CN110486023A

CN110486023A - Tunnel defect administering method

Info

Publication number: CN110486023A
Application number: CN201910756877.6A
Authority: CN
Inventors: 佘海龙; 耿春雷
Original assignee: Hebei Hongruijia Science And Technology Development Co Ltd
Current assignee: Beijing Panshi Jiaojian Engineering Co.,Ltd.
Priority date: 2019-08-16
Filing date: 2019-08-16
Publication date: 2019-11-22
Anticipated expiration: 2039-08-16
Also published as: CN110486023B

Abstract

The invention discloses a kind of tunnel defect administering methods comprising: S10, the lining concrete in tunnel is detected, obtains the defect of lining concrete；S20, different treatment measures are used for different concrete defects.The present invention is detected by using the lining concrete in detections of radar method, percussion detection method, punching one of detection method and core detection method or a variety of pairs of tunnels, obtain the defect situation of concrete, and different restorative procedures is used according to different defects, can the defect quickly and efficiently to tunnel repair, solve at least one above-mentioned technical problem.

Description

Tunnel defect administering method

Technical field

The present invention relates to tunneling technique fields, are related to a kind of tunnel defect administering method.

Background technique

China is man, a Ge Duo mountain country, so tunnel amount is also very huge.Coming to nothing for operation tunnel is seriously affected with chip off-falling The operation security in tunnel, current main solution are form concrete cushion, the form concrete cushion Advantage: (1) belonging to conventional method, and technical maturity is high, implements simple；(2) material is easy preparation, the relatively simple operation side of equipment Just；(3) use of steel arch-shelf or grid steel frame has certain reinforcement effect.

The method also has the shortcomings that very fatal simultaneously: (1) needing to tear open greatly and change greatly, have very high security risk；(2) it applies The work period is longer, can not adapt to the common railway that Window time is lower than 6 hours, cost is relatively high, needs using a large amount of people Power；(3) concrete quality is difficult to ensure.Since support shuttering can not vibrate, concrete density is poor, be easy percolating water or There is secondary problem.

Therefore, it needs to propose the new tunnel defect administering method of one kind to solve the above problems.

Summary of the invention

It is an object of the present invention to provide a kind of tunnel defect administering methods, and it is suitable for operation tunnels, quickly and efficiently to solve The certainly empty problem of operation tunnel.

The present invention solves technical problem and adopts the following technical scheme that a kind of tunnel defect administering method comprising:

S10, the lining concrete in tunnel is detected, obtains the defect of lining concrete；

S20, different treatment measures are used for different concrete defects；

Wherein, the different treatment measures include: that come to nothing grouting process, band is molded into sizing process, segmentation band mould Cementer Skill and/or layering spray furnace technique.

Optionally, S20 specifically: in the concrete for having reinforcing bar, when two lining concrete thickness are more than or equal to 5cm When, using coming to nothing, grouting process is repaired；When two lining concrete thickness be less than 5cm, and cyst areas be less than or equal to 2m² When, sizing process is molded into using band and is repaired；When two lining concrete thickness be less than 5cm, and cyst areas be greater than 2m²When, it uses Segmentation band is molded into sizing process or layering spray furnace technique is repaired；

In non-reinforced concrete, when the thickness of two lining concrete is more than or equal to 10cm, using slip casting of coming to nothing Technique is repaired；When the thickness of two lining concrete is less than 10cm, and the area in cavity is less than or equal to 2m²When, it uses Band is molded into sizing process and is repaired；When two lining concrete thickness be less than 10cm, and cavity area be greater than 2m²When, using point Section band is molded into sizing process or layering spray furnace technique is repaired；

When concrete density is lower than preset a certain threshold value；Or the intensity of concrete is lower than design requirement；Or this When the inner concrete serious cracking of region, the concrete chisel removal in the region is carried out according to the processing method in cavity.

Optionally, in S10, using detections of radar method, detection method, punching one of detection method and core detection method are tapped Or the lining concrete in a variety of pairs of tunnels detects.

Optionally, the detections of radar method includes:

R1, field calibration is done to the relative dielectric constant or velocity of EM-waves of tunnel vault lining concrete, obtains opposite The calibration value of dielectric constant calibration value and velocity of EM-waves；

R2, longitudinal survey line along tunnel direction arrangement multiple groups in parallel, the longitudinal direction survey line includes vault center line, Yi Ji The left and right sides spacing of the vault center line is 0.5m~1.0m two lines；Or each tunnel cross-section is no less than 5 measuring points；

R3, open detections of radar equipment, it is ensured that the detections of radar equipment is working properly, and keep movement speed 3~ 5km/h；When areal survey, adjacent measuring section connector repeat length is not less than 1m；According to detections of radar equipment return signal, Judge concrete defect:

Wherein, when signal amplitude is weaker, reflects signal even without interface, it is judged as concrete compaction；Work as filled layer The reflection signal lineups at interface are in diffraction arc, and discontinuous, when relatively dispersing, are judged as concrete leakiness；Work as filled layer Interface reflects that signal is strong, and three vibration Xiang Mingxian still have a strong reflection interface signals in its underpart, when path difference is larger when two groups of signals, sentences Break as concrete porosity.

Optionally, the percussion detection method includes:

Q1, preparation work rack: using every mould two lining concrete as an operation unit, it is divided to two for an operation unit Part is constructed, and operation platform is walked in place according to end construction joint；Check whether rack safety alarm device is complete, warning Whether lamp is normally-open；

Q2, operating area mark: using vault center line as benchmark line, to two sides every 70cm progress subregion, while with white Colored crayon is labeled, and operating personnel presses subregion hanging wire and carries out longitudinal S shape detection operation in detection process, is carried out to keystone Tap detection；

Q3, percussion detection is carried out to vault area: keystone is responsible for construction by class monitor and group leader or the higher personnel of professional skill； The doubtful problem area that sound oppressiveness is met during tapping determines doubtful problem area range with sanguine intersection hanging wire；It strikes Operating personnel fills in percussion construction note table according to project amount is actually accomplished after hitting, and records each region in detail and taps personnel, and Signature Confirmation；

Q4, it taps reinspection: oneself inspection position being rechecked by quality inspection engineer, supervising engineer, sampling observation ratio is 20%: Doubtful problem area determines that region extends out 1.5 meters of 100% reinspection of range progress according to teams and groups, appraises and decides doubtful problem area range；It fills out It writes tunnel-liner and manually taps inspection table, the quality inspection engineer of unit in charge of construction, the supervising engineer of supervisor, all percussion inspection Look into personnel on site's Signature Confirmation；

Q5, the reinspection of doubtful problem area: to the doubtful problem area of initial survey is tapped, grid, ordinate letter are established by 2 meters of spacing " A, B, C " mark, horizontal line are indicated with " 1,2,3 "；Doubtful problem area is rechecked using geological radar, it is true according to geological radar Fixed every problem parameter, it is determined whether examined again in such a way that individual event is verified in drilling, coring, windowing or is combined It surveys；

And/or the punching detection method includes:

D1, preparation work rack: operation platform is placed in the underface for needing bore position；Check rack security warning Whether device is complete, and whether warning lamp is normally-open；

D2, carry out bore operation to two lining concrete using electric hammer: the bore position is according to detections of radar method and percussion The defect area that detection method is confirmed determines；In the centre drill for the defect area that detections of radar method and percussion detection method are confirmed Heart hole surrounds 4 edge holes of the centre drill on the periphery of the centre bore；If two lining concrete of edge hole location Thickness is less than 20cm or lower than the 50% of design thickness, then needs centered on the edge hole, around the edge hole It is diffused drilling and is more than or equal to 20cm and more than or equal to the 50% of design thickness until meeting two lining concrete thickness；Drill position Internal built-in fitting and reinforcing bar etc. should be avoided by setting；Splash guard cannot be centainly punched in boring procedure；

D3, leakiness layer determine: according to the sound of electric hammer in boring procedure, the electric current of penetration rate and electric hammer determines Whether two lining concrete are closely knit；

D4, depth measurement of coming to nothing: it is filled in using tape measure in the hole for the two lining concrete punched, measures two lining coagulation herein Native bottom end to two lining concrete tops distance L1, then measure herein two lining concrete bottom ends to splash guard distance L2, then Empty depth is L=L2-L1.

