CN117658536A - Integrated grouting material for reinforcing tunnel secondary lining and grouting method - Google Patents
Integrated grouting material for reinforcing tunnel secondary lining and grouting method Download PDFInfo
- Publication number
- CN117658536A CN117658536A CN202311546374.9A CN202311546374A CN117658536A CN 117658536 A CN117658536 A CN 117658536A CN 202311546374 A CN202311546374 A CN 202311546374A CN 117658536 A CN117658536 A CN 117658536A
- Authority
- CN
- China
- Prior art keywords
- grouting
- minutes
- parts
- pipe
- agent
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
- 239000000463 material Substances 0.000 title claims abstract description 133
- 238000000034 method Methods 0.000 title claims abstract description 98
- 230000003014 reinforcing effect Effects 0.000 title claims description 14
- 239000003795 chemical substances by application Substances 0.000 claims abstract description 71
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 31
- 239000000843 powder Substances 0.000 claims abstract description 27
- 239000004568 cement Substances 0.000 claims abstract description 21
- 230000002787 reinforcement Effects 0.000 claims abstract description 20
- 238000005336 cracking Methods 0.000 claims abstract description 19
- 239000002775 capsule Substances 0.000 claims abstract description 16
- 239000003638 chemical reducing agent Substances 0.000 claims abstract description 16
- 239000000835 fiber Substances 0.000 claims abstract description 16
- 239000004033 plastic Substances 0.000 claims abstract description 16
- 238000002156 mixing Methods 0.000 claims abstract description 12
- 239000002518 antifoaming agent Substances 0.000 claims abstract description 8
- 230000008569 process Effects 0.000 claims description 66
- 238000010276 construction Methods 0.000 claims description 35
- 239000002002 slurry Substances 0.000 claims description 24
- 239000004567 concrete Substances 0.000 claims description 21
- 229910000831 Steel Inorganic materials 0.000 claims description 19
- 239000010959 steel Substances 0.000 claims description 19
- 238000005553 drilling Methods 0.000 claims description 14
- 239000013530 defoamer Substances 0.000 claims description 8
- 239000002245 particle Substances 0.000 claims description 7
- -1 admixture Substances 0.000 claims description 6
- 230000000149 penetrating effect Effects 0.000 claims description 6
- 238000013461 design Methods 0.000 claims description 4
- 239000004744 fabric Substances 0.000 claims description 4
- 239000011440 grout Substances 0.000 claims description 4
- 238000005520 cutting process Methods 0.000 claims description 3
- 238000009434 installation Methods 0.000 claims description 2
- 239000004570 mortar (masonry) Substances 0.000 description 14
- 230000007547 defect Effects 0.000 description 5
- 238000005516 engineering process Methods 0.000 description 5
- 239000011800 void material Substances 0.000 description 5
- 238000003466 welding Methods 0.000 description 4
- 239000011796 hollow space material Substances 0.000 description 3
- 239000000203 mixture Substances 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 238000003756 stirring Methods 0.000 description 2
- 239000006004 Quartz sand Substances 0.000 description 1
- VYPSYNLAJGMNEJ-UHFFFAOYSA-N Silicium dioxide Chemical compound O=[Si]=O VYPSYNLAJGMNEJ-UHFFFAOYSA-N 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 238000004140 cleaning Methods 0.000 description 1
- 239000011362 coarse particle Substances 0.000 description 1
- 238000005056 compaction Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 201000010099 disease Diseases 0.000 description 1
- 208000037265 diseases, disorders, signs and symptoms Diseases 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000011049 filling Methods 0.000 description 1
- 238000011010 flushing procedure Methods 0.000 description 1
- 230000002045 lasting effect Effects 0.000 description 1
- 238000007726 management method Methods 0.000 description 1
- 230000008520 organization Effects 0.000 description 1
- 238000002360 preparation method Methods 0.000 description 1
- 238000004321 preservation Methods 0.000 description 1
- 230000002265 prevention Effects 0.000 description 1
- 238000004537 pulping Methods 0.000 description 1
- 230000009467 reduction Effects 0.000 description 1
- 239000004575 stone Substances 0.000 description 1
- 238000012360 testing method Methods 0.000 description 1
- 238000005406 washing Methods 0.000 description 1
Classifications
-
- C—CHEMISTRY; METALLURGY
- C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
- C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
- C04B28/00—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
-
- C—CHEMISTRY; METALLURGY
- C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
- C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
- C04B2111/00—Mortars, concrete or artificial stone or mixtures to prepare them, characterised by specific function, property or use
- C04B2111/00474—Uses not provided for elsewhere in C04B2111/00
- C04B2111/00724—Uses not provided for elsewhere in C04B2111/00 in mining operations, e.g. for backfilling; in making tunnels or galleries
-
- C—CHEMISTRY; METALLURGY
- C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
- C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
- C04B2111/00—Mortars, concrete or artificial stone or mixtures to prepare them, characterised by specific function, property or use
- C04B2111/70—Grouts, e.g. injection mixtures for cables for prestressed concrete
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02W—CLIMATE CHANGE MITIGATION TECHNOLOGIES RELATED TO WASTEWATER TREATMENT OR WASTE MANAGEMENT
- Y02W30/00—Technologies for solid waste management
- Y02W30/50—Reuse, recycling or recovery technologies
- Y02W30/91—Use of waste materials as fillers for mortars or concrete
Landscapes
- Engineering & Computer Science (AREA)
- Chemical & Material Sciences (AREA)
- Structural Engineering (AREA)
- Ceramic Engineering (AREA)
- Mining & Mineral Resources (AREA)
- Architecture (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Civil Engineering (AREA)
- Chemical Kinetics & Catalysis (AREA)
- Inorganic Chemistry (AREA)
- Materials Engineering (AREA)
- Organic Chemistry (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The present disclosure provides a one-body grouting material for tunnel secondary lining reinforcement, which includes an initial one-body grouting material and a later one-body grouting material; wherein: the primary homogeneous grouting material comprises: 500-1500 parts of cement; 100-1500 parts of admixture; 5-150 parts of rubber powder; 1-20 parts of a high-efficiency water reducing agent; 1-10 parts of anti-cracking capsules; 0.1-5 parts of defoaming agent; 0.01-2 parts of plastic expanding agent; 20-150 parts of hardening expanding agent; 0.5-10 parts of early strength agent; 0.5-5 parts of slump retaining agent; waterproof agent: 0.5-20; 0.5-5 parts of fiber; 300-1500 parts of homoaggregate; the mixing water is 0.08-0.20 times of the powder weight of the initial-stage homogeneous grouting material; the post-homobody grouting material comprises: 500-1500 parts of cement; 500-3000 parts of aggregate and 100-1500 parts of admixture; 5-150 parts of rubber powder; 1-20 parts of a high-efficiency water reducing agent; 1-10 parts of anti-cracking capsules; 0.1-5 parts of defoaming agent; 0.02-2 parts of plastic expanding agent; 20-150 parts of hardening expanding agent; 0.5-10 parts of early strength agent; 0.5-5 parts of slump retaining agent; 0.5-5 parts of fiber; the mixing water is 0.10-0.35 times of the powder. The disclosure also provides an in-body grouting method for tunnel secondary liner reinforcement.
Description
Technical Field
The disclosure relates to an integral grouting material for reinforcing a secondary lining of a tunnel and a grouting method, and belongs to the technical field of tunnel construction.
