CN111119940A - Grouting construction treatment method - Google Patents
Grouting construction treatment method Download PDFInfo
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- CN111119940A CN111119940A CN202010017899.3A CN202010017899A CN111119940A CN 111119940 A CN111119940 A CN 111119940A CN 202010017899 A CN202010017899 A CN 202010017899A CN 111119940 A CN111119940 A CN 111119940A
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- 238000010276 construction Methods 0.000 title claims abstract description 106
- 238000000034 method Methods 0.000 title claims abstract description 31
- 239000002002 slurry Substances 0.000 claims abstract description 113
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 56
- 238000005553 drilling Methods 0.000 claims abstract description 48
- 239000011440 grout Substances 0.000 claims abstract description 26
- 238000009792 diffusion process Methods 0.000 claims abstract description 18
- 238000003672 processing method Methods 0.000 claims abstract description 15
- 239000000463 material Substances 0.000 claims abstract description 14
- 238000013461 design Methods 0.000 claims abstract description 9
- 239000012530 fluid Substances 0.000 claims abstract description 8
- 239000004568 cement Substances 0.000 claims description 54
- 235000019353 potassium silicate Nutrition 0.000 claims description 36
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims description 36
- 239000011435 rock Substances 0.000 claims description 26
- 239000007788 liquid Substances 0.000 claims description 15
- 230000015572 biosynthetic process Effects 0.000 claims description 11
- 230000002706 hydrostatic effect Effects 0.000 claims description 9
- 239000002689 soil Substances 0.000 claims description 8
- 238000012360 testing method Methods 0.000 claims description 8
- 230000007423 decrease Effects 0.000 claims description 6
- 239000003085 diluting agent Substances 0.000 claims description 6
- 238000002347 injection Methods 0.000 claims description 6
- 239000007924 injection Substances 0.000 claims description 6
- 238000012544 monitoring process Methods 0.000 claims description 6
- 238000004891 communication Methods 0.000 claims description 4
- 239000011148 porous material Substances 0.000 claims description 4
- 244000025254 Cannabis sativa Species 0.000 claims description 3
- 235000012766 Cannabis sativa ssp. sativa var. sativa Nutrition 0.000 claims description 3
- 235000012765 Cannabis sativa ssp. sativa var. spontanea Nutrition 0.000 claims description 3
- 239000011398 Portland cement Substances 0.000 claims description 3
- 238000010521 absorption reaction Methods 0.000 claims description 3
- 235000009120 camo Nutrition 0.000 claims description 3
- 235000005607 chanvre indien Nutrition 0.000 claims description 3
- 239000003638 chemical reducing agent Substances 0.000 claims description 3
- 239000003795 chemical substances by application Substances 0.000 claims description 3
- 238000004140 cleaning Methods 0.000 claims description 3
- 239000000835 fiber Substances 0.000 claims description 3
- 239000000945 filler Substances 0.000 claims description 3
- 239000011487 hemp Substances 0.000 claims description 3
- 230000001681 protective effect Effects 0.000 claims description 3
- 239000004576 sand Substances 0.000 claims description 3
- 238000004904 shortening Methods 0.000 claims description 3
- 239000002904 solvent Substances 0.000 claims description 3
- 238000007596 consolidation process Methods 0.000 claims description 2
- 230000000694 effects Effects 0.000 abstract description 11
- 238000005755 formation reaction Methods 0.000 description 9
- 230000035515 penetration Effects 0.000 description 3
- 239000000243 solution Substances 0.000 description 3
- XLYOFNOQVPJJNP-ZSJDYOACSA-N Heavy water Chemical compound [2H]O[2H] XLYOFNOQVPJJNP-ZSJDYOACSA-N 0.000 description 2
- 238000009412 basement excavation Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 238000009826 distribution Methods 0.000 description 2
- 230000015271 coagulation Effects 0.000 description 1
- 238000005345 coagulation Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000002474 experimental method Methods 0.000 description 1
- 239000003673 groundwater Substances 0.000 description 1
- 239000011268 mixed slurry Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000002093 peripheral effect Effects 0.000 description 1
- 239000004033 plastic Substances 0.000 description 1
- 230000008092 positive effect Effects 0.000 description 1
- 230000002265 prevention Effects 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 238000007569 slipcasting Methods 0.000 description 1
- 238000007711 solidification Methods 0.000 description 1
- 230000008023 solidification Effects 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
-
- C—CHEMISTRY; METALLURGY
- C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
- C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
- C04B28/00—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements
- C04B28/24—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements containing alkyl, ammonium or metal silicates; containing silica sols
- C04B28/26—Silicates of the alkali metals
-
- 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
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
-
- 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
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Chemical & Material Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Architecture (AREA)
- Geology (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Life Sciences & Earth Sciences (AREA)
- Civil Engineering (AREA)
- Ceramic Engineering (AREA)
- Chemical Kinetics & Catalysis (AREA)
- Inorganic Chemistry (AREA)
- Materials Engineering (AREA)
- Organic Chemistry (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention belongs to the technical field of buildings, and discloses a grouting construction processing method, which comprises the steps of determining grouting parameters according to actual conditions; slurry diffusion radius, and deep hole grouting is that R is 500 mm; grouting pressure, wherein the initial pressure of deep hole grouting is 0.3-0.75 MPa, the final pressure is 1.0MPa, and grouting can be stopped when the grouting amount per minute is less than 3L or the grouting pressure gradually rises in the final pressure state; grouting slurry, wherein double-fluid slurry is used as a grouting material, and the setting time of the slurry is within 1-2 minutes; the existing structure is adopted as a grout stopping wall, and construction treatment of the grout stopping wall is carried out; and (3) forming a grouting hole by adopting a ZLJ-2500 type drilling machine, and performing hole leading construction and grouting construction by adopting a phi 42 hollow drill rod. The grouting construction treatment method has the advantages of simple process flow, convenient operation, grouting pressure meeting design requirements, large slurry diffusion range, good grouting effect and no water seepage and slurry seepage phenomenon.
Description
Technical Field
The invention belongs to the technical field of buildings, and particularly relates to a grouting construction processing method.