Optionally, the core detection method includes:

X1, preparation work rack: operation platform is placed in the underface for needing coring position；Check rack security warning Whether device is complete, and whether warning lamp is normally-open；

X2, coring: carrying out bore operation to two lining concrete using corning machine, take the core sample of certain depth, or Directly drill through two lining concrete corings；

X3, leakiness layer determine: according in boring procedure, the electric current of speed and corning machine in location of the coring procedure determines Whether two lining concrete are closely knit, and finally taken out core sample is observed and detected；

X4, depth measurement of coming to nothing: depth of coming to nothing is detected when for drilling through two lining concrete corings, is filled in using tape measure In the hole for the two lining concrete punched, the distance L1 of two lining concrete bottom ends to two lining concrete tops herein is measured, then is surveyed It measures and two serves as a contrast concrete low sides to the distance L2 of splash guard herein, then empty depth is L=L2-L1；Or it uses and measures core The length L3 of sample, then measure and two serve as a contrast concrete bottom ends to the distance L2 of splash guard herein, then empty depth is L=L2-L3.

Optionally, the grouting process that comes to nothing includes:

T1, come to nothing position and range of coming to nothing are verified, by detections of radar method and taps detection method, determines that lining thickness is super The boundary for crossing 5cm or 10cm determines that lining cutting is come to nothing edge and different location lining thickness using hole knockout；

T2, injected hole and gas vent, setting 6 or more injected hole and 4 gas vents are beaten in former lining concrete；

T3, expansion Grouting Pipe 1 is inserted into the injected hole in T2 step, and expansion Grouting Pipe 1 is kept to expose outside lining cutting Length 10cm；

T4, intelligent micro-destabilization slip-casting management system is set, wherein the intelligence micro-destabilization slip-casting management system includes host And the multiple displacement sensors connecting with the host, the multiple displacement sensor are arranged on distance expansion Grouting Pipe Within the scope of 50cm-1000cm, and it is disposed in concrete defect or weak link；The intelligence micro-destabilization slip-casting management system exists During slip casting, the change in displacement of real-time monitoring concrete, the data of record monitoring in real time, the curve of real-time display monitoring；If Set concrete deformation threshold value be 0.1-3mm, after the displacement for detecting concrete reaches threshold value, need to reduce injection speed or Person stops slip casting；

T5, it takes slip casting binder to carry out substep delamination pour slurry method, is no more than 10cm according to each slip casting thickness, when two Concrete thickness is served as a contrast more than after design thickness, is disposably filled.

Optionally, the band is molded into sizing process and includes:

M1, come to nothing position and range of coming to nothing are verified, by tapping detection method and punching detection method, determines that lining thickness is super The boundary for crossing 5cm or 10cm determines that lining cutting is come to nothing edge and different location lining thickness using hole knockout；

M2, cutting concrete is carried out on the boundary of reinforced concrete soil thickness 5cm or so, avoids damage to bar construction and destruction The concrete not cut off；The fixed protection steel wire on framework of steel reinforcement is cut；

M3, according to lining cutting actual (real) thickness and size and location of coming to nothing, determine drilling hole amount, beat injected hole in former lining cutting And gas vent, expansible anchor curable type Grouting Pipe is installed in the injected hole, it is long that the expansible anchor curable type Grouting Pipe exposes outside lining cutting Spend 10cm；

M4, the reinforced mesh that 10mm × 10mm is bound on framework of steel reinforcement；Using tied silk by reinforced mesh and framework of steel reinforcement Binding connection is carried out, reinforced mesh reinforcing bar is with ribbing using HRB335 second levelReinforcing bar, steel fabric sheet, alkali-resistant glass fibre Mesh sheet or carbon fibre web；

M5, gradation slip casting is first carried out using slip casting binder to lower than window minimum position, slip casting height is most lower than window Stop after the 10cm of lower curtate position；

M6, template is set according to cut edge, window position is fixed using plank sheathing or high strength alumin ium alloy template, is anchored On the concrete at design thickness position；And it is fixed in outside plus arch；It is supported using scaffold；

Intelligent micro-destabilization slip-casting management system is set, wherein the intelligence micro-destabilization slip-casting management system include host with And the multiple displacement sensors connecting with the host, the multiple displacement sensor are arranged on distance expansion Grouting Pipe Within the scope of 50cm-1000cm, and it is disposed in concrete defect or weak link and template；The intelligence micro-destabilization slip-casting Management system is during slip casting, the change in displacement of real-time monitoring concrete, the data of record monitoring in real time, real-time display monitoring Curve；

When displacement sensor is arranged on concrete, the deformation threshold value that concrete is arranged is 0.1-3mm, mixed when detecting After the displacement of solidifying soil reaches threshold value, needs to reduce injection speed or stop slip casting；When displacement sensor is arranged in template, The deformation threshold value of template is set as 0.1-5mm, after the displacement for detecting template reaches threshold value, need to reduce injection speed or Stop slip casting；

Slip casting is carried out simultaneously using double quick type slip casting binder using no less than 1 pressure dual control slip casting machine, slip casting for the first time Thickness 10-30cm reaches form removal and scaffold after conserving 1 hour after setting thickness, or template is temporarily anchored at mixed On solidifying soil, slip casting is fully completed is removed again；

M7, remaining hollow sectors gradation slip casting, used injecting paste material are slip casting binder.

Optionally, the segmentation band is molded into sizing process and includes:

F1, come to nothing position and range of coming to nothing are verified in detail, by detections of radar method, taps detection method and/or punching detection Method determines that lining cutting is come to nothing edge and different location lining thickness, delimits the boundary that lining thickness is 10cm；

F2, cutting concrete is carried out on the boundary of concrete thickness 10cm or so, is determined before cutting with reinforced bar detection instrument The circumferential and longitudinal position of reinforcing bar avoids damage to bar construction and destroys the concrete for not needing excision；

F3, injected hole, setting 6 or more injected hole are opened up in former lining concrete；Position distribution is in rejected region week It encloses other than the 50cm of outside, pitch of holes 80-100cm；The expansion Grouting Pipe is fixed in the injected hole；And expansion is kept to infuse Slurry pipe 1 exposes outside adjoining rock 10cm；

F4, the reinforced mesh that 10mm × 10mm is bound on framework of steel reinforcement；The fixation of reinforced mesh, using tied silk and reinforcing bar Skeleton carries out binding connection, and reinforced mesh reinforcing bar is with ribbing using HRB335 second levelReinforcing bar, steel fabric sheet, alkali-proof glass Fiber mat or carbon fibre web；

F5, gradation slip casting is first carried out using slip casting binder to lower than window minimum position, slip casting height is most lower than window Stop after the 10cm of lower curtate position；

F6, slip casting is carried out respectively outside window longitudinal direction two sides 3m, the position slip casting of coming to nothing of window periphery is full；

Direct slip casting is taken in F7, the position of coming to nothing for being more than 10cm to lining thickness；