Background
Tunnel engineering is an important component of railway construction, and the number and length of tunnels put into operation are increased year by year along with the rapid development of high-speed railways in China. In tunnel engineering, lining vault emptying is one of the common defects in tunnel construction operation. The main reasons for the hollow lining vault include uneven support, concrete quality, concrete pouring mode, reserved pouring, unreasonable plugging hole arrangement and the like. Moreover, the lining vault is hollow, so that lining concrete is seriously damaged such as falling, leakage and the like, the safety performance of a tunnel can be directly influenced, and the potential safety hazard of driving is brought.
Meanwhile, the general contractor usually talks about the color change of a tunnel, is unwilling or afraid of bearing the railway tunnel, especially has extremely high defect management cost in the later period of the tunnel, and even needs to be remedied in part of projects to the operation stage. Moreover, the tunnel construction and organization difficulties are large, the hidden projects are large, and the influence on the projects is extremely large.
The grouting technology with the mold for the radial embedded RPC pipe reported by patents such as a grouting pipe 201620238606.3, a grouting machine 201920304647.1 and the like is common technological equipment in the tunnel repairing process. The new waterproof national standard GB55030-2022 and railway standard test standard require that the second lining and the waterproof board are closely adhered or closely adhered. However, the tunnel repairing process and the tunnel repairing equipment can basically prevent the occurrence of concrete void and insufficient strength of the tunnel lining vault, but the following defects are found in practical application and cannot be overcome:
(1) The injected material is a mortar material, the performance of the mortar material and the lining concrete are different to a certain extent, the elastic modulus of the mortar material is inconsistent with the elastic modulus of the concrete, the shear strength is inconsistent, the shrinkage rate is inconsistent, and layering phenomenon exists in the later stage, so that an air sound is formed; when the lining thickness is thinner, the lining is easy to crack;
(2) The mortar has small particle size, and easily penetrates through the defect part of the waterproof plate (the welding is unstable or small welding damage point exists), flows to the back of the waterproof plate, blocks the drainage blind pipe, causes unsmooth drainage, and indirectly causes tunnel seepage water disease. Secondly, the mortar has small particle size, is easy to run off at the arch part and other parts of the tunnel open end, causes the slurry of the vault to run off from the bottom, can not meet the requirement of the compaction of the vault, or has greatly reduced effect and increased cost. Through the homogeneous grouting material containing coarse aggregate, fine gaps can be blocked by the coarse particle size of the homogeneous grouting material, so that automatic slurry protection is performed, and the requirement of full vault is met.
(3) The RPC pipe used in the prior art has smaller inner diameter, and if the homobody aggregate with the diameter of more than 4.75mm which is not less than 25% is added into grouting materials, grouting construction can not be realized due to pipe blockage. In all conventional tunnel lining grouting, cement slurry or mortar is injected, and the grouting of a material having coarse aggregate which is integral with a concrete secondary lining cannot be performed, because the conventional grouting material and method are very easy to block, and the lining cavity is difficult to fill. A large concrete pump is adopted, and the lining is cracked due to overlarge pressure.
Disclosure of Invention
In order to solve one of the above technical problems, the present disclosure provides an integral grouting material and a grouting method for reinforcing a tunnel liner.
According to one aspect of the present disclosure, there is provided a one-body grouting material for tunnel secondary lining reinforcement, which includes an initial one-body grouting material before final setting of concrete and a later one-body grouting material for reaching a designed strength of concrete; wherein:
the primary homogeneous grouting material comprises: 500-1500 parts of cement; 100-1500 parts of admixture; 5-150 parts of rubber powder; 1-20 parts of a high-efficiency water reducing agent; 1-10 parts of anti-cracking capsules; 0.1-5 parts of defoaming agent; 0.01-2 parts of plastic expanding agent; 20-150 parts of hardening expanding agent; 0.5-10 parts of early strength agent; 0.5-5 parts of slump retaining agent; waterproof agent: 0.5-20; 0.5-5 parts of fiber; 300-1500 parts of homoaggregate; the mixing water is 0.08-0.20 times of the powder weight of the initial-stage homogeneous grouting material;
the post-homobody grouting material comprises: 500-1500 parts of cement; 500-3000 parts of homoaggregate and 100-1500 parts of admixture; 5-150 parts of rubber powder; 1-20 parts of a high-efficiency water reducing agent; 1-10 parts of anti-cracking capsules; 0.1-5 parts of defoaming agent; 0.02-2 parts of plastic expanding agent; 20-150 parts of hardening expanding agent; 0.5-10 parts of early strength agent; 0.5-5 parts of slump retaining agent; 0.5-5 parts of fiber; mixing water 0.10-0.35 times of the powder; the particle size range of the homoaggregate is 5-16mm; the weight of the homobody aggregate is 20-30% of the weight of the later homobody grouting material.
A homogeneous grouting material for tunnel secondary liner reinforcement according to at least one embodiment of the present disclosure, wherein the initial homogeneous grouting material comprises the following powders in weight: cement, admixture, rubber powder, high-efficiency water reducer, anti-cracking capsule, defoamer, plastic expanding agent, hardening expanding agent, early strength agent, slump retaining agent, waterproof agent, fiber and homoaggregate.
An in-body grouting material for tunnel secondary lining reinforcement according to at least one embodiment of the present disclosure, the post-in-body grouting material having a weight of: the concrete comprises cement, homoaggregate, admixture, rubber powder, high-efficiency water reducer, anti-cracking capsule, defoamer, plastic expansion agent, hardening expansion agent, early strength agent, slump retaining agent, fiber and mixing water.
According to another aspect of the present disclosure, there is provided an in-body grouting method for secondary lining reinforcement of a tunnel, the tunnel including an primary support layer, a geotechnical cloth layer, a waterproof sheet and a secondary lining in this order from the outside to the inside, the in-body grouting method for secondary lining reinforcement of a tunnel including the steps of:
s10, drilling holes in the secondary lining, wherein the diameter of each hole is 2-4mm larger than the outer diameter of the grouting pipe, and one end of each hole is communicated with a cavity between the secondary lining and the waterproof board;
S20, installing a fixed flange at a drilling position, and installing an anti-falling grouting pipe on the fixed flange, wherein a non-return drainage device is installed on the anti-falling grouting pipe;
s30, connecting a grouting machine with the anti-falling grouting pipe through a quick connector, connecting the quick connector with the anti-falling grouting pipe through a ball valve, and arranging a pressure gauge on the quick connector;
s40, preparing an initial homogeneous grouting material, wherein the initial homogeneous grouting material is selected from the initial homogeneous grouting material in claim 1;
s50, starting a grouting machine, conveying initial-stage homogeneous grouting material into the cavity, and continuously injecting about 200 kg of dry materials for 1-10 minutes;
s60, in the grouting process, observing a pressure gauge and an end mould; if slurry leakage occurs at the arc highest point of the end mould, stopping the grouting pump, plugging the slurry leakage position in time, and then continuing grouting until the slurry density of the slurry discharged from the end mould is consistent with that of the slurry in the same body;
s70, evaluating the grouting process, grading the secondary lining construction, grading the same grouting construction process and the quality;
s80, after the initial-stage homogeneous grouting material is solidified, checking the secondary lining again, and searching the cavity filled by the initial-stage homogeneous grouting material; scoring construction quality;
S90, drilling holes in the secondary lining, and enabling one end of each hole to be communicated with the hollow hole;
s100, installing a grouting steel pipe at a drilling position; connecting a grouting machine with the steel pipe through a quick connector, connecting the quick connector with the steel pipe through a ball valve, and arranging a pressure gauge on the quick connector;
s110, preparing a later-stage homobody grouting material, wherein the later-stage homobody grouting material is selected from the later-stage homobody grouting material in claim 1;
and S120, starting the grouting machine, and conveying the later-stage homogeneous grouting material into the cavity until the grouting material is fully filled.
