CN113006733A - Deep grouting process for ground surface - Google Patents
Deep grouting process for ground surface Download PDFInfo
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- CN113006733A CN113006733A CN202110251550.0A CN202110251550A CN113006733A CN 113006733 A CN113006733 A CN 113006733A CN 202110251550 A CN202110251550 A CN 202110251550A CN 113006733 A CN113006733 A CN 113006733A
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- 238000000034 method Methods 0.000 title claims abstract description 31
- 238000009412 basement excavation Methods 0.000 claims abstract description 28
- 230000000694 effects Effects 0.000 claims abstract description 22
- 239000002002 slurry Substances 0.000 claims description 23
- 239000011435 rock Substances 0.000 claims description 22
- 239000004568 cement Substances 0.000 claims description 17
- 239000007788 liquid Substances 0.000 claims description 12
- 239000011440 grout Substances 0.000 claims description 10
- 235000019353 potassium silicate Nutrition 0.000 claims description 10
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims description 10
- 238000005553 drilling Methods 0.000 claims description 9
- 239000002689 soil Substances 0.000 claims description 7
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 7
- 238000007789 sealing Methods 0.000 claims description 5
- 238000001514 detection method Methods 0.000 claims description 3
- 238000003384 imaging method Methods 0.000 claims description 3
- 238000002955 isolation Methods 0.000 claims description 3
- 238000005259 measurement Methods 0.000 claims description 3
- BNIILDVGGAEEIG-UHFFFAOYSA-L disodium hydrogen phosphate Chemical group [Na+].[Na+].OP([O-])([O-])=O BNIILDVGGAEEIG-UHFFFAOYSA-L 0.000 claims description 2
- 239000012530 fluid Substances 0.000 claims 3
- 230000002787 reinforcement Effects 0.000 abstract description 13
- 238000010276 construction Methods 0.000 abstract description 10
- 238000009826 distribution Methods 0.000 abstract description 9
- 238000000926 separation method Methods 0.000 abstract description 3
- 238000012360 testing method Methods 0.000 abstract description 3
- 238000012795 verification Methods 0.000 abstract description 3
- 230000015572 biosynthetic process Effects 0.000 abstract 1
- 229910000831 Steel Inorganic materials 0.000 description 3
- 230000018044 dehydration Effects 0.000 description 3
- 238000006297 dehydration reaction Methods 0.000 description 3
- 238000007569 slipcasting Methods 0.000 description 3
- 239000010959 steel Substances 0.000 description 3
- 238000010586 diagram Methods 0.000 description 2
- 239000013535 sea water Substances 0.000 description 2
- 238000004062 sedimentation Methods 0.000 description 2
- 230000032258 transport Effects 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000009933 burial Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 238000007689 inspection Methods 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 230000002035 prolonged effect Effects 0.000 description 1
- 238000004080 punching Methods 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 238000011160 research Methods 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B33/00—Sealing or packing boreholes or wells
- E21B33/10—Sealing or packing boreholes or wells in the borehole
- E21B33/13—Methods or devices for cementing, for plugging holes, crevices or the like
-
- 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
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Mining & Mineral Resources (AREA)
- Chemical & Material Sciences (AREA)
- Geology (AREA)
- Life Sciences & Earth Sciences (AREA)
- Ceramic Engineering (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Architecture (AREA)
- Organic Chemistry (AREA)
- Physics & Mathematics (AREA)
- Materials Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Fluid Mechanics (AREA)
- Inorganic Chemistry (AREA)
- Chemical Kinetics & Catalysis (AREA)
- Civil Engineering (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention provides a surface deep layer grouting process, which adopts a drill rod retreating type 30m surface deep layer grouting method to separate pre-grouting reinforcement from tunnel excavation and realizes double synchronization of grouting and excavation. The method for performing surface deep layer grouting can remarkably shorten the construction period, and can also combine temporary road occupation of road traffic, surface pipeline distribution, accurate hole distribution and accurate area control grouting to reveal the surface grouting effect through grouting effect verification and test section excavation. The surface deep layer grouting process provided by the invention has the characteristics of high efficiency and rapidness in grouting, outstanding effect and the like, realizes separation of formation grouting pre-reinforcement and tunnel excavation, ensures grouting operation environment, is convenient for grouting workers to have occupational health, and has good application prospect.
Description
Technical Field
The invention relates to the technical field of surface grouting, in particular to a deep surface grouting process.