F8, template is set according to cut edge, window position is fixed using plank sheathing or high strength alumin ium alloy template, is anchored On the concrete at design thickness position；And it is fixed in outside plus arch；It is supported using scaffold；Template is set up every time Length in 2-4m, width is in 30-100cm；

Intelligent micro-destabilization slip-casting management system is set, the intelligence micro-destabilization slip-casting management system include host and with institute Multiple displacement sensors of host connection are stated, institute's displacement sensors are installed in distance expansion Grouting Pipe 50cm-1000cm range It is interior, and be arranged in concrete defect or weak link and template；

The intelligence micro-destabilization slip-casting management system is during slip casting, the change in displacement of real-time monitoring concrete, in real time Record the data of monitoring, the curve of real-time display monitoring；

Slip casting is carried out using no less than 1 pressure dual control slip casting machine simultaneously, used slip casting binder is double quick type note Binder is starched, slip casting height stops slip casting after being lower than the minimum position 10cm of window, then form removal and foot hand after conserving 1 hour Frame, or template is temporarily anchored on concrete, slip casting is fully completed is removed again；

F9, it repeats above operation, the window of concrete is gradually reduced, until being completely enclosed and slip casting thickness is more than 10-30cm。

F10, remaining hollow sectors gradation slip casting, used injecting paste material are slip casting binder.

Optionally, the layering spray furnace technique includes:

C1, excision 20cm thickness form inverted trapezoidal window position with lower portion；

C2, dabbing processing is carried out to concrete surface, and generated dust is rinsed using water；

C3, the place sprayed is being needed to carry out spraying interfacial agents；

C4, it will be prepared by worker in water-repellent paint importing flush coater, water-repellent paint spraying operation is carried out by manipulator；

If C5, a coating thickness deficiency, reinforcing bar, steel fabric sheet, alkaline-resisting glass can be laid with after upper one layer of surface drying Glass fiber mat or carbon fibre web, and be fixed using expansion anchor, it is then sprayed, is wanted until meeting thickness again It asks, each coating thickness is in 3-10cm.

The invention has the following beneficial effects: the present invention by using detections of radar method, taps detection method, punching detection method It is detected with the lining concrete in one of core detection method or a variety of pairs of tunnels, obtains the defect situation of concrete, and And according to different defects use different restorative procedures, can the defect quickly and efficiently to tunnel repair, solve At least one above-mentioned technical problem.

Detailed description of the invention

Fig. 1 is the flow chart of tunnel defect administering method of the invention；

Fig. 2 is the tapping areas sequence of construction figure of percussion detection method of the invention；

Fig. 3 is the schematic diagram of depth measurement of coming to nothing of the invention；

Fig. 4 is the structural schematic diagram of expansion Grouting Pipe of the invention；

Fig. 5 is the flow chart of the grouting process that comes to nothing of the invention；

Fig. 6 is the flow chart that band of the invention is molded into sizing process；

Fig. 7 is the equipment installation position schematic diagram that segmentation band of the invention is molded into sizing process；

Appended drawing reference in figure specifically: 1- expands Grouting Pipe；2- conehead；3- fastening screw；4- wheel disc；5- expansion bolt； 6- template；The cavity 7-；8- bis- serves as a contrast concrete (lining concrete)；9- splash guard.

Specific embodiment

Technical solution of the present invention is further elaborated below with reference to examples and drawings.

Embodiment 1

A kind of tunnel defect administering method is present embodiments provided, is administered in particular for the cavity blemish in tunnel Method, i.e., a kind of tunnel cavity administering method comprising:

S10, the lining concrete in tunnel is detected, obtains the defect of lining concrete.

It, can be using detections of radar method (R), percussion when the lining concrete to tunnel detects in the present embodiment Detection method (Q), punching one of detection method (D) and core detection method (X) or a variety of.

Specifically, the detections of radar method is suitable for the interior void of tunnel vault lining concrete, leakiness, two linings The plan-position for the defects of coming to nothing behind and depth detection, can specifically include:

R1, field calibration is done to the relative dielectric constant or velocity of EM-waves of tunnel vault lining concrete, obtains opposite The calibration value of dielectric constant calibration value and velocity of EM-waves；After completing calibration, the reflection signal of detections of radar equipment should understand With it is accurate, radar image generated is clear.

R2, longitudinal survey line is arranged: the longitudinal survey line parallel along tunnel direction arrangement multiple groups, the longitudinal direction survey line includes vault Center line, and the vault center line left and right sides spacing be 0.5m~1.0m two lines.Using each tunnel when surveying Road section is no less than 5 measuring points.It needs to be determined that longitudinal survey line or measuring point should be encrypted when filling cavity range；Disease seriously Section increases by 2 or more longitudinal surveys line within the scope of vault.

R3, open detections of radar equipment, it is ensured that the detections of radar equipment is working properly, and keep movement speed 3~ 5km/h；When areal survey, adjacent measuring section connector repeat length is not less than 1m；According to detections of radar equipment return signal, Judge concrete defect.

In the present embodiment, there is cavity peeling chip off-falling and directly jeopardizes traffic safety, but lining cutting in tunnel vault lining concrete Internal disease is hidden, can not be found by naked eyes, can effectively find the hidden danger such as lined internal cavity by manually tapping, and to nothing Damage detection data is targetedly verified.

The percussion detection method (Q) specifically includes:

Q1, preparation work rack.

Using every mould two lining concrete as an operation unit, an operation unit is constructed in two sub-sections, often 6 meters of job step, operation platform is walked in place according to end construction joint, while meeting working space, guarantees operation platform two Reserved safe space is held, guarantees operating personnel's safety.Check whether rack safety alarm device is complete, and whether warning lamp is just normally opened It opens.

Q2, operating area mark.

It (is determined by two lining formwork jumbo vault longitudinal direction construction joints) by benchmark line of vault center line, to two sides every 70cm Subregion is carried out, while being labeled with white chalk, operating personnel presses subregion hanging wire and carries out longitudinal S shape detection work in detection process Industry carries out percussion detection to keystone.

Q3, percussion detection is carried out to vault area.

Keystone be emphasis position, construction is responsible for by class monitor and group leader or the higher personnel of professional skill, in principle everyone Beating position does not do and transfers easily.The doubtful problem area that sound oppressiveness is met during tapping, it is true with sanguine intersection hanging wire Fixed doubtful problem area range.Operating personnel fills in percussion construction note table according to project amount is actually accomplished after percussion, in detail It records each region and taps personnel, and Signature Confirmation.

Q4, reinspection is tapped.

Oneself inspection position is rechecked by quality inspection engineer, supervising engineer, sampling observation ratio is 20% (1 meter of plum blossom of spacing Shape taps): doubtful problem area determines that region extends out 1.5 meters of 100% reinspection of range progress according to teams and groups, appraises and decides doubtful problem area Range.Fill in tunnel-liner and manually tap inspection table, the quality inspection engineer of unit in charge of construction, supervisor supervising engineer, complete Portion taps the Signature Confirmation of inspection personnel scene.

Q5, the reinspection of doubtful problem area.

To the doubtful problem area of initial survey is tapped, grid, ordinate alphabetical " A, B, C " mark are established by 2 meters of spacing, horizontal line is used " 1,2,3 " mark；Doubtful problem area is rechecked using geological radar, according to geological radar determine every problem parameter, Determine whether to be detected again in such a way that individual event is verified in drilling, coring, windowing or is combined.

In detections of radar method (R) and after tapping detection method (Q) implementation, doubtful or identification has the ground of leakiness and cavity Side measures leakiness thickness degree and empty size, then detects tunnel vault lining concrete by punching detection method Quality.

In the present embodiment, the punching detection method (D) is specifically included:

D1, preparation work rack.