Background
Currently, the current state of the art commonly used in the industry is such that: grouting the outer rock soil layer close to the tunnel structure through the grouting pipes which are pre-buried in the tunnel box culvert structure or the basement structure wall, plate or the shield tunnel pipe sheet, and after the grouting pipes are withdrawn, slurry or underground water which is not solidified outside the tunnel or the basement enters the tunnel along with the pre-buried grouting pipes of the opening, so that slurry leakage and water seepage of the inner wall of the structure are caused. Measures should be taken to perform the plugging.
In order to solve the above problems, there are related art patents as follows:
there is a grouting plugging device and a plugging method thereof (201910474102.X), and a grouting plugging device is disclosed, which comprises a grouting channel and two plugging bags, wherein the two plugging bags are a front plugging bag and a rear plugging bag, the grouting channel is sequentially communicated with the two plugging bags, the parts of the grouting channel in the two plugging bags are provided with discharge ports, a distance is reserved between the two plugging bags, the part of the grouting channel between the two plugging bags is provided with a blast valve, and the bag walls of the plugging bags can enable water to pass but can not enable slurry to pass. The invention also discloses a plugging method using the grouting plugging device. In the above, two plugging bags are used for plugging, so that the plugging effect is poor and slurry leakage is easy to occur in the grouting construction of the tunnel.
A grouting water plugging method for a submarine tunnel (CN200910244941.9) disclosed in the prior patent, which comprises the following steps performed in sequence: 1) taking the length of every 2-3 m as a section along the excavation direction of the submarine tunnel (1), and reserving or manually arranging a grout stop wall (2) at the face right in front of the submarine tunnel; 2) for example, as a grout stopping wall (2) arranged manually, during the solidification of the grout stopping wall (2), surrounding rocks around the grout stopping wall (2) and outside a support (3) are separated from a set grouting hole by a rock drilling machine, and then a grouting pipe is inserted into the hole and grouting is carried out to reinforce the surrounding rocks; 3) according to the geological survey data in front of the tunnel face and the comprehensive result of advanced geological forecast, the stratum in front of the tunnel face is reinforced on the grout stop wall (2) by adopting a full-face grouting, peripheral curtain grouting or local grouting mode; 4) and then, continuously excavating to the next section, and repeating the steps 1) to 3) until the excavation process of the whole submarine tunnel (1) is completed. In the grouting process, the grouting pressure cannot meet the design requirement, the slurry diffusion range is small, and the grouting effect is poor.
In summary, the problems of the prior art are as follows:
(1) the traditional grouting construction method has poor plugging effect and is easy to leak slurry.
(2) The grouting pressure of the traditional grouting construction method cannot meet the design requirement, the slurry diffusion range is small, and the grouting effect is poor.
Disclosure of Invention
Aiming at the problems in the prior art, the invention provides a grouting construction treatment method.
The invention is realized in such a way that a grouting construction processing method, the grouting construction processing method and the grouting construction processing method comprise the following steps:
determining grouting parameters according to actual conditions; slurry diffusion radius, and deep hole grouting is that R is 500 mm; grouting pressure, wherein the initial pressure of deep hole grouting is 0.3-0.75 MPa, the final pressure is 1.0MPa, and grouting can be stopped when the grouting amount per minute is less than 3L or the grouting pressure gradually rises in the final pressure state; grouting slurry, wherein double-fluid slurry is used as a grouting material, and the setting time of the slurry is within 1-2 minutes;
step two, adopting the existing structure as a grout stopping wall, and carrying out construction treatment on the grout stopping wall;
thirdly, forming a hole in the grouting hole by adopting a ZLJ-2500 type drilling machine, and performing hole leading construction by adopting a phi 42 hollow drill rod;
fourthly, grouting construction is carried out;
in the first step, the double-slurry comprises: the double-liquid slurry is prepared from cement slurry and water glass diluent according to the mass ratio of 1: 1 are matched; wherein the water-cement ratio of the cement paste is 1.5: 1; the consumption of each cubic piece of water glass of the water glass diluent is 332 kg, and the consumption of each cubic piece of water glass is 997 kg; wherein the cement paste is prepared from cement and water according to a mass ratio of 1: 1 are matched;
in the first step, according to the actual situation, the grouting parameters further include:
when the construction tunnel geology is conglomerate or sandstone with mudstone, grouting parameters are distributed on the 1m multiplied by 1m quincunx of the primary support surface by radial grouting pipes; P.O 42.5 cement is used as the slurry, and the water cement ratio is controlled to be 1: 1; the grouting pressure is selected to be 1.5-2 MPa finally, the diffusion radius is 1.1-1.5 m, and the setting time of the slurry is controlled to be 10-15 s;
when the construction tunnel geology is an impact layer, the grouting pressure is designed to be 1.1-1.3 times of the water pressure at the injected point according to the stratum condition and the bearing capacity of the well wall structure; the grouting material is mainly single-liquid cement slurry, and the water-cement ratio of the grouting material to the cement slurry is 0.75: 1-1: 1, adopting P.O 42.5 ordinary portland cement; the cement paste is prepared by mixing cement paste, water glass, a filler and a solvent, wherein the cement paste is prepared from water glass double-liquid slurry, the concentration of the water glass is 38-40 degrees Be, the modulus of the water glass is 2.8-3.2, and the proportion of the cement paste to the double-liquid slurry is as follows: the volume ratio of the water glass is 3: 1;
when the geology of the construction tunnel is skarn, the grouting pressure is composed of the pressure of a grouting pump and the dead weight pressure 2 of the grout; grouting pressure control principle: when the self-weight pressure of the slurry is less than 2 times of the hydrostatic pressure, taking the value of 2 times of the hydrostatic pressure as the grouting pressure; when the self-weight pressure of the slurry is greater than 2 times of the hydrostatic pressure, the reading of a surface pressure gauge is controlled to be 0.5-1.0 MPa; the aperture of each grouting hole is 7mm, and the length of each grouting section is 25-40 m;
when the construction tunnel geology is surrounding rock and the crack is developed perfectly, cement slurry: water glass 1: 1, preferably setting the double-slurry for about 15s, and adjusting the slurry proportion according to the field test condition, wherein the grouting pressure is 0.3-0.5 MPa higher than the water pressure;
when the construction tunnel geology is a water-rich sandy gravel stratum, the CS double-fluid slurry water-cement ratio parameter is 1: 1-0.8: 1, the concentration of water glass is 38-42 DEG Be, the mixing amount of the water glass is 8% -10%, and the distance between grouting holes is 1.6-2.0 m;
when the construction tunnel geology is a weathered rock stratum, the water-cement ratio is 1: 1-0.5: 1, adding an expanding agent and a water reducing agent, and adopting pure-pressure grouting with the grouting pressure of 0.5-1.0 MPa;
in the fourth step, after grouting construction is finished, the grouting finishing standard is as follows:
(1) when the grouting hole reaches the designed hole depth, the pressure gradually rises in the grouting process, the flow gradually decreases, and when the pressure reaches the grouting final pressure, grouting can be finished;
(2) and (4) when the grouting hole reaches the designed hole depth, the grouting pressure cannot reach the designed final pressure, the grouting amount reaches 2.0 times of the designed grouting amount, and grouting can be finished.