According to at least one embodiment of the present disclosure, the grouting holes on the grouting trolley are arranged in a single, double or triple row.
According to the in-body grouting method for reinforcing a tunnel secondary lining of at least one embodiment of the present disclosure, when grouting holes on the grouting trolley are provided in a single row, 4 or more mounting holes are drilled on a trolley dome center line, the holes being arranged in one direction.
According to the in-body grouting method for reinforcing a tunnel liner of at least one embodiment of the present disclosure, when the holes are provided in two rows, 8 or more mounting holes are drilled at positions separated by 1 meter about the center line of the crown of the trolley, the holes being arranged in one direction and formed in two rows.
According to the in-body grouting method for tunnel two-lining reinforcement of at least one embodiment of the present disclosure, when the holes are arranged in three rows, 4 or more installation holes are drilled on a center line of a crown of a trolley, two or more auxiliary holes are drilled at positions 1m around the center line, respectively, and the holes are formed in three rows as a whole.
In accordance with at least one embodiment of the present disclosure, step S20 includes:
penetrating one end of the grouting pipe, on which the non-return drainage device is arranged, from the positioning flange, propping up the waterproof plate at the top of the tunnel, marking and measuring the length of the penetrated grouting pipe; pulling out the grouting pipe from the positioning flange, and cutting off the redundant part of the grouting pipe;
penetrating one end of the grouting pipe, provided with the non-return drainage device, from the positioning flange to be close to the waterproof plate at the top of the tunnel;
fixing the grouting pipes by using a pipe jacking device, and burying the grouting pipes in all holes in sequence; and
the end of the non-return drainage device is jacked up by a releaser.
According to at least one embodiment of the present disclosure, in the grouting process, when the top pressure of the cavity reaches 0.8MPa and lasts for 3 seconds, the grouting speed is reduced to half of the rated value for 5 seconds, the grouting speed is reduced to 1/3 of the rated value for 10 seconds, and the grouting is stopped; when the pressure at the top of the cavity reaches 1.0MPa and lasts for 2 seconds, the grouting speed is reduced to 1/3 of the rated value and lasts for 5 seconds, and grouting is stopped; and stopping pouring the material when the pressure at the top of the cavity reaches 1.2 MPa.
According to at least one embodiment of the present disclosure, in the in-line grouting method for reinforcing a tunnel liner, it is necessary to sequentially perform grouting of all grouting holes from a closed end to an open end, and it is not counted that the entire in-line grouting operation is completed until all grouting holes satisfy an end condition.
According to at least one embodiment of the present disclosure, the anti-drop grouting pipe is an RPC grouting pipe or a horseshoe grouting pipe, a pattern with a depth of not less than 1mm is engraved on the outer side of a grouting pipe outlet end, and a pattern with a depth of not less than 1mm is engraved on the inner side of a grouting pipe inlet section.
According to the method for grouting the tunnel with the two reinforced liners in the same body, which is disclosed by at least one embodiment of the invention, the end part of the grouting outlet of the anti-drop grouting pipe is provided with a pressure sensor, grouting pressure is detected, and lining cracking caused by overlarge pressure is avoided.
In accordance with at least one embodiment of the present disclosure, an in-body grouting method for tunnel liner reinforcement, scoring for liner construction:
detecting the pipe burying depth of the grouting pipe, and recording 0 minutes when the pipe burying depth of the grouting pipe is smaller than the design thickness; when the depth of the buried pipe is larger than the designed thickness and is not more than 5cm, recording 10 minutes, and deducting 2 minutes every more than 5cm until 0 minutes;
Detecting the dosage of the same grouting material, counting 20 minutes when the dosage of the same grouting material is within 1 ton, and deducting 5 minutes every 1 ton until 0 minutes;
detecting the grouting condition of a closed end in the grouting process, and recording 10 minutes when no grouting condition exists, and subtracting 5 minutes from each grouting point until 0 minutes;
detecting the grouting condition of an open end in the grouting process, and recording 10 minutes when no grouting exists at the vault position; subtracting 5 points from each added flow point until 0 points;
detecting grouting conditions of a construction joint in the grouting process, and recording 10 minutes when no grouting conditions exist; subtracting 5 minutes from each construction joint grouting until 0 minutes;
detecting the cold joint grouting condition in the grouting process, and recording 10 minutes when no grouting condition exists; subtracting 5 minutes from each cold seam flow pulp until 0 minutes;
detecting the grouting condition of an incompact point in the grouting process, and recording 10 minutes when the grouting condition is not detected; subtracting 5 minutes from each additional non-dense point pulp until 0 minutes;
detecting the flow condition of a blind pipe in the grouting process, and recording 20 minutes when no flow condition exists; each additional blind pipe flow was subtracted by 5 minutes until 0 minutes.
In accordance with at least one embodiment of the present disclosure, a method for in-line grouting for tunnel secondary liner reinforcement, scoring of initial in-line grouting construction and quality:
Detecting the quality of the buried pipe, wherein the conditions of no short pipe, pipe blockage and leakage burying are 10 minutes, and each time one is added, the weight is reduced by 2 minutes until the weight is 0 minutes;
detecting the duration of the grouting process, recording 10 minutes when the grouting process does not exceed 2 hours, and deducting 2 minutes every 1 hour until 0 minute;
detecting the number of grouting pipes, and recording 10 minutes when grouting is carried out on all grouting pipes; grouting is carried out on one grouting pipe every few, and 2 minutes are deducted until 0 minutes;
detecting the condition that the pressure in the grouting process exceeds a limit value, and when the pressure at a certain point exceeds the limit value, reducing the grouting speed and enabling grouting to be full, recording for 10 minutes; when the pressure at a certain point exceeds a limit value, namely, stopping grouting, marking 0 point;
detecting the instantaneous flow in the grouting process, and recording 10 minutes when the maximum value of the instantaneous flow in the grouting process is more than 30L/min; deducting 5 min until 0 min at every 10L/min;
detecting the total grouting volume, converting the total grouting volume into total grouting weight, and counting 10 minutes when the error is within 10%; every time the error exceeds 10%, the 5 points are deducted, and can be negative;
judging that grouting is finished, wherein the grouting and pressure of the arch top of the end exceeds the set value by 10 minutes, one of the conditions is met for 5 minutes, and the grouting is finished for 0 minutes if the condition is not met;
Radar scanning is carried out on the two liners subjected to the homogrouting 28 days after construction, and the statistical area is more than 1m 2 For less than 1 per hundred meters, 10 points per increment of 1 point minus 1 point, and may be negative.