Background
The 21 st century is a century for the large development of underground space, and with the continuous expansion of the construction scale of urban underground space in China, it is more and more common that a large-section shallow-buried underground excavation tunnel penetrates through a sensitive building adjacent to a main trunk road of the city, and meanwhile, the construction environment is more and more complex, especially, the tunnel penetrates through a beach backfill area, a weak surrounding rock section and an earth-rock interface in a long distance, underground water is abundant, the underground water is communicated with seawater, and the construction is difficult to achieve. Collapse, dehydration and sedimentation, large deformation, surface sedimentation larger than that in the tunnel, surface road collapse and the like easily occur in the tunnel excavation process, and the shallower the tunnel burial depth, the higher the possibility of collapse and dehydration is. In order to prevent dehydration and settlement, large deformation, cave collapse, ground surface settlement larger than cave collapse, ground surface collapse and the like in the tunnel excavation process, grouting is needed for pre-reinforcement before tunnel excavation, physical and mechanical parameters of weak surrounding rocks are improved, shearing strength of earth covering on the tunnel is improved, and risk of vault collapse is reduced.
Curtain slip casting then ubiquitous scheduling problem of time limit is longer in the tunnel, especially under the big section subsection excavation operating mode, the pilot tunnel space is narrow and small, is unfavorable for the slip casting rig angle of punching to lay, and the slip casting in-process easily exists the blind area. Therefore, how to realize separating the stratum grouting pre-reinforcement from the tunnel excavation, reducing the mutual interference of grouting and excavation, realizing rapid construction, simultaneously realizing stratum full coverage, global grouting reinforcement of the whole tunnel excavation section, the surface grouting depth needs to reach 30m, the grouting effect inspection and the like.
At present, the traditional grouting pre-reinforcement of shallow-buried and underground-excavated soft surrounding rock sections is mainly carried out by adopting a curtain grouting mode in a tunnel or a steel perforated pipe grouting mode on the earth surface. Although the curtain grouting in the tunnel can improve the physical and mechanical parameters of the weak surrounding rock, the surface steel perforated pipe grouting can improve the comprehensive shear strength of the soil body through the reinforcement of the soil body, and both aims to improve the shear strength of the overlying soil and reduce the risk of collapse of the superstructure; the grouting construction period in the tunnel is prolonged, and excavation is influenced; the surface steel perforated pipe grouting needs to be provided with a concrete grout stop layer, road traffic is affected, the grouting effect is poor, and the grouting depth is limited to some extent.
Disclosure of Invention
In order to solve the problems, the invention provides a surface deep layer grouting process, which adopts a drill rod retreating type 30m surface deep layer grouting process to separate pre-grouting reinforcement from tunnel excavation, realizes double synchronization of grouting and excavation, has the characteristics of high grouting efficiency, quickness and outstanding effect, has good grouting operation environment and is convenient for grouting workers to work and health, and specifically comprises the following steps:
(1) adopting a drilling and grouting integrated machine and a drill rod retreating type grouting in the earth surface range, mixing cement slurry and water glass at a grouting orifice three-way mixer after the cement slurry and the water glass are conveyed for a long distance through a grouting pipe, injecting a section of drill rod and pulling a section of drill rod, uniformly diffusing double-liquid slurry in a grouting area, reserving a slurry stop layer at an orifice, and sealing holes by the double-liquid slurry;
(2) pressure gauges are respectively arranged along the paths of 0m, 40m, 80m and 200m to measure the pressure loss condition, the pressure at the three-way mixer is controlled within 2.6Mpa, the surface uplift value is controlled within 10cm, and the grouting amount is controlled within 20% of the reinforced soil body;
(3) and (3) verifying the grouting effect through hard rock section surface coring and geological radar detection, soft rock section surface coring and tunnel inner tunnel face exploration hole imaging and single-hole water yield measurement.
Further, the thickness of the slurry stopping layer is 3-5 m.
Further, the distance between the grouting holes is 4m × 4m, and the grouting holes can be properly encrypted or refilled.
Furthermore, the grouting depth is 3m below the ground to the earth-rock interface, and the tunnel bottom does not enter the rock stratum section to 2m below the inverted arch.
Furthermore, the grouting width is 5m from one side to the isolation pile and from the other side to the outside of the side line of the tunnel, and the grouting width covers the excavation of the tunnel with a left line and a right line;
and further, performing drill rod retreating type grouting by using an RPD-150C, RPD-75SL drilling and grouting integrated machine.
Furthermore, the superfine cement paste is locally injected, the temperature of the water glass is measured by a thermometer, and the accurate setting time of the double-cement small sample is measured by a stopwatch.
Furthermore, a retarder is added into the cement paste to adjust the setting time during grouting.
Further, the retarder is disodium hydrogen phosphate, and the addition amount is 25kg per 1.5m3 cement slurry. In the practical application process, the specific mixing amount of the retarder can be adjusted according to the air temperature, the water glass temperature and the required setting time.
According to the invention, the drilling and grouting integrated machine drill rod retreating type surface deep layer grouting is utilized, a grout stop layer is reserved, double-grout hole sealing is carried out, different grout is selected according to different stratum distributions, simultaneously, the concrete mixing station mixes the grout, and the concrete tank truck transports the grout to be combined, so that the separation of stratum grouting pre-reinforcement and tunnel excavation is realized, and the technical effects of high efficiency, quickness and outstanding effect of grouting are achieved.