Further, in the first step, when the construction tunnel is geological gravels, sandstone mud-rock or skarn, grouting is performed according to the sequence of pouring the inner ring and the outer ring of the hole, and the construction is performed gradually downwards from the vault, wherein the water holes are reserved after the water holes are reserved.
Further, in the first step, when the construction tunnel is a geological impact layer, grouting is performed at intervals from bottom to top in the same circle according to the sequence of an outer circle and an inner circle, and when the water inflow rate of a drilled hole is more than or equal to 50L/min, the injection speed is 80-150L/min; and when the water inflow is less than or equal to 50L/min, the injection speed is 35-80L/min, and construction is gradually carried out downwards from the vault.
Further, in the first step, when the construction tunnel geology is surrounding rocks, the grouting sequence adopts a jump hole grouting sequence from sparse to dense grouting sequence, and the two sides are arranged in the middle.
Further, in the second step, temporary plugging is performed after the construction in the tunnel, the plugging form is the same as that of permanent plugging of the tunnel, and the plugging thickness is not less than 500 mm. The grouting pipe mounted on the grout stopping wall should be provided with a protective sleeve cap to prevent the grouting pipe from being blocked by concrete.
Further, in the third step, the method for hole guiding construction includes:
(1) the drilling machine is positioned according to the specified position, the angle of the drill rod is adjusted, and the drilling machine is fixed after the drill rod is aligned with the hole position;
(2) carrying out water absorption test check on the grouting system by using the pressure 1.5-2.0 times of the final grouting pressure, and checking whether the pipeline system can resist pressure and has water leakage; checking whether the pipeline connection is correct; checking whether the equipment condition is normal;
(3) adopting retreating type grouting construction for the grouting pipe, drilling holes in sections, wherein the length of each section is 2.0m, and drilling holes between the two sections by adopting a double-hole special joint and a special drill bit; the length of each grouting pipe is 10m, and the grouting positions of adjacent surfaces are staggered;
(4) controlling the depth of a drill rod according to the grouting length and the grouting range requirement, enabling the drill rod to run at a slow speed, monitoring the influence of the stratum on a drilling machine in real time, determining drilling parameters under the stratum condition, closely monitoring the overflow water outlet condition, and immediately stopping drilling when a large amount of overflow occurs;
(5) the deviation of the hole positions of the drill holes is not more than 200mm, and the deviation rate of the formed holes is not more than 1 percent; recording drilling details during drilling, wherein the drilling records comprise but are not limited to drilling footage, starting and stopping depth, soil layer properties and underground water condition;
(6) and (3) withdrawing the drill rod: and (4) retreating at the uniform speed of not more than 200mm every time, controlling the retreating speed, and cleaning the retreated drill rod in time for later use.
Further, in the fourth step, the grouting construction method specifically comprises the following steps:
keeping the withdrawal amplitude of the drill rod to be 15-20 cm; confirming the grouting speed according to the formation pore and communication condition and the formation compactness condition; and (5) grouting at constant speed by using a hydraulic double-liquid grouting pump until the standard of grouting ending is reached.
Furthermore, in the fourth step, local slurry leakage and slurry running can be processed by filling cracks with hemp fibers, adjusting the slurry ratio, shortening the slurry setting time, grouting shallow holes, solidifying and the like. And (4) stopping grouting when the grouting pressure suddenly rises, and checking whether the pipeline is blocked or not and whether a pressure gauge has a fault or not. When the slurry inlet amount is large and the pressure is not increased for a long time, the slurry can be treated by methods of increasing the slurry concentration, reducing the grouting pressure, or intermittently grouting and the like.
Further, when the construction tunnel is a geological gravelly rock, sandstone included mudstone, skarn or an impact layer, the grouting end standard is as follows:
the pressure of single-hole grouting reaches the expected requirement, the time exceeds 10min, the speed is only 25% of the initial speed, and the grouting can be stopped when the grouting amount reaches 80% of the designed amount; all grouting holes meet the requirements for the single holes, whether the tunnel face is bulged or not is observed, and grouting construction can be stopped after the water yield and the sand carrying amount meet the design and standard requirements.
Further, when the construction tunnel geology is surrounding rock, stopping grouting after the grouting final pressure is reached and the pressure is maintained for 3-5 min when the grouting end standard is met; when the construction tunnel geology is weathered rock, the grout is poured into the hole opening, and the grouting is not absorbed any more after 3 times of continuous repeated pouring, so that the grouting can be finished; grouting can be stopped when grouting pressure is maintained stably for more than 30min, grouting pressure is suddenly increased, and grouting is carried out on the ground or no grouting is carried out.
In summary, the advantages and positive effects of the invention are: the grouting construction treatment method has the advantages of simple process flow, convenient operation, grouting pressure meeting design requirements, large slurry diffusion range, good grouting effect and no water seepage and slurry seepage phenomenon.