In accordance with at least one embodiment of the present disclosure, a method for in-body grouting for tunnel liner reinforcement, scoring of post-in-body grouting construction and quality:
detecting the quality of the buried pipe, wherein the conditions of no short pipe, pipe blockage and unstable buried pipe are 10 minutes, and each time one is added, the weight is reduced by 2 minutes until the weight is 0 minutes;
detecting the condition that the pressure in the grouting process exceeds a limit value, and when the pressure at a certain point exceeds the limit value, reducing the grouting speed and enabling grouting to be full, recording for 10 minutes; when the pressure at a certain point exceeds a limit value, namely, stopping grouting, marking 0 point;
detecting the instantaneous flow in the grouting process, and recording 10 minutes when the maximum value of the instantaneous flow in the grouting process is more than 30L/min; deducting 5 min until 0 min at every 10L/min;
detecting the total grouting volume, converting the total grouting volume into total grouting weight, and counting 10 minutes when the error is within 10%; every time the error exceeds 10%, the 5 points are deducted, and can be negative;
And judging that grouting is finished, wherein the grouting and pressure of the arch top of the end head exceed the set value by 10 minutes, 5 minutes are obtained when one of the conditions is met, and 0 minutes are obtained when the grouting is finished when the condition is not met.
Detailed Description
According to one aspect of the present disclosure, there is provided a one-body grouting material for tunnel secondary lining reinforcement, which includes an initial one-body grouting material and a final one-body grouting material; wherein:
the primary homogeneous grouting material comprises: 500-1500 parts of cement; 100-1500 parts of admixture; 5-150 parts of rubber powder; 1-20 parts of a high-efficiency water reducing agent; 1-10 parts of anti-cracking capsules; 0.1-5 parts of defoaming agent; 0.01-2 parts of plastic expanding agent; 20-150 parts of hardening expanding agent; 0.5-10 parts of early strength agent; 0.5-5 parts of slump retaining agent; waterproof agent: 0.5-20; 0.5-5 parts of fiber; 300-1500 parts of homoaggregate; the mixing water is 0.08-0.20 times of the powder weight of the initial-stage homogeneous grouting material; wherein the particle size of the homoaggregate is more than 4.75 mm.
The post-homobody grouting material comprises: 500-1500 parts of cement; 500-3000 parts of aggregate and 100-1500 parts of admixture; 5-150 parts of rubber powder; 1-20 parts of a high-efficiency water reducing agent; 1-10 parts of anti-cracking capsules; 0.1-5 parts of defoaming agent; 0.02-2 parts of plastic expanding agent; 20-150 parts of hardening expanding agent; 0.5-10 parts of early strength agent; 0.5-5 parts of slump retaining agent; 0.5-5 parts of fiber; mixing water 0.10-0.35 times of the powder; the grain size range of the aggregate is 5-16mm; the weight of the aggregate is 20-30% of the weight of the later-stage homogeneous grouting material.
The weight of the powder of the initial-stage homogeneous grouting material is as follows: cement, admixture, rubber powder, high-efficiency water reducer, anti-cracking capsule, defoamer, plastic expanding agent, hardening expanding agent, early strength agent, slump retaining agent, waterproof agent, fiber and homoaggregate.
The weight of the later-stage homobody grouting material is as follows: the concrete comprises cement, aggregate, admixture, rubber powder, high-efficiency water reducer, anti-cracking capsule, defoamer, plastic expanding agent, hardening expanding agent, early strength agent, slump retaining agent, fiber and mixing water.
In the present disclosure, the tunnel to be repaired may be a tunnel that has been constructed and has a defect such as a cavity. The tunnel includes primary support layer, geotechnique's cloth layer, waterproof board and secondary lining in proper order from outside to interior, the cavity forms between secondary lining and waterproof board, consequently, when repairing this tunnel, need pour into the material into in the cavity to fill up whole cavity.
The method for grouting the tunnel two-lining reinforcement in the same body comprises the following steps: the utility model provides a homonymy grout method for tunnel two lining reinforcing, the tunnel includes primary support layer, geotechnique's cloth layer, waterproof board and secondary lining in proper order from outside to inside, its characterized in that, a homonymy grout method for tunnel two lining reinforcing includes following steps: s10, drilling holes in the secondary lining, wherein the diameter of each hole is 2-4mm larger than the outer diameter of the grouting pipe, and one end of each hole is communicated with a cavity between the secondary lining and the waterproof board; s20, installing a fixed flange at a drilling position, and installing an anti-falling grouting pipe on the fixed flange, wherein a non-return drainage device is installed on the anti-falling grouting pipe; s30, connecting a grouting machine with the anti-falling grouting pipe through a quick connector, connecting the quick connector with the anti-falling grouting pipe through a ball valve, and arranging a pressure gauge on the quick connector; s40, preparing an initial homogeneous grouting material, wherein the initial homogeneous grouting material is selected from the initial homogeneous grouting materials; s50, starting a grouting machine, conveying initial-stage homogeneous grouting material into the cavity, and continuously injecting about 200 kg of dry materials for 1-10 minutes; s60, in the grouting process, observing a pressure gauge and an end mould; if slurry leakage occurs at the arc highest point of the end mould, stopping the grouting pump, plugging the slurry leakage position in time, and then continuing grouting until the slurry density of the slurry discharged from the end mould is consistent with that of the slurry in the same body; s70, evaluating the grouting process, grading the secondary lining construction, grading the same grouting construction process and the quality; s80, after the initial-stage homogeneous grouting material is solidified, checking the secondary lining again, and searching the cavity filled by the initial-stage homogeneous grouting material; scoring construction quality; s90, drilling holes in the secondary lining, and enabling one end of each hole to be communicated with the hollow hole; s100, installing a grouting steel pipe at a drilling position; connecting a grouting machine with the steel pipe through a quick connector, connecting the quick connector with the steel pipe through a ball valve, and arranging a pressure gauge on the quick connector; s110, preparing a later-stage homobody grouting material, wherein the later-stage homobody grouting material is selected; and S120, starting the grouting machine, and conveying the later-stage homogeneous grouting material into the cavity until the grouting material is fully filled.
Therefore, the method 1 for grouting the two-lining reinforcement of the tunnel aims at solving the problem of the hollow hole of the lining of the tunnel, realizes the whole-process grouting technology from prevention to treatment, and reduces the risk of void of the tunnel to the greatest extent. 2, the same body grouting technology overcomes the problem of the decrease of binding force caused by the fact that grouting materials are different from lining concrete in the original grouting technology with a mould and the void grouting technology, adopts the materials which are the same as the lining concrete for grouting, realizes the tight combination of the grouting materials and the concrete, and can finally form a high-performance stressed whole. And 3, the integral grouting material can solve the problem of volume stability and shrinkage reduction after hardening of the material due to the addition of aggregate, and simultaneously greatly reduces the material cost, thereby realizing large-area popularization and application.
The above steps will be described in detail below.
In step S10, the holes may be arranged in a single, double, or triple row according to the area and shape of the cavity.
When the holes are arranged in a single row, 4 or more mounting holes may be drilled in the center line of the trolley dome, where the holes are aligned in one direction, and thus may be referred to as a single row of holes.
When the holes are provided in two rows, it is possible to separate positions of 1 meter on the left and right of the center line of the crown of the trolley and drill 8 or more mounting holes, in which case the holes are arranged in one direction and formed in two rows, and thus may be called as two rows of holes.
Accordingly, when the holes are arranged in three rows, 4 or more mounting holes are drilled on the center line of the crown of the carriage, and two or more auxiliary holes are drilled at positions of about 1m of the center line, respectively, and these holes are formed in three rows as a whole, and are thus called three rows of holes.
In actual use, each cavity is not less than two holes, one is used as a grouting hole, and the other is used as a grouting hole or an observation hole, wherein the grouting hole is positioned at a lower position relative to the grouting hole. Moreover, the diameter of the hole is less than 50mm.