Compared with the prior art, the invention has the beneficial technical effects that:
1. the method utilizes the drill rod retreating type surface 30m deep layer grouting of the drilling and grouting integrated machine to separate the pre-grouting reinforcement from the tunnel excavation, realizes double synchronization of grouting and excavation, obviously shortens the construction period, simultaneously combines temporary road occupation of road traffic, surface pipeline distribution, accurate hole distribution and accurate area control grouting, ensures good grouting operation environment, and has the advantages of high efficiency, quickness, good effect, low cost and the like.
2. The invention reserves a grout stop layer of 3-5m, adopts double-grout hole sealing, effectively eliminates the problems of grout leakage, grouting damage to surface pipelines and the like, and ensures grouting quality.
3. The invention selects the mode of single-liquid and double-liquid combination and partial stratum refilling of superfine cement paste aiming at different stratum distributions, and grouting is targeted, thereby ensuring good grouting effect.
4. The invention adopts the concrete mixing station to mix the cement paste and combines the concrete tank truck to transport the paste, thereby greatly reducing the labor intensity of manual paste mixing and realizing standard proportioning and remote grouting.
5. The invention reveals the surface grouting effect through grouting effect verification and test section excavation, the grouting process is efficient, quick and outstanding in effect, can be suitable for complex strata, and has very ideal grouting effect.
Drawings
The invention is further illustrated in the following description with reference to the drawings.
FIG. 1 is a diagram of reinforcing holes on the surface of a soft rock section;
FIG. 2 is a diagram of the hole distribution of the ground surface reinforcement of the full-section hard rock section.
Detailed Description
The deep surface grouting process provided by the present invention is further illustrated with reference to the following examples.
Example 1
The urban main road is penetrated under a certain submarine tunnel land area section, the geological conditions are complex, a plurality of buildings are arranged near the periphery, most buildings are beach backfilling and sea-land boundary, and the riprap layer, the silt layer and the backfill layer are numerous and are communicated with seawater, so that the water burst risk and the road surface collapse risk are extremely high. Therefore, the grouting technology research of the deep grouting construction of the underground surface under the complex environmental conditions is developed, the grouting of hard rock cracks, soil-rock interface cracks, weak surrounding rocks, undersolidified strata of a sea reclamation area, building foundations adjacent to a beach backfilling area and the like in a shallow-buried underground excavation section is solved, the fast and efficient grouting process and grouting mode are researched under different strata and different working conditions, a powerful grouting production line is built, the grouting effect is ensured, water is blocked, a soil body is reinforced, the building is protected, and important economic benefits and social benefits are achieved for reducing the construction safety risk in tunnel excavation.
The invention adopts a drill rod retreating type 30m surface deep layer grouting process to separate pre-grouting reinforcement from tunnel excavation, realizes double synchronization of grouting and excavation, saves construction period, and combines temporary road occupation of road traffic, surface pipeline distribution, accurate hole distribution and accurate controlled area grouting, and the specific method comprises the following steps:
(1) adopting a drilling and grouting integrated machine and a drill rod retreating type grouting in the ground surface range, mixing cement slurry and water glass at an orifice three-way mixer after the cement slurry and the water glass are conveyed for a long distance through a grouting pipe, injecting one section of drill rod and pulling one section of drill rod, uniformly diffusing double-liquid slurry in a grouting area, reserving a 3-5m slurry stop layer at an orifice, and sealing holes by the double-liquid slurry;
wherein the distance between grouting holes is 4m multiplied by 4m, and the grouting holes can be properly encrypted or injected; the grouting depth is 3m below the ground to the earth-rock interface; the tunnel bottom does not enter the rock stratum section to the inverted arch bottom by 2 m; the width of grouting is from the south side to the isolation pile and from the north side to the outside 5m of the side line of the tunnel (covering tunnel excavation on the left and right sides); selecting slurry to be combined with grouting control and single-liquid and double-liquid, mainly injecting double-liquid slurry 1:1, locally injecting superfine cement slurry, measuring the temperature of water glass by a thermometer, measuring the accurate setting time of a double-liquid slurry sample by a stopwatch, and adding a retarder to adjust the setting time if necessary; the grouting mode adopts a drilling and grouting integrated machine such as RPD-150C, RPD-75SL and the like, and the drilling rod retreats for grouting;
(2) pressure gauges are respectively arranged along the paths of 0m, 40m, 80m and 200m to measure the pressure loss condition, the pressure at the three-way mixer is controlled within 2.6Mpa, the surface uplift value is controlled within 10cm, and the grouting amount is controlled within 20% of the reinforced soil body;
(3) and (3) verifying the grouting effect through hard rock section surface coring and geological radar detection, soft rock section surface coring and tunnel inner tunnel face exploration hole imaging and single-hole water yield measurement.