The slurry diffusion radius is 500mm for deep hole grouting, so that the grouting effect can be improved, and the slurry diffusion radius is designed according to the construction condition, so that the grouting effect can be ensured. When the slurry inlet amount per minute is less than 3L or the grouting pressure is gradually increased in the final pressure state, the grouting can be stopped;
the grouting material of the grouting slurry is cement-water glass slurry, the setting time of the slurry is within 1-2 minutes, and the slurry can be quickly set; meanwhile, the cement-water glass slurry overcomes the defects of long setting time, difficult control, low concretion rate under the condition of flowing water and the like of single-liquid cement slurry, improves the effect of cement grouting, and enlarges the range of cement grouting; the slurry is suitable for tunnel heavy water burst, mud burst plugging and splitting consolidation of karst runoff plastic granular soil, and the mixed slurry can be used in a stratum with high groundwater flow velocity to achieve the purpose of rapid plugging; the grouting material can also be used for seepage prevention and reinforcement grouting, and is a main grouting material in tunnel construction; the slurry has good controllability, the gel time can be accurately controlled within a range of a few seconds to dozens of minutes, and the calculus rate of the slurry after coagulation is high.
According to the single-hole grouting finishing standard, the grouting holes reach the designed hole depth, the pressure gradually rises in the grouting process, the flow gradually decreases, and when the pressure reaches the grouting final pressure, the single-hole grouting can be finished; the grouting pressure can not reach the design final pressure, the grouting amount reaches 2.0 times of the design grouting amount, the single-hole grouting can be finished, the grouting termination mode can also be used, and the grouting can be saved and the corresponding grouting cost can be reduced by a single-hole grouting method.
Drawings
Fig. 1 is a flowchart of a grouting construction processing method provided in an embodiment of the present invention.
Fig. 2 is a plan view of deep hole grouting and hole distribution provided by the embodiment of the invention.
Fig. 3 is a cross sectional view of interval front line deep hole grouting and hole distribution provided by the embodiment of the invention.
Fig. 4 is a cross-sectional view of a deep hole grouting arrangement of an unearthed channel provided by an embodiment of the invention.
Fig. 5 is a cross-sectional view of interval front line deep hole grouting arrangement provided by the embodiment of the invention.
Fig. 6 is a cross-sectional schematic view of deep hole grouting and hole arrangement of the unearthing channel provided by the embodiment of the invention.
Fig. 7 is a cross-sectional view of a deep hole grouting arrangement of a unearthed channel provided by an embodiment of the invention.
Fig. 8 is a graph of grouting pressure versus slurry penetration diffusion radius variation provided by an embodiment of the present invention.
Fig. 9 is a schematic diagram of water seepage due to slurry seepage in a grouting construction process in the prior art according to an embodiment of the present invention.
FIG. 10 is a schematic diagram of water seepage due to slurry seepage during an improved grouting construction process according to an embodiment of the invention.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is further described in detail with reference to the following embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
The technical solution of the present invention will be described in detail below with reference to the accompanying drawings.
As shown in fig. 1, a grouting construction processing method provided in an embodiment of the present invention includes:
s101: determining grouting parameters according to actual conditions; slurry diffusion radius, and deep hole grouting is that R is 500 mm; grouting pressure, wherein the initial pressure of deep hole grouting is 0.3-0.75 MPa, the final pressure is 1.0MPa, and grouting can be stopped when the grouting amount per minute is less than 3L or the grouting pressure gradually rises in the final pressure state; grouting slurry, wherein double-fluid slurry is used as a grouting material, and the setting time of the slurry is within 1-2 minutes;
s102: the existing structure is adopted as a grout stopping wall, and construction treatment of the grout stopping wall is carried out;
s103: forming a grouting hole by adopting a ZLJ-2500 type drilling machine, and performing hole leading construction by adopting a phi 42 hollow drill rod;
s104: and (6) grouting construction is carried out.
In S101 provided by the embodiment of the invention, the double-fluid slurry is prepared by mixing cement slurry and water glass diluent according to a mass ratio of 1: 1 are matched; wherein the water-cement ratio of the cement paste is 1.5: 1; the consumption of each cubic piece of water glass of the water glass diluent is 332 kg, and the consumption of each cubic piece of water glass is 997 kg; wherein the cement paste is prepared from cement and water according to a mass ratio of 1: 1 are matched;
in S101 provided in the embodiment of the present invention, according to an actual situation, the grouting parameters further include:
when the construction tunnel geology is conglomerate or sandstone with mudstone, grouting parameters are distributed on the 1m multiplied by 1m quincunx of the primary support surface by radial grouting pipes; P.O 42.5 cement is used as the slurry, and the water cement ratio is controlled to be 1: 1; the grouting pressure is selected to be 1.5-2 MPa finally, the diffusion radius is 1.1-1.5 m, and the setting time of the slurry is controlled to be 10-15 s;
when the construction tunnel geology is an impact layer, the grouting pressure is designed to be 1.1-1.3 times of the water pressure at the injected point according to the stratum condition and the bearing capacity of the well wall structure; the grouting material is mainly single-liquid cement slurry, and the water-cement ratio of the grouting material to the cement slurry is 0.75: 1-1: 1, adopting P.O 42.5 ordinary portland cement; the cement paste is prepared by mixing cement paste, water glass, a filler and a solvent, wherein the cement paste is prepared from water glass double-liquid slurry, the concentration of the water glass is 38-40 degrees Be, the modulus of the water glass is 2.8-3.2, and the proportion of the cement paste to the double-liquid slurry is as follows: the volume ratio of the water glass is 3: 1;
when the geology of the construction tunnel is skarn, the grouting pressure is composed of the pressure of a grouting pump and the dead weight pressure 2 of the grout; grouting pressure control principle: when the self-weight pressure of the slurry is less than 2 times of the hydrostatic pressure, taking the value of 2 times of the hydrostatic pressure as the grouting pressure; when the self-weight pressure of the slurry is greater than 2 times of the hydrostatic pressure, the reading of a surface pressure gauge is controlled to be 0.5-1.0 MPa; the aperture of each grouting hole is 7mm, and the length of each grouting section is 25-40 m;
when the construction tunnel geology is surrounding rock and the crack is developed perfectly, cement slurry: water glass 1: 1, preferably setting the double-slurry for about 15s, and adjusting the slurry proportion according to the field test condition, wherein the grouting pressure is 0.3-0.5 MPa higher than the water pressure;
when the construction tunnel geology is a water-rich sandy gravel stratum, the CS double-fluid slurry water-cement ratio parameter is 1: 1-0.8: 1, the concentration of water glass is 38-42 DEG Be, the mixing amount of the water glass is 8% -10%, and the distance between grouting holes is 1.6-2.0 m;
when the construction tunnel geology is a weathered rock stratum, the water-cement ratio is 1: 1-0.5: 1, adding an expanding agent and a water reducing agent, and adopting pure-pressure grouting with the grouting pressure of 0.5-1.0 MPa;
in S101 provided by the embodiment of the present invention, when the construction tunnel is geological gravels, sandstone with mudstones, or skarns, grouting is performed in the order of first inner ring and then outer ring hole grouting, and construction is performed gradually downward from the vault, with no water hole and then water hole.