In step S20, the fixing flange may be a normal flange or a joined flange, and when the flange is fixed to the secondary lining, the fixing flange may be, for example, welded to an anchor rod, which may be fixed to the secondary lining, by means of adhesion, welding, or the like.
More specifically, step S20 may include: penetrating one end of the grouting pipe, on which the drainage device is arranged, from the positioning flange, propping up the waterproof plate at the top of the tunnel, marking and measuring the length of the penetrated grouting pipe; pulling out the grouting pipe from the positioning flange, and cutting off the redundant part of the grouting pipe; thereby the length of the grouting pipe can be reduced to the greatest extent, and the grouting of the cavity position is facilitated.
Further, step S20 further includes: penetrating one end of the grouting pipe, provided with the drainage device, from the positioning flange, and closely contacting with a waterproof plate at the top of the tunnel; the close proximity waterproof plate indicates that the distance between the drainage device and the waterproof plate is about 5cm, so that on one hand, the drainage device is conveniently opened, and on the other hand, the whole cavity is completely filled with materials flowing out through the grouting pipe and the drainage device.
Fixing the grouting pipes by using a pipe jacking device, and burying the grouting pipes in all holes in sequence; in the disclosure, the pipe jacking device is a tool for fixing the grouting pipe, and the pipe jacking device can be fixed on the fixing flange and can hold the grouting pipe, so that the grouting pipe cannot fall off from the fixing flange.
When the grouting pipe is fixed, the releaser is used for pushing up the drainage device at the end part, so that the mortar and the same-body grouting material can conveniently flow out of the grouting pipe and the drainage device.
In a preferred embodiment, the grouting pipe may be an RPC grouting pipe.
In S30, the grouting machine is connected to the grouting pipe through a quick connector, the quick connector is connected to the grouting pipe through a ball valve, and a pressure gauge is arranged on the quick connector. Therefore, the flow of materials can be controlled through the ball valve, grouting pressure is detected in real time through the pressure gauge, and the quick connector can conveniently connect the grouting machine with the grouting pipe.
In the present disclosure, the grouting pipe may be a high-strength cement grouting pipe, the inner diameter of the cement grouting pipe is greater than 36mm, the outer diameter is less than 60mm, and the cement grouting pipe includes a steel wire mesh skeleton and a cement material covering the steel wire mesh skeleton.
In step S40, the same-body grouting material can be disposed, and mortar can be disposed accordingly.
The initial homogeneous grouting material is the initial homogeneous grouting material, so that the homogeneous grouting material can be maximally close to the secondary lining material, can be combined with the surface of the secondary lining, and has excellent mechanical properties.
In the disclosure, the aggregate may be quartz sand with a particle size range of 0.18-0.6mm, so that the mortar has good fluidity, and is convenient for pouring the cavity.
The preparation of the materials can be carried out in a stirrer, taking about 100kg of materials as an example, 50kg of cement, aggregate, admixture, rubber powder, high-efficiency water reducer, anti-cracking capsule, defoamer, plastic expansion agent, hardening expansion agent, early strength agent, slump retaining agent and fiber mixture can be added into a pulping barrel, then a stirring motor is started, all stirring water 18L is added, and 50kg of cement, aggregate, admixture, rubber powder, high-efficiency water reducer, anti-cracking capsule, defoamer, plastic expansion agent, hardening expansion agent, early strength agent, slump retaining agent and fiber mixture are continuously added, and stirred for 1-3min to obtain uniform mortar.
The stirred mortar can be supplied to a grouting machine. In one embodiment, the grouting machine and the agitator may be formed as one body, i.e., as an agitating grouting machine.
Furthermore, a predetermined amount of crushed stone may be added to the mortar.
S50, starting a grouting machine, conveying mortar into the cavity, and lasting for 1-10 minutes; in delivering the one-piece grouting material into the cavity.
S60, in the grouting process, observing a pressure gauge and an end mould; if slurry leakage occurs at the arc highest point of the end mould, stopping the grouting pump, plugging the slurry leakage position in time, and then continuing grouting until the slurry density of the slurry discharged from the end mould is consistent with that of the grouting material of the same body.
And S70, evaluating the grouting process, grading the secondary lining construction, grading the same grouting construction process and the quality.
Moreover, at the time of grouting, if the pressure of a pressure gauge connected to the grouting pipe is greater than 1.0MPa, the grouting pipe is plugged, and grouting is performed on the next grouting pipe. When the grouting pipe is plugged, the grouting pipe can be closed by closing the ball valve when the grouting pipe connecting piece is replaced, namely the quick-change connector is replaced.
In the grouting process, when the top pressure of a cavity reaches 0.8MPa and lasts for 3 seconds, the grouting speed is reduced to half of a rated value; when the pressure at the top of the cavity reaches 1.0MPa and lasts for 2 seconds, the grouting speed is reduced to 1/3 of the rated value; when the pressure at the top of the cavity reaches 1.2MPa, the filling of the material (which comprises mortar or a homogeneous grouting material) is stopped.
And after the grouting process is finished, evaluating the grouting process to obtain a construction score of the secondary lining concrete at the cavity, and obtaining the quality of the secondary lining concrete at the cavity according to the construction score of the secondary lining concrete.
Specifically, in the grouting process, whether grouting at the positions of a construction joint, a cold joint, a non-compact end, a closed end, an open end, a blind pipe and the like, the number of grouting points and the grouting amount are manually observed in the grouting process.
When the density of the slurry discharged from the highest position of the end mould is the same as or approximately close to that of the grouting material of the same body, the grouting is finished; and after the grouting is finished, cleaning the stirrer, the grouting machine, the grouting pipeline and the like. The unused one-piece grouting material is placed in a dry place for preservation.
In the method, the buried pipe depth of the grouting pipe is detected, and when the buried pipe depth of the grouting pipe is smaller than the design thickness, 0 minutes is recorded; at this point, the grouting pipe may have passed through the entire tunnel, requiring treatment of the primary support of the tunnel. When the depth of the buried pipe is greater than the designed thickness and not more than 5cm, 10 minutes are recorded, and 2 minutes are deducted every more than 5cm until 0 minutes.
And detecting the dosage of the same grouting material, and counting 20 minutes when the dosage of the same grouting material is within 1 ton, and subtracting 5 minutes from each 1 ton till 0 minute.
And detecting the grouting condition of the closed end in the grouting process, and recording 10 minutes when no grouting condition exists, and subtracting 5 minutes from each grouting point until 0 minutes.
Detecting the grouting condition of an open end in the grouting process, and recording 10 minutes when no grouting exists at the vault position; each additional flow point was subtracted by 5 points until 0 points.
Detecting grouting conditions of a construction joint in the grouting process, and recording 10 minutes when no grouting conditions exist; each additional construction joint was added with 5 minutes of slurry deduction until 0 minutes.
Detecting the cold joint grouting condition in the grouting process, and recording 10 minutes when no grouting condition exists; each additional cold seam flow was subtracted by 5 points until 0 points.
Detecting the grouting condition of an incompact point in the grouting process, and recording 10 minutes when the grouting condition is not detected; each additional non-dense spot was subtracted by 5 points until 0 points.
Detecting the flow condition of a blind pipe in the grouting process, and recording 20 minutes when no flow condition exists; each additional blind pipe flow was subtracted by 5 minutes until 0 minutes.
And detecting the duration of the grouting process, and recording 10 points when the grouting process does not exceed 2 hours, and deducting 2 points every 1 hour until 0 point.
