° of ranges, the 6th ring side arch Prefabricated lining segment outer wall is surrounded in 180 ° of ranges, the basis that starting loopback is filled out is established, completes the backfill of a circulation;Wait dig A ring new into lining cutting is completed, and casting head assembly is taken out to newly-established next 1st ring bottom arch, two sides arch after changing to lining cutting and is filled Slurry hole is irrigated;Successively crossed-symmetrical, every ring must fill, shut down up to amount, promote in parallel;
    Step 3: rear mating rear portion backfill, is perfused mixed mortar from crown portion grout hole:
    20-30 ring after the completion of prefabricated pipe section lining cutting starts to be perfused, and fills at the crown portion center of prefabricated pipe section liner structure Slurry hole installs casting head assembly, and opening closes slurry valve, connecting pipe, and starting ST15-8-22 type concrete pump is filled Note, the foundation for originating ring need to be perfused a large amount of mixed mortar, when ST15-8-22 small-sized concrete conveying pump delivery gauge is read When number has obvious increase, when injection pressure reaches 0.5Pma or next special slip casting head has muddy slurries outflow to stop the grouting The perfusion in hole, intermittence close slurry valve assembly closing after closing slurry 5min;The backfill of crown portion mixed mortar is completed, that is, completes a circulation Backfill;It is spaced 6 rings and changes the perfusion that grout hole carries out next circulation, successively push ahead, each grouting hole location continuous pouring.
  2. 2. the earth-filling method of TBM method constructing tunnel according to claim 1, it is characterised in that:
    The Specific construction step of the backfill of bottom arch mortar, the backfill of two sides arch pea gravel grouting, the backfill of crown portion mixed mortar In rapid:
    The basic match ratio of mortar in the backfill of bottom arch mortar are as follows:
    The basic match ratio of mixed mortar in the backfill of crown portion mixed mortar are as follows:
    The backfill of bottom arch mortar, the backfill of two sides arch pea gravel concreten, the Specific construction step of crown portion mixed mortar backfill In rapid:
    The basic match ratio of mortar in the backfill of bottom arch mortar are as follows:
    The basic match ratio of mixed mortar in the backfill of crown portion mixed mortar are as follows:
    The basic match ratio of pea gravel concreten of two sides arch pea gravel concreten backfill are as follows:
  3. 3. the earth-filling method of TBM method constructing tunnel according to claim 1, it is characterised in that:
    Geologic structure country rock is more stable, non-rich water in the case where, expand two sides arch pea gravel grouting and backfill range;
    Under adverse geological condition, expand bottom, crown portion mortar backfills range.
  4. 4. the earth-filling method of TBM method constructing tunnel according to claim 1, it is characterised in that:
    The pressure gauge of concrete conveyance pump discharge setting has a structure that
    Including the upper end cover (2) docked up and down and lower seat (5) are installed, the two is connected by the corresponding fastening bolt in edge (4) It is fixed;
    Horizontal dielectric diaphragm (3) are provided in the cavity formed between upper end cover (2) and installation lower seat (5), dielectric diaphragm (3) It is clamping upper end cover (2) and installation under seat (5) edge between, cavity is divided into two parts by dielectric diaphragm (3);
    Pressure gauge dial plate (1) is installed at the top of upper end cover (2).
  5. 5. the earth-filling method of TBM method constructing tunnel according to claim 1, it is characterised in that:
    Pressure mixer has a structure that
    In valve seat (9) are arranged on the tube wall of medium pipeline (11), the end of accelerator pipe (6) is installed to valve seat by docking (8) (9) in, end setting nozzle (10) of accelerator pipe (6) is protruded into medium pipeline (11);
    Docking (8) upper end is fastenedly connected with accelerator pipe (6) with nut (7).
  6. 6. the earth-filling method of TBM method constructing tunnel according to claim 1, it is characterised in that:
    Slurry valve is closed to have a structure that
    Including the valve body (16) with middle shaft through-hole, middle shaft through-hole both ends are provided with connection end (20);
    Be inserted with the valve rod (18) perpendicular to middle shaft through-hole on valve body (16), valve rod (18) both ends be provided with sealing ring (12), Plain cushion (13), fastening 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 connect by flat key (19), valve handle (17) between plain cushion (13) and fastening nut (14).
CN201610219937.7A 2016-04-11 2016-04-11 The earth-filling method and its equipment in TBM method tunnel or tunnel construction CN105804770B (en)

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Publication number Priority date Publication date Assignee Title
CN106285697B (en) * 2016-08-26 2018-01-19 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
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
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
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

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CN2565986Y (en) * 2002-09-03 2003-08-13 刘文涛 Multifunctional fine stone concrete pump
JP2004218294A (en) * 2003-01-15 2004-08-05 Kajima Corp Tunnel construction method
CN100361927C (en) * 2005-04-18 2008-01-16 刘文涛 Subsequent backfilled pea gravel concrete for lining back of tunnels and backfilling method
CN101672181A (en) * 2009-08-13 2010-03-17 重庆市十八土鑫诚灌浆防水工程有限公司 Controllable cement backfilling grouting method
CN101994513B (en) * 2010-10-30 2013-01-02 中铁十二局集团第二工程有限公司 Method for constructing tunnel by finishing full section curtain grouting from upper-half section

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