In S101 provided by the embodiment of the invention, when the construction tunnel is a geological impact layer, grouting is performed at intervals from bottom to top in the same circle according to the sequence of an outer circle to an inner circle, and when the water inflow rate of a drilled hole is more than or equal to 50L/min, the injection speed is 80-150L/min; and when the water inflow is less than or equal to 50L/min, the injection speed is 35-80L/min, and construction is gradually carried out downwards from the vault.
In S101 provided by the embodiment of the invention, when the construction tunnel geology is surrounding rock, the grouting sequence adopts a jump hole grouting sequence from sparse to dense grouting sequence, and the two sides are arranged at first and then the middle is arranged at last.
In step S104 provided by the embodiment of the present invention, after the grouting construction is completed, the standard of the grouting completion is as follows:
(1) when the grouting hole reaches the designed hole depth, the pressure gradually rises in the grouting process, the flow gradually decreases, and when the pressure reaches the grouting final pressure, grouting can be finished;
(2) and (4) when the grouting hole reaches the designed hole depth, the grouting pressure cannot reach the designed final pressure, the grouting amount reaches 2.0 times of the designed grouting amount, and grouting can be finished.
In step two of S102 provided by the embodiment of the present invention, temporary plugging is performed after the construction in the tunnel, the plugging form is the same as that of permanent plugging of the tunnel, and the plugging thickness is not less than 500 mm. The grouting pipe mounted on the grout stopping wall should be provided with a protective sleeve cap to prevent the grouting pipe from being blocked by concrete.
In S103 provided by the embodiment of the present invention, a method for performing hole guiding construction includes:
(1) the drilling machine is positioned according to the specified position, the angle of the drill rod is adjusted, and the drilling machine is fixed after the drill rod is aligned with the hole position;
(2) carrying out water absorption test check on the grouting system by using the pressure 1.5-2.0 times of the final grouting pressure, and checking whether the pipeline system can resist pressure and has water leakage; checking whether the pipeline connection is correct; checking whether the equipment condition is normal;
(3) adopting retreating type grouting construction for the grouting pipe, drilling holes in sections, wherein the length of each section is 2.0m, and drilling holes between the two sections by adopting a double-hole special joint and a special drill bit; the length of each grouting pipe is 10m, and the grouting positions of adjacent surfaces are staggered;
(4) controlling the depth of a drill rod according to the grouting length and the grouting range requirement, enabling the drill rod to run at a slow speed, monitoring the influence of the stratum on a drilling machine in real time, determining drilling parameters under the stratum condition, closely monitoring the overflow water outlet condition, and immediately stopping drilling when a large amount of overflow occurs;
(5) the deviation of the hole positions of the drill holes is not more than 200mm, and the deviation rate of the formed holes is not more than 1 percent; recording drilling details during drilling, wherein the drilling records comprise but are not limited to drilling footage, starting and stopping depth, soil layer properties and underground water condition;
(6) and (3) withdrawing the drill rod: and (4) retreating at the uniform speed of not more than 200mm every time, controlling the retreating speed, and cleaning the retreated drill rod in time for later use.
In S104 provided by the embodiment of the present invention, the grouting construction method specifically includes:
keeping the withdrawal amplitude of the drill rod to be 15-20 cm; confirming the grouting speed according to the formation pore and communication condition and the formation compactness condition; and (5) grouting at constant speed by using a hydraulic double-liquid grouting pump until the standard of grouting ending is reached.
In S104 provided by the embodiment of the invention, local slurry leakage and slurry running can be processed by filling cracks with hemp fibers, adjusting the slurry ratio, shortening the slurry setting time, grouting shallow holes, consolidating and the like. And (4) stopping grouting when the grouting pressure suddenly rises, and checking whether the pipeline is blocked or not and whether a pressure gauge has a fault or not. When the slurry inlet amount is large and the pressure is not increased for a long time, methods such as increasing the slurry concentration, reducing the grouting pressure, or intermittently grouting can be adopted for treatment;
finishing grouting standard; when the construction tunnel is a geological gravelly rock, sandstone included mudstone, skarn or an impact layer, the grouting end standard is as follows:
the pressure of single-hole grouting reaches the expected requirement, the time exceeds 10min, the speed is only 25% of the initial speed, and the grouting can be stopped when the grouting amount reaches 80% of the designed amount; all grouting holes meet the requirements for the single holes, whether the tunnel face is bulged or not is observed, and grouting construction can be stopped after the water yield and the sand carrying amount meet the design and standard requirements;
when the construction tunnel geology is surrounding rock, stopping grouting after the grouting final pressure is reached and the pressure is maintained for 3-5 min; when the construction tunnel geology is weathered rock, the grout is poured into the hole opening, and the grouting is not absorbed any more after 3 times of continuous repeated pouring, so that the grouting can be finished; grouting can be stopped when grouting pressure is maintained stably for more than 30min, grouting pressure is suddenly increased, and grouting is carried out on the ground or no grouting is carried out.
The technical scheme and the technical effect of the invention are further explained by combining the specific embodiments.