Operation platform is placed in the underface for needing bore position, while meeting working space, guarantees operation post Safe space is reserved at frame both ends, guarantees operating personnel's safety.Check whether rack safety alarm device is complete, and whether just warning lamp It is normally open.

In the present embodiment, the bore position is true according to the defect area that detections of radar method and percussion detection method are confirmed It is fixed；In the center drill centers for the defect area that detections of radar method and percussion detection method are confirmed, on the periphery of the centre bore Around 4 edge holes of the centre drill；If two lining concrete thickness of edge hole location are less than 20cm or lower than setting The 50% of thickness is counted, then is needed centered on the edge hole, drilling is diffused around the edge hole until meeting two Concrete thickness is served as a contrast to be more than or equal to 20cm and be more than or equal to the 50% of design thickness；Moreover, bore position should avoid it is internal pre-buried Part and reinforcing bar etc.；Splash guard cannot be centainly punched in boring procedure.

D2, bore operation is carried out to two lining concrete using electric hammer.

Boring procedure can be with Automatic Control: can be automatically stopped, be needed at this time again when encountering reinforcing bar in boring procedure Change place drilling；Penetration rate can be reduced automatically by encountering the biggish concrete of hardness, and drilling machine is avoided to overheat；It encounters loose Concrete can accelerate penetration rate automatically, save drilling time；The feelings such as drill bit locking, bit freezing are likely encountered in boring procedure Condition can be automatically stopped, prevent drilling machine from burning；It when drill bit reaches waterproof Board position, can be automatically stopped, avoid to beat and prevent thoroughly Water plate causes the serious consequences such as leak.

Boring procedure also being capable of manual control: can manually adjust penetration rate, artificial setting drills through depth, can be same One position carries out gradation, layering drilling.

And the bore angle of drilling machine is adjustable, to adapt to for vault inclined drill requirement.

D3, leakiness layer determine.

According to the sound of electric hammer in boring procedure, the electric current of penetration rate and electric hammer determines whether two lining concrete are close It is real.

D4, depth measurement of coming to nothing.

It is filled in using tape measure or other measuring tools in the hole for the two lining concrete punched, measures two lining coagulation herein Native bottom end to two lining concrete tops distance L1, then measure herein two lining concrete bottom ends to splash guard distance L2, then Empty depth is L=L2-L1.

Alternatively, have the place of leakiness and cavity in doubtful or identification in detections of radar method and after tapping detection method, Leakiness thickness degree and empty size can be measured using core detection method (X), two lining concrete strengths are examined It surveys.

In the present embodiment, the core detection method (X) includes:

X1, preparation work rack

Operation platform is placed in the underface for needing coring position, while meeting working space, guarantees operation post Two sections of reserved safe spaces of frame guarantee operating personnel's safety.Check whether rack safety alarm device is complete, and whether just warning lamp It is normally open.

X2, coring

Bore operation is carried out to two lining concrete using corning machine, takes the core sample of certain depth, or directly drill through two linings Concrete coring.

X3, leakiness layer determine

According in boring procedure, the electric current of speed and corning machine in location of the coring procedure determines whether two lining concrete are close It is real.Finally taken out core sample is observed and detected.

X4, depth measurement of coming to nothing

It can detecte out depth of coming to nothing when for drilling through two lining concrete corings, using tape measure or other measuring tools It fills in the hole for the two lining concrete punched, measures the distance L1 of two lining concrete bottom ends to two lining concrete tops herein, It measures again and two serves as a contrast concrete low sides to the distance L2 of splash guard herein, then empty depth is L=L2-L1.

The length L3 for measuring core sample can also be used, then measure herein two lining concrete bottom ends to splash guard distance L2, then empty depth is L=L2-L3.

X5, to corning machine take out concrete intensity and homogeneity measure.

Wherein, the intensity of the concrete includes compression strength and cleavage strength.

S20, different treatment measures are used for different concrete defects.

Specifically, it classification 1: in the concrete for having reinforcing bar, when two lining concrete thickness are more than or equal to 5cm, adopts It is repaired with the grouting process that comes to nothing (T)；When two lining concrete thickness be less than 5cm, and cyst areas be less than or equal to 2m² When, sizing process (M) is molded into using band and is repaired；When two lining concrete thickness be less than 5cm, and cyst areas be greater than 2m²When, it adopts Sizing process (F) is molded into segmentation band or layering spray furnace technique (C) is repaired.

Classification 2: in non-reinforced concrete, when the thickness of two lining concrete is more than or equal to 10cm, using de- Empty grouting process is repaired；When the thickness of two lining concrete is less than 10cm, and the area in cavity is less than or equal to 2m² When, sizing process is molded into using band and is repaired；When two lining concrete thickness be less than 10cm, and cavity area be greater than 2m²When, Sizing process is molded into using segmentation band or layering spray furnace technique is repaired.

Classification 3: when concrete density is lower than preset a certain threshold value, i.e. concrete density is poor；Or concrete Intensity be lower than preset a certain threshold value, i.e., the intensity of concrete be lower than design requirement (" railway operation tunnel-liner security level Evaluation temporary provisions " (iron transport letter [2004] 174) give thickness of tunnel linings, concrete strength defect and tunnel-liner back After have cavity or backfill leakiness etc. Construction defects evaluation index)；Or this region inner concrete crack is dangerous crack When (such as fracture width is greater than 0.3mm, or through the crack of entire lining thickness), the concrete chisel removal in the region uses Coming to nothing, grouting process (T), band are molded into sizing process (M), segmentation band is molded into sizing process (F) or layering spray furnace technique (C) is to sky The part in hole is administered.

In the present embodiment, the grouting process that comes to nothing (T) is specifically included:

T1, come to nothing position and range of coming to nothing are verified, by detections of radar method and taps detection method, it is basic to determine that lining cutting is thick Boundary more than 5cm (armored concrete) or 10cm (mass concrete) is spent, determines that lining cutting is come to nothing side using hole knockout Edge and different location lining thickness；

T2, injected hole and gas vent, setting 6 or more injected hole and 4 gas vents are beaten in former lining concrete.

T3, expansion Grouting Pipe 1 is inserted into the injected hole in T2 step, the expansion Grouting Pipe 1 is fixed on described In injected hole；Wheel disc 4 is turned, so that fastening screw 3 rotates, and pulls the conehead 2 to move, makes to expand the expansion of Grouting Pipe 1；Instead Direction turns wheel disc 4 and unloads fastening screw, expands Grouting Pipe 1 at this time and is installed, and expansion Grouting Pipe 1 is kept to expose outside lining cutting Length 10cm.

Will expansion Grouting Pipe when being fixed on the injected hole, can first spreading glue in the injected hole described in T2, wait until It is bonded glue curing, is bonded in the injected hole so as to expand Grouting Pipe.

T4, intelligent micro-destabilization slip-casting management system is set, wherein the intelligence micro-destabilization slip-casting management system includes host And multiple displacement sensors.

The multiple displacement sensor can using model TR-0010 linear displacement transducer (range: 0-10mm, Precision :≤± 0.0001mm), the linear displacement transducer is connected on resistance-type potentiometer (model SC2-A0-G), with When the linear displacement transducer detects tunnel deformation, resistance-type potentiometer can be made to generate resistance variations, and pass through Electric current on the resistance-type potentiometer changes.

First data acquisition device is connected to resistance-type potentiometer and host, by the electricity of the resistance-type potentiometer The host is transferred to after flow data amplification；In the present embodiment, the model TPC1071Gi of the host, first data The model DAQM4202 of acquisition device；The host can be connect by 485 buses with the first data acquisition device.