The surface grouting effect is revealed through grouting effect verification and test section excavation, the process is efficient and rapid in grouting and outstanding in effect, stratum grouting pre-reinforcement and tunnel excavation separation are achieved, the grouting operation environment is good, and grouting workers are convenient to occupational health.
The principles and embodiments of the present invention have been described herein using specific examples, which are provided only to help understand the method and the core concept of the present invention; meanwhile, for a person skilled in the art, according to the idea of the present invention, the specific embodiments and the application range may be changed. In view of the above, the present disclosure should not be construed as limiting the invention.
Claims (10)
1. The deep grouting process for the ground surface is characterized by comprising the following steps:
(1) adopting a drilling and grouting integrated machine and a drill rod retreating type grouting in the earth surface range, mixing cement slurry and water glass at a grouting orifice three-way mixer after the cement slurry and the water glass are conveyed for a long distance through a grouting pipe, injecting a section of drill rod and pulling a section of drill rod, uniformly diffusing double-liquid slurry in a grouting area, reserving a slurry stop layer at an orifice, and sealing holes by the double-liquid slurry;
(2) pressure gauges are respectively arranged along the paths of 0m, 40m, 80m and 200m to measure the pressure loss condition, the pressure at the three-way mixer is controlled within 2.6Mpa, the surface uplift value is controlled within 10cm, and the grouting amount is controlled within 20% of the reinforced soil body;
(3) and (3) verifying the grouting effect through hard rock section surface coring and geological radar detection, soft rock section surface coring and tunnel inner tunnel face exploration hole imaging and single-hole water yield measurement.
2. The deep surface grouting process of claim 1, wherein the grout stop layer is 3-5m thick.
3. The deep surface grouting process of claim 1, wherein the distance between grouting holes is 4m x 4m, and the grouting holes can be properly encrypted or refilled.
4. The deep surface grouting process of claim 1, wherein the grouting depth is 3m below the ground surface to the earth-rock interface, and the tunnel bottom does not enter the rock stratum section to 2m below the inverted arch.
5. The deep surface grouting process of claim 1, wherein the grouting width is from one side to the isolation pile and from the other side to 5m outside the side line of the tunnel, and covers left and right tunnel excavation.
6. The deep surface grouting process of claim 1, wherein drill pipe retreat grouting is performed by using an RPD-150C, RPD-75SL drilling and grouting all-in-one machine.
7. The deep surface grouting process of claim 1, wherein grouting control, single-fluid and double-fluid combination, mainly double-fluid 1: 1.
8. The deep surface grouting process of claim 1, wherein the ultra-fine cement paste is locally injected, a thermometer measures the temperature of the water glass, and a stopwatch measures the accurate setting time of the double-cement sample.
9. The deep surface grouting process of claim 1, wherein a retarder is added to the cement slurry to adjust the setting time.
10. The deep surface grouting process according to claim 9, wherein the retarder is disodium hydrogen phosphate, and the addition amount is 25kg per 1.5m3 cement slurry.
Priority Applications (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110251550.0A CN113006733A (en) | 2021-03-08 | 2021-03-08 | Deep grouting process for ground surface |
| PCT/CN2021/128093 WO2022188436A1 (en) | 2021-03-08 | 2021-11-02 | Earth surface deep grouting process |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
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| CN202110251550.0A CN113006733A (en) | 2021-03-08 | 2021-03-08 | Deep grouting process for ground surface |
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| CN113006733A true CN113006733A (en) | 2021-06-22 |
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| CN202110251550.0A Pending CN113006733A (en) | 2021-03-08 | 2021-03-08 | Deep grouting process for ground surface |
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| WO (1) | WO2022188436A1 (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2022188436A1 (en) * | 2021-03-08 | 2022-09-15 | 中铁十八局集团第一工程有限公司 | Earth surface deep grouting process |
| CN117107745A (en) * | 2023-10-24 | 2023-11-24 | 中铁三局集团广东建设工程有限公司 | Ground grouting construction process |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN117108310B (en) * | 2023-08-17 | 2024-05-07 | 中煤科工开采研究院有限公司 | Back-type continuous advanced grouting device and application method thereof |
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2021
- 2021-03-08 CN CN202110251550.0A patent/CN113006733A/en active Pending
- 2021-11-02 WO PCT/CN2021/128093 patent/WO2022188436A1/en active Application Filing
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| CN117107745A (en) * | 2023-10-24 | 2023-11-24 | 中铁三局集团广东建设工程有限公司 | Ground grouting construction process |
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| Publication number | Publication date |
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| WO2022188436A1 (en) | 2022-09-15 |
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