Detecting the number of grouting pipes, and recording 10 minutes when grouting is carried out on all grouting pipes; every few one grouting pipe is grouted, 2 points are deducted until 0 point.
Detecting the condition that the pressure in the grouting process exceeds a limit value, and when the pressure at a certain point exceeds the limit value, reducing the grouting speed and enabling grouting to be full, recording for 10 minutes; when the pressure at a certain point exceeds the limit value, that is, when grouting is stopped, 0 point is recorded.
Detecting the instantaneous flow in the grouting process, and recording 10 minutes when the maximum value of the instantaneous flow in the grouting process is more than 30L/min; at 10L/min each time, 5 min was deducted until 0 min.
Detecting the total grouting volume, converting the total grouting volume into total grouting weight, and counting 10 minutes when the error is within 10%; every time the error exceeds 10%, a score of 5 is subtracted and may be negative.
S80, after the initial-stage homogeneous grouting material is solidified, checking the secondary lining again, and searching the cavity filled by the initial-stage homogeneous grouting material; and scoring the construction quality.
That is, when the secondary lining reinforcement is performed by the primary homogeneous grouting material, the hollow space between the secondary lining and the waterproof board cannot be completely filled, and at this time, it is necessary to check again the region filled with the primary homogeneous grouting material, find a corresponding hollow space, and fill the hollow space with the secondary homogeneous grouting material.
In the present disclosure, when the later-stage homogeneous grouting material is poured, a method of void grouting, that is, drilling a hole in the secondary lining, and allowing one end of the hole to communicate with the cavity may be adopted; installing a grouting steel pipe at a drilling position; the grouting machine is connected with the steel pipe through a quick connector, the quick connector is connected with the steel pipe through a ball valve, and a pressure gauge is arranged on the quick connector.
In particular, the holes may be arranged in a single, double or triple row depending on the area and shape of the cavity.
When the holes are arranged in a single row, 4 or more mounting holes may be drilled in the center line of the trolley dome, where the holes are aligned in one direction, and thus may be referred to as a single row of holes.
When the holes are provided in two rows, it is possible to separate positions of 1 meter on the left and right of the center line of the crown of the trolley and drill 8 or more mounting holes, in which case the holes are arranged in one direction and formed in two rows, and thus may be called as two rows of holes.
Accordingly, when the holes are arranged in three rows, 4 or more mounting holes are drilled on the center line of the crown of the carriage, and two or more auxiliary holes are drilled at positions of about 1m of the center line, respectively, and these holes are formed in three rows as a whole, and are thus called three rows of holes.
In actual use, each cavity is not less than two holes, one is used as a grouting hole, and the other is used as a grouting hole or an observation hole, wherein the grouting hole is positioned at a lower position relative to the grouting hole. Moreover, the diameter of the hole is less than 50mm.
In step S20, the fixing flange may be a normal flange or a joined flange, and when the flange is fixed to the secondary lining, the fixing flange may be, for example, welded to an anchor rod, which may be fixed to the secondary lining, by means of adhesion, welding, or the like.
The steel pipe adopts an expansion horseshoe steel pipe, the expansion horseshoe steel pipe can be directly arranged on the primary support layer, and the hollow is filled by a void grouting method. Preferably, the inner diameter of the expanding button steel pipe is not smaller than 30mm, and the outer diameter is not larger than 60mm.
In the present disclosure, when the ambient temperature is lower than 5 ℃, the temperature of the mixing water is higher than 40 ℃ and is equal to or lower than 55 ℃, so that the initial homobody grouting material and the later homobody grouting material can be prevented from being frozen.
Preferably, during the delivery of the initial homobody grouting material or the delivery of the later homobody grouting material, if the grouting process is terminated, the following treatment measures are taken: a) Flushing the pipeline system with clear water; and b) when the interrupt time exceeds 30min, the grouting holes should be washed, and when the washing is ineffective, the holes should be cleaned.
In the present disclosure, in the in-body grouting (including the grouting using the initial in-body grouting material and the grouting using the later in-body grouting material), it is necessary to perform grouting on all grouting holes sequentially from the closed end to the open end, and it is not counted that the entire in-body grouting operation is completed until all grouting holes satisfy the end condition.
The anti-drop grouting pipe is an RPC grouting pipe, the steel pipe can be a galvanized grouting pipe, patterns with the depth not less than 1mm are carved on the outer side of the grouting pipe at the grouting port end, so that the grouting pipe can be prevented from falling off, patterns with the depth not less than 1mm are carved on the inner side of the grouting pipe at the grouting port section, and accordingly the falling of the same grouting material in the grouting pipe can be prevented.
The end part of the grouting outlet of the anti-drop grouting pipe is provided with a pressure sensor for detecting grouting pressure, so that the cracking of the lining caused by overlarge pressure is avoided.
In the present disclosure, for the post-homogrout construction process and scoring of quality:
detecting the quality of the buried pipe, wherein the conditions of no short pipe, pipe blockage and unstable buried pipe are 10 minutes, and each time one is added, the weight is reduced by 2 minutes until the weight is 0 minutes;
detecting the condition that the pressure in the grouting process exceeds a limit value, and when the pressure at a certain point exceeds the limit value, reducing the grouting speed and enabling grouting to be full, recording for 10 minutes; when the pressure at a certain point exceeds a limit value, namely, stopping grouting, marking 0 point;
Detecting the instantaneous flow in the grouting process, and recording 10 minutes when the maximum value of the instantaneous flow in the grouting process is more than 30L/min; deducting 5 min until 0 min at every 10L/min;
detecting the total grouting volume, converting the total grouting volume into total grouting weight, and counting 10 minutes when the error is within 10%; every time the error exceeds 10%, the 5 points are deducted, and can be negative;
and judging that grouting is finished, wherein the grouting and pressure of the arch top of the end head exceed the set value by 10 minutes, 5 minutes are obtained when one of the conditions is met, and 0 minutes are obtained when the grouting is finished when the condition is not met.
In the description of the present specification, reference to the terms "one embodiment/manner," "some embodiments/manner," "example," "specific example," or "some examples," etc., means that a particular feature, structure, material, or characteristic described in connection with the embodiment/manner or example is included in at least one embodiment/manner or example of the present application. In this specification, the schematic representations of the above terms are not necessarily for the same embodiment/manner or example. Furthermore, the particular features, structures, materials, or characteristics described may be combined in any suitable manner in any one or more embodiments/modes or examples. Furthermore, the various embodiments/modes or examples described in this specification and the features of the various embodiments/modes or examples can be combined and combined by persons skilled in the art without contradiction.
Furthermore, the terms "first," "second," and the like, are used for descriptive purposes only and are not to be construed as indicating or implying a relative importance or implicitly indicating the number of technical features indicated. Thus, a feature defining "a first" or "a second" may explicitly or implicitly include at least one such feature. In the description of the present application, the meaning of "plurality" is at least two, such as two, three, etc., unless explicitly defined otherwise.
It will be appreciated by those skilled in the art that the above-described embodiments are merely for clarity of illustration of the disclosure, and are not intended to limit the scope of the disclosure. Other variations or modifications will be apparent to persons skilled in the art from the foregoing disclosure, and such variations or modifications are intended to be within the scope of the present disclosure.