In the present embodiment, the quantity of institute's displacement sensors is 6, and institute's displacement sensors and resistance-type potentiometer are one by one It is correspondingly arranged；6 resistance-type potentiometers are connected to same first data acquisition device.

The model ZM-CL20 of the vibrating sensor, the vibrating sensor are connected by the second data acquisition device In the host, the present embodiment, second data acquisition device is identical as the structure of first data acquisition device.

The host is connected to three color audible-visual alarm lamps by relay, to control the three colors acousto-optic by the host Alarm lamp.

The host acquires displacement sensor (range: 0-10mm, precision :≤± 0.0001mm) and shock sensor in real time The data of (0-20mm/s), are handled.When the displacement data detected be more than move up and down 0.5mm when, host control after Electric appliance movement, so that three color audible-visual alarm lamps issue red alarm；Otherwise, green light normally flashes.

During actual monitoring, since displacement sensor precision is high, can scrape because of wind causes scaffold or bracket to shake It is dynamic, generate interference.In order to exclude these interference, increase has vibrating sensor.Vibration degree in special measurement monitoring process.Such as Fruit is to cause velocity of vibration to be greater than 5mm/s because wind scrapes, it is determined that invalid data, does not occur reaching alarm threshold value Alarm.

Specifically, multiple displacement sensors are arranged within the scope of distance expansion Grouting Pipe 50cm-1000cm, arrange quantity No less than 1, the position specifically arranged can be concrete defect or weak link, such as construction joint, distress in concrete, coagulation Soil thickness deficiency, concrete comb pitted skin etc..

The intelligence micro-destabilization slip-casting management system can be during slip casting, the change in displacement of real-time monitoring concrete, The data of record monitoring in real time, the curve of real-time display monitoring.The deformation threshold value that concrete is arranged is 0.1-3mm, when detecting After the displacement of concrete reaches threshold value, needs to reduce injection speed or stop slip casting.

Wherein, in T5, slurrying is accomplished in the following manner: according to material mix proportion, calculating the slip casting material in every barrel of slurry Doses and batched water, and use the dedicated utensil storage mixing water that is filled with water；Blender is started, the slip casting material of half is first added Material, starts blanking vibrating motor, whole mixing waters is then added, and is further continued for that the other half injecting paste material is added, stirs 2~3min (or in accordance with equipment operation instruction), stirs into uniform slurry.Cement slurry preparing barrel discharge gate is opened, slurry is made quickly to flow out to storage Slurry bucket is then shut off cement slurry preparing barrel discharge gate.

In T5, after slurry is put into slurry storing tank, high-pressure slip-casting pipe is put into draining furrow rim or the plastic barrel got ready, Start grouting pump, after the water in tube body is all squeezed out, stops grouting pump.

High-pressure slip-casting pipe tube head is promoted onto scaffold or lift truck, is connect with expansion Grouting Pipe.And by high pressure injection Slurry pipe is fixed on trolley, and overhanging portion is fixed to scaffold or lift truck side.

Start grouting pump, starts slip casting.

During slip casting, slip casting pressure vault: 0.1~0.3MPa of first pressing, 0.4~0.5MPa of final pressure；Grout spreading range: Not less than 1.0m；

Terminate slip casting.Injected hole is vented and observes each other pipeline, starches or when adjacent injected hole continuously overflows in whole grouting pressure When lower injected hole stops midge, slip casting can be stopped.

Moreover, in T5 further include: cleaning grouting pump and grouting pipe:

The injecting paste material being not used is withdrawn into dry place storage by a, and takes necessary isolation and moisture preventive measure.

B has pumping equipment in tunnel, and slurrying slip casting machine, grouting pipe can be cleaned in tunnel；Tunnel is without pumping equipment , equipment is drawn to designated position outside tunnel and carries out equipment cleaning.

C dismantles slip casting connector, and blocks gingival cyst of mucous gland in the newborn button Grouting Pipe, mortar leakage prevention in time using ball valve etc..

Wherein, in T5, when reach authorized pressure and slurries pressure not into when, it is believed that the hole is already filled with, after mud jacking, first It is shut down again after closing aperture gate valve, without anti-slurry i.e. dismountable aperture gate valve in hole, after grouting, after evacuation aperture internal water accumulation dirt Sealing of hole simultaneously smoothes out, and injected hole packing is closely knit.

After each slip casting, Grouting Pipe is rinsed using high pressure water, it is ensured that next slip casting is unimpeded.

When front aperture is perfused, pays attention to observing hole below, if any grout phenomenon, with stopper temporary plugging, wait fill to regulation pressure Power, continuing pressure maintaining 5 minutes sealing of hole and can move hole next hole is perfused.

The band is molded into sizing process (M) and specifically includes:

M1, come to nothing position and range of coming to nothing are verified, it is basic to determine that lining cutting is thick by tapping detection method and punching detection method Boundary more than 5cm (armored concrete) or 10cm (mass concrete) is spent, determines that lining cutting is come to nothing side using hole knockout Edge and different location lining thickness.

M2, cutting concrete is carried out on the boundary of reinforced concrete soil thickness 5cm or so, avoids damage to bar construction and destruction The concrete not cut off；The fixed protection steel wire on framework of steel reinforcement is cut.

M3, according to lining cutting actual (real) thickness and size and location of coming to nothing, determine drilling hole amount, beat injected hole in former lining cutting And gas vent, expansible anchor curable type Grouting Pipe is installed in the injected hole, it is long that the expansible anchor curable type Grouting Pipe exposes outside lining cutting Spend 10cm；In the present embodiment, 6 or more injected holes and 4 gas vents can be made a call to；Moreover, when being not achieved in framework of steel reinforcement density The position of design requirement carries out bar planting operation using anchoring adhesive, forms framework of steel reinforcement.

When expansible anchor curable type Grouting Pipe is installed, first expansion Grouting Pipe 1 can be inserted into the injected hole in M3 step, it will The expansion Grouting Pipe 1 is fixed in the injected hole；Wheel disc 4 is turned, so that fastening screw 3 rotates, and pulls the conehead 2 Movement makes to expand the expansion of Grouting Pipe 1；Opposite direction turns wheel disc 4 and unloads fastening screw, expands Grouting Pipe 1 at this time and is installed, and Expansion Grouting Pipe 1 is kept to expose outside adjoining rock 10cm.

Will expansion Grouting Pipe when being fixed on the injected hole, can first spreading glue in the injected hole described in M3, wait until It is bonded glue curing, is bonded in the injected hole so as to expand Grouting Pipe.

M4, the reinforced mesh that 10mm × 10mm is bound on framework of steel reinforcement；The fixation of reinforced mesh, using tied silk and reinforcing bar Skeleton carries out binding connection, and the reinforcing bar of reinforced mesh is with ribbing using HRB335 second levelReinforcing bar；Or use steel wire Piece, alkali-resistant glass fibre mesh sheet, carbon fibre web etc.；

M5, gradation slip casting is first carried out using slip casting binder to lower than window minimum position, slip casting height is most lower than window Stop after the 10cm of lower curtate position.

M6, template is set according to cut edge, window position is fixed using plank sheathing or high strength alumin ium alloy template, is anchored On the concrete at design thickness position；And it is fixed in outside plus arch；It is supported using scaffold.

Intelligent micro-destabilization slip-casting management system is also set up before slip casting simultaneously, wherein the intelligence micro-destabilization slip-casting management System intelligent micro-destabilization slip-casting management system as described in T4, this is no longer going to repeat them.

Institute's displacement sensors are installed within the scope of distance expansion Grouting Pipe 50cm-1000cm, and arrangement quantity is no less than 1 A, position is concrete defect or weak link, and such as construction joint, distress in concrete, concrete thickness is insufficient, concrete comb fiber crops Face etc..