Example 1:
firstly, grouting parameters:
1. slurry diffusion radius: grouting the deep hole with R being 500 mm;
2. grouting pressure: the initial pressure of deep hole grouting is 0.3-0.75 MPa, the final pressure is 1.0MPa, and grouting can be stopped when the grouting amount per minute is less than 3L or the grouting pressure gradually rises in the final pressure state;
3. grouting slurry: the grouting material is cement-water glass slurry, and the setting time of the slurry is within 1-2 minutes;
secondly, constructing a grout stopping wall:
1. the initial section of slip casting adopts current structure as the effect of grout stopping wall.
2. And performing temporary plugging after construction in the tunnel, wherein the plugging form is the same as that of permanent plugging of the tunnel, and the plugging thickness is not less than 500 mm.
Thirdly, hole guiding construction:
the grouting hole is formed by adopting a ZLJ-2500 type drilling machine, the drill rod is a phi 42 hollow drill rod, the drilling machine is positioned according to a specified position, the angle of the drill rod is adjusted under the guidance of a technician, and the drilling machine cannot be displaced after aligning with the hole position.
The grouting pipe adopts retreating type (WSS) grouting construction and is drilled in sections, the length of each section is 2.0m, and a double-hole special joint and a special drill bit are adopted between the two sections for drilling. The length of each grouting pipe is 10m, and the grouting positions of adjacent surfaces are staggered.
According to the requirements of grouting length and grouting range, the depth of a drill rod is strictly controlled, the drill rod is slowly operated, the influence condition of the stratum on a drilling machine is controlled, so as to determine drilling parameters under the stratum condition.
The deviation of the hole positions of the drill holes is not more than 200mm, and the deviation rate of the formed holes is not more than 1%.
In the drilling process, drilling detailed records including drilling footage, starting and stopping depth, soil layer properties, underground water condition and the like are required to be made.
And (3) withdrawing the drill rod: and strictly controlling the withdrawal speed, wherein the withdrawal speed is not more than 200mm every time, the drill rod is withdrawn at the uniform speed, and the withdrawn drill rod is cleaned in time for later use.
Fourthly, grouting construction:
1. the drill rod withdrawal amplitude is as follows: about 15-20 cm;
2. grouting speed: the grouting speed is temporarily set to be not more than 10-20L per minute due to the relation between the formation pore space and communication condition and the formation compactness;
3. finishing standard of single-hole grouting:
① grouting holes reach the designed hole depth, pressure gradually rises in the grouting process, flow gradually decreases, and single-hole grouting can be finished when the pressure reaches the grouting final pressure;
② the grouting hole reaches the designed hole depth, the grouting pressure can not reach the designed final pressure, the grouting amount reaches the designed grouting amount by 2.0 times, the single hole grouting can be finished, and the method can also be used as a grouting termination mode.
4. Slurry:
the technical solution of the present invention will be further described with reference to the following experiments.
In the test, a pneumatic grouting pump is selected, the grouting amount is 0-32L/min, and the maximum grouting pressure is 4 MPa; the air supply volume of the air compressor is 0.11m3Min, wind pressure 0.6 MPa.
In this test, three different geological conditions are selected respectively as follows: weathered rock formations, skarns, conventional earth formations; wherein, the prismatic is a conventional soil layer, the circular is a weathered rock layer, and the triangle is skarn.
As can be seen from the graph of fig. 8, the variation of the grouting pressure and the grout penetration diffusion radius, the grout penetration diffusion in the weathered rock formation and the skarn gradually increases to a peak value and then decreases as the grouting pressure increases.
The slurry permeation and diffusion of the conventional soil layer are gradually increased along with the increase of the grouting pressure.
Through comparison between the graph in fig. 10 and the graph in fig. 9, the technical scheme of the invention can effectively prevent the problems of water seepage and slurry seepage in the grouting construction process.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents and improvements made within the spirit and principle of the present invention are intended to be included within the scope of the present invention.
Claims (10)
1. The grouting construction processing method is characterized by comprising the following steps:
determining grouting parameters according to actual conditions; slurry diffusion radius, and deep hole grouting is that R is 500 mm; grouting pressure, wherein the initial pressure of deep hole grouting is 0.3-0.75 MPa, the final pressure is 1.0MPa, and grouting can be stopped when the grouting amount per minute is less than 3L or the grouting pressure gradually rises in the final pressure state; grouting slurry, wherein double-fluid slurry is used as a grouting material, and the setting time of the slurry is within 1-2 minutes;
step two, adopting the existing structure as a grout stopping wall, and carrying out construction treatment on the grout stopping wall;
thirdly, forming a hole in the grouting hole by adopting a ZLJ-2500 type drilling machine, and performing hole leading construction by adopting a phi 42 hollow drill rod;
fourthly, grouting construction is carried out;
in the first step, the double-slurry comprises: the double-liquid slurry is prepared from cement slurry and water glass diluent according to the mass ratio of 1: 1 are matched; wherein the water-cement ratio of the cement paste is 1.5: 1; the consumption of each cubic piece of water glass of the water glass diluent is 332 kg, and the consumption of each cubic piece of water glass is 997 kg; wherein the cement paste is prepared from cement and water according to a mass ratio of 1: 1 are matched;
in the first step, according to the actual situation, the grouting parameters further include:
when the construction tunnel geology is conglomerate or sandstone with mudstone, grouting parameters are distributed on the 1m multiplied by 1m quincunx of the primary support surface by radial grouting pipes; P.O 42.5 cement is used as the slurry, and the water cement ratio is controlled to be 1: 1; the grouting pressure is selected to be 1.5-2 MPa finally, the diffusion radius is 1.1-1.5 m, and the setting time of the slurry is controlled to be 10-15 s;
when the construction tunnel geology is an impact layer, the grouting pressure is designed to be 1.1-1.3 times of the water pressure at the injected point according to the stratum condition and the bearing capacity of the well wall structure; the grouting material is mainly single-liquid cement slurry, and the water-cement ratio of the grouting material to the cement slurry is 0.75: 1-1: 1, adopting P.O 42.5 ordinary portland cement; the cement paste is prepared by mixing cement paste, water glass, a filler and a solvent, wherein the cement paste is prepared from water glass double-liquid slurry, the concentration of the water glass is 38-40 degrees Be, the modulus of the water glass is 2.8-3.2, and the proportion of the cement paste to the double-liquid slurry is as follows: the volume ratio of the water glass is 3: 1;
when the geology of the construction tunnel is skarn, the grouting pressure is composed of the pressure of a grouting pump and the dead weight pressure 2 of the grout; grouting pressure control principle: when the self-weight pressure of the slurry is less than 2 times of the hydrostatic pressure, taking the value of 2 times of the hydrostatic pressure as the grouting pressure; when the self-weight pressure of the slurry is greater than 2 times of the hydrostatic pressure, the reading of a surface pressure gauge is controlled to be 0.5-1.0 MPa; the aperture of each grouting hole is 7mm, and the length of each grouting section is 25-40 m;
when the construction tunnel geology is surrounding rock and the crack is developed perfectly, cement slurry: water glass 1: 1, preferably setting the double-slurry for about 15s, and adjusting the slurry proportion according to the field test condition, wherein the grouting pressure is 0.3-0.5 MPa higher than the water pressure;
when the construction tunnel geology is a water-rich sandy gravel stratum, the CS double-fluid slurry water-cement ratio parameter is 1: 1-0.8: 1, the concentration of water glass is 38-42 DEG Be, the mixing amount of the water glass is 8% -10%, and the distance between grouting holes is 1.6-2.0 m;
when the construction tunnel geology is a weathered rock stratum, the water-cement ratio is 1: 1-0.5: 1, adding an expanding agent and a water reducing agent, and adopting pure-pressure grouting with the grouting pressure of 0.5-1.0 MPa;
in the fourth step, after grouting construction is finished, the grouting finishing standard is as follows:
(1) when the grouting hole reaches the designed hole depth, the pressure gradually rises in the grouting process, the flow gradually decreases, and when the pressure reaches the grouting final pressure, grouting can be finished;
(2) and (4) when the grouting hole reaches the designed hole depth, the grouting pressure cannot reach the designed final pressure, the grouting amount reaches 2.0 times of the designed grouting amount, and grouting can be finished.
2. The grouting construction processing method according to claim 1, wherein in the first step, when the construction tunnel is geological gravels, sandstone mud-rock or skarns, grouting is performed in the order of first inner ring and then outer ring, and construction is performed from the vault gradually downwards with no water hole and then water hole.
3. The grouting construction treatment method according to claim 1, wherein in the first step, when the construction tunnel is a geological impact layer, grouting is performed at intervals from bottom to top in the same circle in the sequence of outer circle to inner circle, and when the water inflow rate of drilling is more than or equal to 50L/min, the injection speed is 80-150L/min; and when the water inflow is less than or equal to 50L/min, the injection speed is 35-80L/min, and construction is gradually carried out downwards from the vault.
4. The grouting construction processing method as claimed in claim 1, wherein in the first step, when the geological structure of the construction tunnel is surrounding rock, the grouting sequence adopts a jump hole grouting sequence from sparse to dense grouting sequence, wherein the two sides are arranged first and the middle is arranged later.
5. The grouting construction processing method of claim 1, wherein in the second step, temporary plugging is performed after the construction in the tunnel, the plugging form is the same as that of permanent plugging of the tunnel, the plugging thickness is not less than 500mm, and a grouting pipe arranged on the grout stopping wall is provided with a protective sleeve cap to prevent the grouting pipe from being plugged by concrete.
6. The grouting construction processing method according to claim 1, wherein in the third step, a method for conducting hole guiding construction comprises the following steps:
(1) the drilling machine is positioned according to the specified position, the angle of the drill rod is adjusted, and the drilling machine is fixed after the drill rod is aligned with the hole position;
(2) carrying out water absorption test check on the grouting system by using the pressure 1.5-2.0 times of the final grouting pressure, and checking whether the pipeline system can resist pressure and has water leakage; checking whether the pipeline connection is correct; checking whether the equipment condition is normal;
(3) adopting retreating type grouting construction for the grouting pipe, drilling holes in sections, wherein the length of each section is 2.0m, and drilling holes between the two sections by adopting a double-hole special joint and a special drill bit; the length of each grouting pipe is 10m, and the grouting positions of adjacent surfaces are staggered;
(4) controlling the depth of a drill rod according to the grouting length and the grouting range requirement, enabling the drill rod to run at a slow speed, monitoring the influence of the stratum on a drilling machine in real time, determining drilling parameters under the stratum condition, closely monitoring the overflow water outlet condition, and immediately stopping drilling when a large amount of overflow occurs;
(5) the deviation of the hole positions of the drill holes is not more than 200mm, and the deviation rate of the formed holes is not more than 1 percent; recording drilling details during drilling, wherein the drilling records comprise but are not limited to drilling footage, starting and stopping depth, soil layer properties and underground water condition;
(6) and (3) withdrawing the drill rod: and (4) retreating at the uniform speed of not more than 200mm every time, controlling the retreating speed, and cleaning the retreated drill rod in time for later use.
7. The grouting construction processing method according to claim 1, wherein in the fourth step, the grouting construction method specifically comprises:
keeping the withdrawal amplitude of the drill rod to be 15-20 cm; confirming the grouting speed according to the formation pore and communication condition and the formation compactness condition; and (5) grouting at constant speed by using a hydraulic double-liquid grouting pump until the standard of grouting ending is reached.
8. The grouting construction treatment method according to claim 7, wherein in the fourth step, local slurry leakage and slurry running can be treated by filling cracks with hemp fibers, adjusting slurry proportion, shortening slurry setting time, shallow hole grouting consolidation and the like; stopping grouting when the grouting pressure suddenly rises, and checking whether a pipeline is blocked and whether a pressure gauge has a fault or not; when the slurry inlet amount is large and the pressure is not increased for a long time, the slurry can be treated by methods of increasing the slurry concentration, reducing the grouting pressure, or intermittently grouting and the like.
9. The grouting construction processing method according to claim 7, wherein when the construction tunnel is geological gravels, sandstone included mudstones, skarns or an impact layer, the grouting end standard is as follows:
the pressure of single-hole grouting reaches the expected requirement, the time exceeds 10min, the speed is only 25% of the initial speed, and the grouting can be stopped when the grouting amount reaches 80% of the designed amount; all grouting holes meet the requirements for the single holes, whether the tunnel face is bulged or not is observed, and grouting construction can be stopped after the water yield and the sand carrying amount meet the design and standard requirements.
10. The grouting construction processing method according to claim 7, wherein when the construction tunnel geology is surrounding rock, grouting is stopped after the grouting final pressure is reached and the pressure is maintained for 3-5 min when the grouting end standard is met; when the construction tunnel geology is weathered rock, the grout is poured into the hole opening, and the grouting is not absorbed any more after 3 times of continuous repeated pouring, so that the grouting can be finished; grouting can be stopped when grouting pressure is maintained stably for more than 30min, grouting pressure is suddenly increased, and grouting is carried out on the ground or no grouting is carried out.
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113006733A (en) * | 2021-03-08 | 2021-06-22 | 中铁十八局集团第一工程有限公司 | Deep grouting process for ground surface |
| CN113236300A (en) * | 2021-05-24 | 2021-08-10 | 中铁建华南建设有限公司 | Advanced grouting method for shield construction |
| CN113638744A (en) * | 2021-08-25 | 2021-11-12 | 中铁四局集团有限公司 | Method for treating defects of diaphragm wall joints of water-rich soft soil stratum |
| CN113832976A (en) * | 2021-10-19 | 2021-12-24 | 中科院广州化灌工程有限公司 | Double-liquid grouting device for foundation pit engineering plugging and emergency rescue and construction method |
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Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101638987A (en) * | 2009-07-24 | 2010-02-03 | 中铁二十一局集团有限公司 | Tunnel construction method for crossing high-pressure water-enriched fracture zone with curtain grouting and grout stopping wall |
| CN101709651A (en) * | 2009-12-21 | 2010-05-19 | 中铁隧道勘测设计院有限公司 | Grouting water blocking method for undersea tunnel |
| CN101798930A (en) * | 2010-03-24 | 2010-08-11 | 中铁十二局集团有限公司 | Rapid construction method of high-pressure water-rich fault zone of tunnel |
| CN101832142A (en) * | 2010-02-11 | 2010-09-15 | 中铁十二局集团有限公司 | Tunnel information tracing accurate grouting method |
| CN103982201A (en) * | 2014-05-22 | 2014-08-13 | 北京中铁瑞威工程检测有限责任公司 | Advanced detection, grouting reinforcement and excavation method of wide separation fracture of high-pressure water-rich tunnel |
| CN105041325A (en) * | 2015-07-13 | 2015-11-11 | 长沙理工大学 | Construction method of high-tension water-rich extra-large-section weak breccia tunnel |
| CN108798718A (en) * | 2018-07-09 | 2018-11-13 | 中铁十七局集团第四工程有限公司 | Subsequent grouting method is held before tunnel |
| CN109441486A (en) * | 2018-11-30 | 2019-03-08 | 中铁隧道集团二处有限公司 | The grouting method reinforced for tunnel grouting |
-
2020
- 2020-01-08 CN CN202010017899.3A patent/CN111119940B/en active Active
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101638987A (en) * | 2009-07-24 | 2010-02-03 | 中铁二十一局集团有限公司 | Tunnel construction method for crossing high-pressure water-enriched fracture zone with curtain grouting and grout stopping wall |
| CN101709651A (en) * | 2009-12-21 | 2010-05-19 | 中铁隧道勘测设计院有限公司 | Grouting water blocking method for undersea tunnel |
| CN101832142A (en) * | 2010-02-11 | 2010-09-15 | 中铁十二局集团有限公司 | Tunnel information tracing accurate grouting method |
| CN101798930A (en) * | 2010-03-24 | 2010-08-11 | 中铁十二局集团有限公司 | Rapid construction method of high-pressure water-rich fault zone of tunnel |
| CN103982201A (en) * | 2014-05-22 | 2014-08-13 | 北京中铁瑞威工程检测有限责任公司 | Advanced detection, grouting reinforcement and excavation method of wide separation fracture of high-pressure water-rich tunnel |
| CN105041325A (en) * | 2015-07-13 | 2015-11-11 | 长沙理工大学 | Construction method of high-tension water-rich extra-large-section weak breccia tunnel |
| CN108798718A (en) * | 2018-07-09 | 2018-11-13 | 中铁十七局集团第四工程有限公司 | Subsequent grouting method is held before tunnel |
| CN109441486A (en) * | 2018-11-30 | 2019-03-08 | 中铁隧道集团二处有限公司 | The grouting method reinforced for tunnel grouting |
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113006733A (en) * | 2021-03-08 | 2021-06-22 | 中铁十八局集团第一工程有限公司 | Deep grouting process for ground surface |
| CN113236300A (en) * | 2021-05-24 | 2021-08-10 | 中铁建华南建设有限公司 | Advanced grouting method for shield construction |
| CN113638744A (en) * | 2021-08-25 | 2021-11-12 | 中铁四局集团有限公司 | Method for treating defects of diaphragm wall joints of water-rich soft soil stratum |
| CN113638744B (en) * | 2021-08-25 | 2023-11-10 | 中铁四局集团有限公司 | Method for treating joint defects of underground continuous wall of water-rich soft soil stratum |
| CN113832976A (en) * | 2021-10-19 | 2021-12-24 | 中科院广州化灌工程有限公司 | Double-liquid grouting device for foundation pit engineering plugging and emergency rescue and construction method |
| CN114293602A (en) * | 2021-11-08 | 2022-04-08 | 浙江绿城房屋服务系统有限公司 | Basement structure bottom plate leakage plugging repair method |
| CN114164833A (en) * | 2021-12-07 | 2022-03-11 | 中交第一航务工程局有限公司 | Deep hole guiding and grouting process under complex geological conditions of water-rich sand layer |
| CN114320363A (en) * | 2021-12-20 | 2022-04-12 | 北京城建道桥建设集团有限公司 | Large-section deep hole grouting construction method for complex stratum in water-rich area |
| CN114320363B (en) * | 2021-12-20 | 2023-11-14 | 北京城建道桥建设集团有限公司 | Construction method for large-section deep hole grouting of complex stratum in water-rich region |
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