Claims (10)
1. The one-body grouting material for reinforcing the secondary lining of the tunnel is characterized by comprising an initial one-body grouting material before final setting of concrete and a later one-body grouting material for reaching the design strength of the concrete; wherein:
the primary homogeneous grouting material comprises: 500-1500 parts of cement; 100-1500 parts of admixture; 5-150 parts of rubber powder; 1-20 parts of a high-efficiency water reducing agent; 1-10 parts of anti-cracking capsules; 0.1-5 parts of defoaming agent; 0.01-2 parts of plastic expanding agent; 20-150 parts of hardening expanding agent; 0.5-10 parts of early strength agent; 0.5-5 parts of slump retaining agent; waterproof agent: 0.5-20; 0.5-5 parts of fiber; 300-1500 parts of homoaggregate; the mixing water is 0.08-0.20 times of the powder weight of the initial-stage homogeneous grouting material; the particle size range of the homoaggregate is 4.75-10mm; the weight of the homobody aggregate is 20-40% of the weight of the later homobody grouting material;
The post-homobody grouting material comprises: 500-1500 parts of cement; 500-3000 parts of homoaggregate and 100-1500 parts of admixture; 5-150 parts of rubber powder; 1-20 parts of a high-efficiency water reducing agent; 1-10 parts of anti-cracking capsules; 0.1-5 parts of defoaming agent; 0.02-2 parts of plastic expanding agent; 20-150 parts of hardening expanding agent; 0.5-10 parts of early strength agent; 0.5-5 parts of slump retaining agent; 0.5-5 parts of fiber; mixing water 0.10-0.35 times of the powder; the particle size range of the homoaggregate is 5-16mm; the weight of the homoaggregate is 25-50% of the weight of the later homogrouting material.
2. The one-body grouting material for reinforcing a tunnel liner according to claim 1, wherein the weight of the powder of the initial one-body grouting material is: cement, admixture, rubber powder, high-efficiency water reducer, anti-cracking capsule, defoamer, plastic expanding agent, hardening expanding agent, early strength agent, slump retaining agent, waterproof agent, fiber and homoaggregate.
3. The one-body grouting material for reinforcing a tunnel liner according to claim 1, wherein the weight of the post-one-body grouting material is: the concrete comprises cement, homoaggregate, admixture, rubber powder, high-efficiency water reducer, anti-cracking capsule, defoamer, plastic expansion agent, hardening expansion agent, early strength agent, slump retaining agent, fiber and mixing water.
4. The utility model provides a homonymy grout method for tunnel two lining reinforcing, the tunnel includes primary support layer, geotechnique's cloth layer, waterproof board and secondary lining in proper order from outside to inside, its characterized in that, a homonymy grout method for tunnel two lining reinforcing includes following steps:
s10, drilling holes in the secondary lining, wherein the diameter of each hole is 2-4mm larger than the outer diameter of the grouting pipe, and one end of each hole is communicated with a cavity between the secondary lining and the waterproof board;
s20, installing a fixed flange at a drilling position, and installing an anti-falling grouting pipe on the fixed flange, wherein a non-return drainage device is installed on the anti-falling grouting pipe;
s30, connecting a grouting machine with the anti-falling grouting pipe through a quick connector, connecting the quick connector with the anti-falling grouting pipe through a ball valve, and arranging a pressure gauge on the quick connector;
s40, preparing an initial homogeneous grouting material, wherein the initial homogeneous grouting material is selected from the initial homogeneous grouting material in claim 1;
s50, starting a grouting machine, conveying initial-stage homogeneous grouting material into the cavity, and continuously injecting about 200 kg of dry materials for 1-10 minutes;
S60, in the grouting process, observing a pressure gauge and an end mould; if slurry leakage occurs at the arc highest point of the end mould, stopping the grouting pump, plugging the slurry leakage position in time, and then continuing grouting until the slurry density of the slurry discharged from the end mould is consistent with that of the slurry in the same body;
s70, evaluating the grouting process, grading the secondary lining construction, grading the same grouting construction process and the quality;
s80, after the initial-stage homogeneous grouting material is solidified, checking the secondary lining again, and searching the cavity filled by the initial-stage homogeneous grouting material; scoring construction quality;
s90, drilling holes in the secondary lining, and enabling one end of each hole to be communicated with the hollow hole;
s100, installing a grouting steel pipe at a drilling position; connecting a grouting machine with the steel pipe through a quick connector, connecting the quick connector with the steel pipe through a ball valve, and arranging a pressure gauge on the quick connector;
s110, preparing a later-stage homobody grouting material, wherein the later-stage homobody grouting material is selected from the later-stage homobody grouting material in claim 1;
and S120, starting the grouting machine, and conveying the later-stage homogeneous grouting material into the cavity until the grouting material is fully filled.
5. The in-body grouting method for tunnel two-lining reinforcement according to claim 4, wherein the grouting holes on the grouting trolley are arranged in a single row, a double row or a triple row.
6. The in-body grouting method for tunnel two-lining reinforcement according to claim 5, wherein when the grouting holes on the grouting trolley are arranged in a single row, 4 or more mounting holes are drilled on a trolley dome center line, the holes being arranged in one direction.
7. The one-body grouting method for tunnel two-lining reinforcement according to claim 5, wherein when the holes are provided in two rows, 8 or more mounting holes are drilled at positions separated by 1 meter on the left and right of the center line of the crown of the truck, the holes being arranged in one direction and formed in two rows.
8. The in-body grouting method for tunnel two liner reinforcement according to claim 5, wherein when the holes are arranged in three rows, 4 or more installation holes are drilled on a center line of a crown of the truck, two or more auxiliary holes are drilled at positions 1m around the center line, respectively, and the holes are formed in three rows as a whole.
9. The method of one-body grouting for tunnel two-liner reinforcement according to claim 4, wherein step S20 comprises:
Penetrating one end of the grouting pipe, on which the non-return drainage device is arranged, from the positioning flange, propping up the waterproof plate at the top of the tunnel, marking and measuring the length of the penetrated grouting pipe; pulling out the grouting pipe from the positioning flange, and cutting off the redundant part of the grouting pipe;
penetrating one end of the grouting pipe, provided with the non-return drainage device, from the positioning flange to be close to the waterproof plate at the top of the tunnel;
fixing the grouting pipes by using a pipe jacking device, and burying the grouting pipes in all holes in sequence; and
the end of the non-return drainage device is jacked up by a releaser.