The intelligence micro-destabilization slip-casting management system can be during slip casting, the change in displacement of real-time monitoring concrete, The data of record monitoring in real time, the curve of real-time display monitoring.When displacement sensor is arranged on concrete, concrete is set Deformation threshold value be 0.1-3mm, after the displacement for detecting concrete reaches threshold value, need to reduce injection speed or stop note Slurry.When displacement sensor is arranged in template, the deformation threshold value of template is set as 0.1-5mm, when the displacement for detecting template After reaching threshold value, needs to reduce injection speed or stop slip casting.

Slip casting is carried out using no less than 1 pressure dual control slip casting machine simultaneously, used slip casting binder is double quick type note Binder is starched, for the first time slip casting thickness 10-30cm, reaches form removal and scaffold after conserving 1 hour after setting thickness, or will Template is temporarily anchored on concrete, and slip casting is fully completed is removed again；

The double quick type slip casting binder is in addition to the mechanical property with superelevation, superpower mobile performance and micro-expansibility Energy；The slip casting binder and secondary lining concrete have excellent binding force, can form a continuous entirety, also simultaneously Possess super early setting time, and super early intensity early period.

The double quick type slip casting binder is made of powder and liquid material, and powder includes each component of following parts by weight: sulphur aluminium 500-1000 parts of acid salt cement；500-1000 parts of quartz sand；0.5-10 parts of accelerator (lithium carbonate, the lithium salts such as lithium nitrate)；Slow setting 0.5-10 parts of agent (citric acid, tartaric acid etc.)；0.1-5 parts of defoaming agent；Water-reducing agent (naphthalene water reducer, polycarboxylate water-reducer) 0.5- 10 parts.

Liquid material includes each component of following parts by weight: lotion (styrene/acrylic class, epoxy resin, polyurethane) 500-1000 parts；500-1000 parts of pure water；0.1-5 parts of defoaming agent；0.5-10 parts of thickener (cellulose, starch ether etc.)；Profit Humectant (a kind of surfactant, with excellent low bubble and wetability (even in containing electrolyte solution formula)) 0.5- 10 parts.

Powder and the mass ratio of liquid material are 100:18-24 when use, so that the double quick type slip casting binder Performance is as shown in Table 1:

The performance of one double quick type slip casting binder of table

M7, remaining hollow sectors gradation slip casting.

The segmentation band is molded into sizing process (F) and specifically includes:

F1, come to nothing position and range of coming to nothing are verified in detail, by detections of radar method, taps detection method and/or punching detection Method determines that lining cutting is come to nothing edge and different location lining thickness, delimits the boundary that lining thickness is 10cm.

F2, cutting concrete is carried out on the boundary of concrete thickness 10cm or so, is determined before cutting with reinforced bar detection instrument The circumferential and longitudinal position of reinforcing bar avoids damage to bar construction and destroys the concrete for not needing excision.

At this point, first cutting concrete when cutting thickness is more than 5cm, electric hammer crushing and clearing is used afterwards, to prevent from destroying steel Muscle；Then simple dabbing processing is carried out to concrete shiny surface, and is rinsed with hydraulic giant.

Being directed to area is more than 2m²Macroscopic-void, first carry out bar planting or anchor pole and fix, then branch tears open from the bottom to top It removes, i.e., when cutting concrete, the thickness of branch's excision from bottom to top is lower than the concrete of construction thickness requirement.Each mortar depositing construction Form height be no more than 50cm, radical length be no more than 150cm；

F3, injected hole, setting 6 or more injected hole (while doubling as being gas vent) are opened up in former lining concrete；Position It sets and is distributed in other than rejected region outer circumference 50cm (position that concrete thickness is not less than 35cm), pitch of holes 80-100cm.

Expansion Grouting Pipe 1 (can expand Grouting Pipe using gingival cyst of mucous gland in the newborn button-type) is inserted into the injected hole in F3 step, it will The expansion Grouting Pipe 1 is fixed in the injected hole；Wheel disc 4 is turned, so that fastening screw 3 rotates, and pulls the conehead 2 Movement makes to expand the expansion of Grouting Pipe 1；Opposite direction turns wheel disc 4 and unloads fastening screw, expands Grouting Pipe 1 at this time and is installed, and Expansion Grouting Pipe 1 is kept to expose outside adjoining rock 10cm.

The position of design requirement is not achieved in framework of steel reinforcement density, bar planting operation is carried out using anchoring adhesive, forms reinforcing bar Frame.

Will expansion Grouting Pipe when being fixed on the injected hole, can first spreading glue in the injected hole described in F3, wait until It is bonded glue curing, is bonded in the injected hole so as to expand Grouting Pipe.

F4, the reinforced mesh that 10mm × 10mm is bound on framework of steel reinforcement；The fixation of reinforced mesh, using tied silk and reinforcing bar Skeleton carries out binding connection, and reinforced mesh reinforcing bar is with ribbing using HRB335 second levelReinforcing bar；Or use steel fabric sheet, Alkali-resistant glass fibre mesh sheet, carbon fibre web etc..

F5, slip casting binder is first used to carry out gradation slip casting to lower than the minimum position of window, slip casting height is most lower than window Stop after the 10cm of lower curtate position；

F6, slip casting is carried out respectively outside window longitudinal direction two sides 3m, the position slip casting of coming to nothing of window periphery is full.

Direct slip casting is taken in F7, the position of coming to nothing for being more than 10cm to lining thickness.

F8, template is set according to cut edge, window position is fixed using plank sheathing or high strength alumin ium alloy template, is anchored On the concrete at design thickness position；And it is fixed in outside plus arch；It is supported using scaffold；Template is set up every time Length in 2-4m, width becomes a small window in 30-100cm, that is, by big lining cutting window.

Also set up intelligent micro-destabilization slip-casting management system, wherein intelligence the micro-destabilization slip-casting management system such as institute in T4 The intelligent micro-destabilization slip-casting management system stated, this is no longer going to repeat them.

Institute's displacement sensors are installed within the scope of distance expansion Grouting Pipe 50cm-1000cm, and arrangement quantity is no less than 1 A, position is in concrete defect or weak link and template, and such as construction joint, distress in concrete, concrete thickness is insufficient, mixed Solidifying soil voids and pits etc..

The intelligence micro-destabilization slip-casting management system is during slip casting, the change in displacement of real-time monitoring concrete, in real time Record the data of monitoring, the curve of real-time display monitoring；When displacement sensor is arranged on concrete, the change of concrete is set Shape threshold value is 0.1-3mm, after the displacement for detecting concrete reaches threshold value, needs to reduce injection speed or stops slip casting； When displacement sensor is arranged in template, the deformation threshold value of template is set as 0.1-5mm, when the displacement for detecting template reaches After threshold value, needs to reduce injection speed or stop slip casting.

Slip casting is carried out using no less than 1 pressure dual control slip casting machine simultaneously, used slip casting binder is double quick type note Binder is starched, slip casting height stops slip casting after being lower than the minimum position 10cm of window, then form removal and foot hand after conserving 1 hour Frame, or template is temporarily anchored on concrete, slip casting is fully completed is removed again；The double quick type slip casting binder is such as Upper described, this is no longer going to repeat them.

The layering spray furnace technique (F) specifically includes:

C3, the place sprayed is being needed to carry out spraying interfacial agents, such as acrylic emulsion class, cement base, epoxies.

S30, tunnel defect administer after the completion of, carry out secondary detection, thus check entire tunnel concrete whether also Existing defects.

In the present embodiment, method used by the secondary detection is identical as S10, if secondary detection result be tunnel not Existing defects then terminate this reparation；If testing result is that there is also defects, according to the step in S20 to secondary detection Obtained tunnel defect is repaired again, until defect is not present in tunnel.

The tunnel defect administering method of the present embodiment by the detection to tunnel defect, and is directed to the difference of the defect, Different repair modes is formulated, realizes the reparation to tunnel defect.

The sequencing of above embodiments is not only for ease of description, represent the advantages or disadvantages of the embodiments.

Finally, it should be noted that the above embodiments are merely illustrative of the technical solutions of the present invention, rather than its limitations；Although Present invention has been described in detail with reference to the aforementioned embodiments, those skilled in the art should understand that: it still may be used To modify the technical solutions described in the foregoing embodiments or equivalent replacement of some of the technical features； And these are modified or replaceed, technical solution of various embodiments of the present invention that it does not separate the essence of the corresponding technical solution spirit and Range.

Claims

1. a kind of tunnel defect administering method characterized by comprising

S20, different treatment measures are used for different concrete defects；

Wherein, the different treatment measures include: come to nothing that grouting process, band are molded into sizing process, segmentation band is molded into sizing process and/ Or layering spray furnace technique.

2. defect administering method in tunnel according to claim 1, which is characterized in that S20 specifically: in the coagulation for having reinforcing bar In soil, when two lining concrete thickness are more than or equal to 5cm, using coming to nothing, grouting process is repaired；When two lining concrete Thickness is less than 5cm, and cyst areas is less than or equal to 2m²When, sizing process is molded into using band and is repaired；When two lining concrete Thickness is less than 5cm, and cyst areas is greater than 2m²When, sizing process is molded into using segmentation band or layering spray furnace technique is repaired It is multiple；

In non-reinforced concrete, when the thickness of two lining concrete is more than or equal to 10cm, using the grouting process that comes to nothing It is repaired；When the thickness of two lining concrete is less than 10cm, and the area in cavity is less than or equal to 2m²When, using band mould Grouting process is repaired；When two lining concrete thickness be less than 10cm, and cavity area be greater than 2m²When, using segmentation band It is molded into sizing process or layering spray furnace technique is repaired；

When concrete density is lower than preset a certain threshold value；Or the intensity of concrete is lower than design requirement；Or this region When inner concrete serious cracking, the concrete chisel removal in the region is carried out according to the processing method in cavity.

3. defect administering method in tunnel according to claim 1, which is characterized in that in S10, using detections of radar method, strike The lining concrete for hitting detection method, punching one of detection method and core detection method or a variety of pairs of tunnels detects.

4. defect administering method in tunnel according to claim 3, which is characterized in that the detections of radar method includes:

R1, field calibration is done to the relative dielectric constant or velocity of EM-waves of tunnel vault lining concrete, obtains opposite dielectric The calibration value of constant calibration value and velocity of EM-waves；

R2, longitudinal survey line along tunnel direction arrangement multiple groups in parallel, the longitudinal direction survey line includes vault center line, and described The left and right sides spacing of vault center line is 0.5m~1.0m two lines；Or each tunnel cross-section is no less than 5 measuring points；

R3, detections of radar equipment is opened, it is ensured that the detections of radar equipment is working properly, and keeps movement speed in 3~5km/h； When areal survey, adjacent measuring section connector repeat length is not less than 1m；According to the signal that detections of radar equipment returns, judgement is mixed Solidifying soil defect:

Wherein, when signal amplitude is weaker, reflects signal even without interface, it is judged as concrete compaction；When filling bed boundary Reflection signal lineups be in diffraction arc, and it is discontinuous, when relatively dispersing, be judged as concrete leakiness；When filling bed boundary It is strong to reflect signal, three vibration Xiang Mingxian still there are a strong reflection interface signals in its underpart, when path difference is larger when two groups of signals, are judged as Concrete porosity.

5. defect administering method in tunnel according to claim 3, which is characterized in that the percussion detection method includes:

Q1, preparation work rack: using every mould two lining concrete as an operation unit, in two sub-sections by an operation unit It constructs, operation platform is walked in place according to end construction joint；Check whether rack safety alarm device is complete, and warning lamp is It is no normally-open；

Q2, operating area mark: using vault center line as benchmark line, to two sides every 70cm carry out subregion, while with white powder Pen is labeled, and operating personnel presses subregion hanging wire and carries out longitudinal S shape detection operation in detection process, is tapped to keystone Detection；

Q3, percussion detection is carried out to vault area: keystone is responsible for construction by class monitor and group leader or the higher personnel of professional skill；It taps The doubtful problem area for meeting sound oppressiveness in the process determines doubtful problem area range with sanguine intersection hanging wire；Tap knot Operating personnel fills in percussion construction note table according to project amount is actually accomplished after beam, records each region in detail and taps personnel, and signs Confirmation；

Q4, it taps reinspection: oneself inspection position being rechecked by quality inspection engineer, supervising engineer, sampling observation ratio is 20%: doubtful Problem area determines that region extends out 1.5 meters of 100% reinspection of range progress according to teams and groups, appraises and decides doubtful problem area range；Fill in tunnel Road lining cutting, which manually taps, checks table, quality inspection engineer, the supervising engineer of supervisor, all the percussion scrutineer of unit in charge of construction The live Signature Confirmation of member；

Q5, the reinspection of doubtful problem area: to the doubtful problem area of initial survey is tapped, establishing grid by 2 meters of spacing, ordinate with letter " A, B, C " mark, horizontal line are indicated with " 1,2,3 "；Doubtful problem area is rechecked using geological radar, is determined according to geological radar Every problem parameter, it is determined whether detected again in such a way that individual event is verified in drilling, coring, windowing or is combined；

And/or the punching detection method includes:

D1, preparation work rack: operation platform is placed in the underface for needing bore position；Check rack safety alarm device Whether complete, whether warning lamp is normally-open；

D2, carry out bore operation to two lining concrete using electric hammer: the bore position is according to detections of radar method and taps detection The defect area that method is confirmed determines；At the centre drill center for the defect area that detections of radar method and percussion detection method are confirmed Hole surrounds 4 edge holes of the centre drill on the periphery of the centre bore；If two lining Concrete Thicks of edge hole location Degree is less than 20cm or lower than the 50% of design thickness, then needs centered on the edge hole, around the edge hole into Row diffusion drilling is until two lining concrete thickness of satisfaction are more than or equal to 20cm and are more than or equal to the 50% of design thickness；Bore position It should avoid internal built-in fitting and reinforcing bar etc.；Splash guard cannot be centainly punched in boring procedure；

D3, leakiness layer determine: according to the sound of electric hammer in boring procedure, the electric current of penetration rate and electric hammer determines two linings Whether concrete is closely knit；

D4, depth measurement of coming to nothing: it is filled in using tape measure in the hole for the two lining concrete punched, measures two lining concrete bottom herein Hold to two lining concrete tops distance L1, then measure herein two lining concrete bottom ends arrive splash guard distance L2, then cavity Depth is L=L2-L1.

6. defect administering method in tunnel according to claim 3, which is characterized in that the core detection method includes:

X1, preparation work rack: operation platform is placed in the underface for needing coring position；Check rack safety alarm device Whether complete, whether warning lamp is normally-open；

X2, coring: bore operation is carried out to two lining concrete using corning machine, takes the core sample of certain depth, or directly Drill through two lining concrete corings；

X3, leakiness layer determine: according in boring procedure, the electric current of speed and corning machine in location of the coring procedure determines two linings Whether concrete is closely knit, and finally taken out core sample is observed and detected；

X4, depth measurement of coming to nothing: depth of coming to nothing is detected when for drilling through two lining concrete corings, is filled in and is punched using tape measure Two lining concrete hole in, measure two lining concrete bottom ends herein and then measured to the distance L1 on two lining concrete tops Two lining concrete low sides are to the distance L2 of splash guard herein, then empty depth is L=L2-L1；Or it uses and measures core sample Length L3, then measure and two serve as a contrast concrete bottom ends to the distance L2 of splash guard herein, then empty depth is L=L2-L3.

7. defect administering method in tunnel according to claim 1, which is characterized in that the grouting process that comes to nothing includes:

T1, come to nothing position and range of coming to nothing are verified, by detections of radar method and taps detection method, determines that lining thickness is more than The boundary of 5cm or 10cm determines that lining cutting is come to nothing edge and different location lining thickness using hole knockout；

T3, expansion Grouting Pipe 1 is inserted into the injected hole in T2 step, and expansion Grouting Pipe 1 is kept to expose outside adjoining rock 10cm；

T4, intelligent micro-destabilization slip-casting management system is set, wherein the intelligence micro-destabilization slip-casting management system include host and The multiple displacement sensors connecting with the host, the multiple displacement sensor are arranged on distance expansion Grouting Pipe 50cm- Within the scope of 1000cm, and it is disposed in concrete defect or weak link；The intelligence micro-destabilization slip-casting management system is in slip casting In the process, the change in displacement of real-time monitoring concrete, the data of record monitoring in real time, the curve of real-time display monitoring；Setting is mixed The deformation threshold value for coagulating soil is that 0.1-3mm needs to reduce injection speed or stop after the displacement for detecting concrete reaches threshold value Only slip casting；

T5, it takes slip casting binder to carry out substep delamination pour slurry method, is no more than 10cm according to each slip casting thickness, when two linings are mixed Solidifying soil thickness is disposably filled more than after design thickness.

8. defect administering method in tunnel according to claim 1, which is characterized in that the band is molded into sizing process and includes:

M1, come to nothing position and range of coming to nothing are verified, by tapping detection method and punching detection method, determines that lining thickness is more than The boundary of 5cm or 10cm determines that lining cutting is come to nothing edge and different location lining thickness using hole knockout；

M2, cutting concrete is carried out on the boundary of reinforced concrete soil thickness 5cm or so, avoids damage to bar construction and destroy do not cut The concrete removed；The fixed protection steel wire on framework of steel reinforcement is cut；

M3, according to lining cutting actual (real) thickness and size and location of coming to nothing, determine drilling hole amount, beat injected hole and row in former lining cutting Stomata, installs expansible anchor curable type Grouting Pipe in the injected hole, and the expansible anchor curable type Grouting Pipe exposes outside adjoining rock 10cm；

M4, the reinforced mesh that 10mm × 10mm is bound on framework of steel reinforcement；Reinforced mesh and framework of steel reinforcement are carried out using tied silk Binding connection, reinforced mesh reinforcing bar are with ribbing using HRB335 second levelReinforcing bar, steel fabric sheet, alkali-resistant glass fibre mesh sheet Or carbon fibre web；

M5, gradation slip casting is first carried out using slip casting binder to lower than window minimum position, slip casting height is lower than window lowest part Stop after the 10cm of position；

M6, template is set according to cut edge, window position is fixed using plank sheathing or high strength alumin ium alloy template, is anchored at and sets On the concrete for counting thickness position；And it is fixed in outside plus arch；It is supported using scaffold；

Intelligent micro-destabilization slip-casting management system is set, wherein the intelligence micro-destabilization slip-casting management system include host and with Multiple displacement sensors of the host connection, the multiple displacement sensor are arranged on distance expansion Grouting Pipe 50cm- Within the scope of 1000cm, and it is disposed in concrete defect or weak link and template；The intelligence micro-destabilization slip-casting management System is during slip casting, the change in displacement of real-time monitoring concrete, the data of record monitoring in real time, the song of real-time display monitoring Line；

When displacement sensor is arranged on concrete, the deformation threshold value that concrete is arranged is 0.1-3mm, when detecting concrete Displacement reach threshold value after, need to reduce injection speed or stop slip casting；When displacement sensor is arranged in template, setting The deformation threshold value of template is that 0.1-5mm needs to reduce injection speed or stopping after the displacement for detecting template reaches threshold value Slip casting；

Slip casting is carried out simultaneously using double quick type slip casting binder using no less than 1 pressure dual control slip casting machine, for the first time slip casting thickness 10-30cm reaches form removal and scaffold after conserving 1 hour after setting thickness, or template is temporarily anchored at concrete On, slip casting is fully completed is removed again；

9. defect administering method in tunnel according to claim 1, which is characterized in that the segmentation band is molded into sizing process packet It includes:

F1, come to nothing position and range of coming to nothing are verified in detail, by detections of radar method, taps detection method and/or punching detection method, really Determine lining cutting to come to nothing edge and different location lining thickness, delimits the boundary that lining thickness is 10cm；

F2, cutting concrete is carried out on the boundary of concrete thickness 10cm or so, determines reinforcing bar with reinforced bar detection instrument before cutting Circumferential and longitudinal position avoids damage to bar construction and destroys the concrete for not needing excision；

F3, injected hole, setting 6 or more injected hole are opened up in former lining concrete；Position distribution is outer around rejected region Other than the 50cm of side, pitch of holes 80-100cm；The expansion Grouting Pipe is fixed in the injected hole；And keep expansion Grouting Pipe 1 exposes outside adjoining rock 10cm；

F4, the reinforced mesh that 10mm × 10mm is bound on framework of steel reinforcement；The fixation of reinforced mesh, using tied silk and framework of steel reinforcement Binding connection is carried out, reinforced mesh reinforcing bar is with ribbing using HRB335 second levelReinforcing bar, steel fabric sheet, alkali-proof glass it is fine Tie up mesh sheet or carbon fibre web；

F5, gradation slip casting is first carried out using slip casting binder to lower than window minimum position, slip casting height is lower than window lowest part Stop after the 10cm of position；

F8, template is set according to cut edge, window position is fixed using plank sheathing or high strength alumin ium alloy template, is anchored at and sets On the concrete for counting thickness position；And it is fixed in outside plus arch；It is supported using scaffold；The length of template is set up every time Degree is in 2-4m, and width is in 30-100cm；

Intelligent micro-destabilization slip-casting management system is set, the intelligence micro-destabilization slip-casting management system include host and with the master Multiple displacement sensors of machine connection, institute's displacement sensors are installed within the scope of distance expansion Grouting Pipe 50cm-1000cm, and It is arranged in concrete defect or weak link and template；

During slip casting, the change in displacement of real-time monitoring concrete records the intelligence micro-destabilization slip-casting management system in real time The data of monitoring, the curve of real-time display monitoring；

Slip casting is carried out using no less than 1 pressure dual control slip casting machine simultaneously, used slip casting binder is double quick type slip casting knot Material is closed, slip casting height stops slip casting after being lower than the minimum position 10cm of window, then form removal and scaffold after conserving 1 hour, or Template is temporarily anchored on concrete by person, and slip casting is fully completed is removed again；

F9, it repeats above operation, the window of concrete is gradually reduced, until being completely enclosed and slip casting thickness is more than 10- 30cm。

10. defect administering method in tunnel according to claim 1, which is characterized in that the layering spray furnace technique packet It includes:

If C5, a coating thickness deficiency, it is fine that reinforcing bar, steel fabric sheet, alkali-proof glass can be laid with after upper one layer of surface drying Mesh sheet or carbon fibre web are tieed up, and is fixed using expansion anchor, is then sprayed again, until meeting thickness requirement, often Secondary coating thickness is in 3-10cm.