10. The method for grouting as recited in any one of claims 4 to 9, wherein, during grouting, when the top pressure of the cavity reaches 0.8MPa and lasts for 3 seconds, the grouting speed is reduced to half of the rated value for 5 seconds, the grouting speed is reduced to 1/3 of the rated value for 10 seconds, and grouting is stopped; when the pressure at the top of the cavity reaches 1.0MPa and lasts for 2 seconds, the grouting speed is reduced to 1/3 of the rated value and lasts for 5 seconds, and grouting is stopped; stopping pouring the material when the pressure at the top of the cavity reaches 1.2 MPa;
optionally, in the one-body grouting, grouting is performed on all grouting holes from the closed end to the open end in sequence, and the whole one-body grouting operation can not be completed until all grouting holes meet the end condition;
Optionally, the anti-drop grouting pipe is an RPC grouting pipe or a horseshoe grouting pipe, a pattern with the depth not less than 1mm is carved on the outer side of a grouting port end of the grouting pipe, and a pattern with the depth not less than 1mm is carved on the inner side of a grouting port section of the grouting pipe;
optionally, a pressure sensor is arranged at the end part of the grouting outlet of the anti-drop grouting pipe, grouting pressure is detected, and lining cracking caused by overlarge pressure is avoided;
alternatively, scoring for a two liner construction:
detecting the pipe burying depth of the grouting pipe, and recording 0 minutes when the pipe burying depth of the grouting pipe is smaller than the design thickness; when the depth of the buried pipe is larger than the designed thickness and is not more than 5cm, recording 10 minutes, and deducting 2 minutes every more than 5cm until 0 minutes;
detecting the dosage of the same grouting material, counting 20 minutes when the dosage of the same grouting material is within 1 ton, and deducting 5 minutes every 1 ton until 0 minutes;
detecting the grouting condition of a closed end in the grouting process, and recording 10 minutes when no grouting condition exists, and subtracting 5 minutes from each grouting point until 0 minutes;
detecting the grouting condition of an open end in the grouting process, and recording 10 minutes when no grouting exists at the vault position; subtracting 5 points from each added flow point until 0 points;
detecting grouting conditions of a construction joint in the grouting process, and recording 10 minutes when no grouting conditions exist; subtracting 5 minutes from each construction joint grouting until 0 minutes;
Detecting the cold joint grouting condition in the grouting process, and recording 10 minutes when no grouting condition exists; subtracting 5 minutes from each cold seam flow pulp until 0 minutes;
detecting the grouting condition of an incompact point in the grouting process, and recording 10 minutes when the grouting condition is not detected; subtracting 5 minutes from each additional non-dense point pulp until 0 minutes;
detecting the flow condition of a blind pipe in the grouting process, and recording 20 minutes when no flow condition exists; subtracting 5 minutes from each blind pipe flow pulp until 0 minutes;
optionally, scoring the initial in-body grouting construction process and quality:
detecting the quality of the buried pipe, wherein the conditions of no short pipe, pipe blockage and leakage burying are 10 minutes, and each time one is added, the weight is reduced by 2 minutes until the weight is 0 minutes;
detecting the duration of the grouting process, recording 10 minutes when the grouting process does not exceed 2 hours, and deducting 2 minutes every 1 hour until 0 minute;
detecting the number of grouting pipes, and recording 10 minutes when grouting is carried out on all grouting pipes; grouting is carried out on one grouting pipe every few, and 2 minutes are deducted until 0 minutes;
detecting the condition that the pressure in the grouting process exceeds a limit value, and when the pressure at a certain point exceeds the limit value, reducing the grouting speed and enabling grouting to be full, recording for 10 minutes; when the pressure at a certain point exceeds a limit value, namely, stopping grouting, marking 0 point;
Detecting the instantaneous flow in the grouting process, and recording 10 minutes when the maximum value of the instantaneous flow in the grouting process is more than 30L/min; deducting 5 min until 0 min at every 10L/min;
detecting the total grouting volume, converting the total grouting volume into total grouting weight, and counting 10 minutes when the error is within 10%; every time the error exceeds 10%, the 5 points are deducted, and can be negative;
judging that grouting is finished, wherein the grouting and pressure of the arch top of the end exceeds the set value by 10 minutes, one of the conditions is met for 5 minutes, and the grouting is finished for 0 minutes if the condition is not met;
radar scanning is carried out on the two liners subjected to the homogrouting 28 days after construction, and the statistical area is more than 1m 2 10 points per hundred meters less than 1 point, 1 point less per 1 point more, and can be negative;
optionally, scoring the post-grouting construction process and quality:
detecting the quality of the buried pipe, wherein the conditions of no short pipe, pipe blockage and unstable buried pipe are 10 minutes, and each time one is added, the weight is reduced by 2 minutes until the weight is 0 minutes;
detecting the condition that the pressure in the grouting process exceeds a limit value, and when the pressure at a certain point exceeds the limit value, reducing the grouting speed and enabling grouting to be full, recording for 10 minutes; when the pressure at a certain point exceeds a limit value, namely, stopping grouting, marking 0 point;
Detecting the instantaneous flow in the grouting process, and recording 10 minutes when the maximum value of the instantaneous flow in the grouting process is more than 30L/min; deducting 5 min until 0 min at every 10L/min;
detecting the total grouting volume, converting the total grouting volume into total grouting weight, and counting 10 minutes when the error is within 10%; every time the error exceeds 10%, the 5 points are deducted, and can be negative;
and judging that grouting is finished, wherein the grouting and pressure of the arch top of the end head exceed the set value by 10 minutes, 5 minutes are obtained when one of the conditions is met, and 0 minutes are obtained when the grouting is finished when the condition is not met.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202311546374.9A CN117658536A (en) | 2023-11-20 | 2023-11-20 | Integrated grouting material for reinforcing tunnel secondary lining and grouting method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202311546374.9A CN117658536A (en) | 2023-11-20 | 2023-11-20 | Integrated grouting material for reinforcing tunnel secondary lining and grouting method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN117658536A true CN117658536A (en) | 2024-03-08 |
Family
ID=90078107
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202311546374.9A Pending CN117658536A (en) | 2023-11-20 | 2023-11-20 | Integrated grouting material for reinforcing tunnel secondary lining and grouting method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN117658536A (en) |
-
2023
- 2023-11-20 CN CN202311546374.9A patent/CN117658536A/en active Pending
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN206329346U (en) | One kind is based on tunnel lining trolley slip casting pipe fixation structure | |
| CN109139051A (en) | A kind of tunnel grouting structure and construction | |
| CN109611102B (en) | Construction method for cold excavation underpass overpass | |
| CN110984999B (en) | Tunnel shaft construction method | |
| CN106761837B (en) | Slip casting structure and matched grouting method in tunnel excavating process | |
| CN108756941B (en) | Two-lining trolley belt mold grouting structure and belt mold grouting method | |
| WO2022151677A1 (en) | Rapid integral slab replacement construction process for damaged pavement slab in civil aviation non-stop aviation construction | |
| CN112879037A (en) | Safe construction method for mine tunnel | |
| CN110439286A (en) | A kind of liner is put more energy into joint steel pipe concrete column drag reduction jack-up construction method of weakening | |
| CN110735642A (en) | shield originating end combined type reinforcing structure and construction method thereof | |
| CN115306446A (en) | Tunnel secondary lining vault grouting anti-lost grouting pipe with mold and grouting method | |
| CN214614083U (en) | Grouting assembly for repairing quality defects of karst geological cast-in-place pile | |
| CN117658536A (en) | Integrated grouting material for reinforcing tunnel secondary lining and grouting method | |
| CN111749198B (en) | Channel slab underwater grouting stabilizing and lifting method | |
| CN111042142B (en) | Post-grouting construction and grouting failure processing device for pile end | |
| CN111424651A (en) | Backfill method and structure of ultra-deep large-diameter pile hole | |
| CN110985052A (en) | Self-compacting concrete pouring construction process method | |
| CN111251450A (en) | Production process of subway segment with seepage prevention function | |
| CN115928740A (en) | Method and device for reaming long spiral bored pile by grouting and spraying first | |
| CN109868813B (en) | Bottom sealing method of prestressed pipe pile | |
| CN110242328A (en) | A kind of Tunnel Second Lining Construction method | |
| CN115341446A (en) | Rapid and accurate grouting repair process for road base cavity diseases | |
| CN113123810B (en) | Construction method for improving grouting effect of arch crown with mold of tunnel | |
| CN113006151A (en) | Grouting, plugging and reinforcing construction method for basement post-cast strip | |
| CN111809669A (en) | Basement post-cast strip leaking stoppage grouting and reinforcing construction method |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination |