CN114704276A - Water-rich powder fine sand layer tunnel combined grouting reinforcement method and slurry - Google Patents
Water-rich powder fine sand layer tunnel combined grouting reinforcement method and slurry Download PDFInfo
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- 239000002002 slurry Substances 0.000 title claims abstract description 56
- 238000000034 method Methods 0.000 title claims abstract description 43
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 43
- 239000004576 sand Substances 0.000 title claims abstract description 38
- 230000002787 reinforcement Effects 0.000 title claims abstract description 37
- 239000000843 powder Substances 0.000 title abstract description 8
- 239000002689 soil Substances 0.000 claims abstract description 63
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 24
- 238000010276 construction Methods 0.000 claims abstract description 20
- 239000002131 composite material Substances 0.000 claims abstract description 16
- 238000005553 drilling Methods 0.000 claims abstract description 13
- 150000001875 compounds Chemical class 0.000 claims abstract description 5
- 230000035699 permeability Effects 0.000 claims abstract description 4
- 235000019353 potassium silicate Nutrition 0.000 claims description 26
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims description 26
- QAOWNCQODCNURD-UHFFFAOYSA-N Sulfuric acid Chemical compound OS(O)(=O)=O QAOWNCQODCNURD-UHFFFAOYSA-N 0.000 claims description 22
- 239000011440 grout Substances 0.000 claims description 17
- 239000004568 cement Substances 0.000 claims description 15
- 230000002706 hydrostatic effect Effects 0.000 claims description 11
- 239000012466 permeate Substances 0.000 claims description 7
- 239000000126 substance Substances 0.000 claims description 5
- 238000009792 diffusion process Methods 0.000 claims description 4
- 230000035515 penetration Effects 0.000 claims description 4
- 230000002378 acidificating effect Effects 0.000 claims description 3
- 230000015572 biosynthetic process Effects 0.000 claims description 3
- 238000003780 insertion Methods 0.000 claims description 3
- 230000037431 insertion Effects 0.000 claims description 3
- 230000003204 osmotic effect Effects 0.000 claims description 3
- 238000012856 packing Methods 0.000 claims description 3
- 238000009412 basement excavation Methods 0.000 abstract description 18
- 238000005728 strengthening Methods 0.000 abstract 1
- 239000002245 particle Substances 0.000 description 7
- 230000002093 peripheral effect Effects 0.000 description 5
- 239000007788 liquid Substances 0.000 description 4
- 239000000463 material Substances 0.000 description 4
- 238000013461 design Methods 0.000 description 3
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 239000002994 raw material Substances 0.000 description 2
- 238000012360 testing method Methods 0.000 description 2
- 239000002253 acid Substances 0.000 description 1
- 238000009435 building construction Methods 0.000 description 1
- 238000003776 cleavage reaction Methods 0.000 description 1
- 238000007596 consolidation process Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 230000008595 infiltration Effects 0.000 description 1
- 238000001764 infiltration Methods 0.000 description 1
- 230000008092 positive effect Effects 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 230000007017 scission Effects 0.000 description 1
- 238000007569 slipcasting Methods 0.000 description 1
- 210000003462 vein Anatomy 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
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- C09—DYES; PAINTS; POLISHES; NATURAL RESINS; ADHESIVES; COMPOSITIONS NOT OTHERWISE PROVIDED FOR; APPLICATIONS OF MATERIALS NOT OTHERWISE PROVIDED FOR
- C09K—MATERIALS FOR MISCELLANEOUS APPLICATIONS, NOT PROVIDED FOR ELSEWHERE
- C09K17/00—Soil-conditioning materials or soil-stabilising materials
- C09K17/02—Soil-conditioning materials or soil-stabilising materials containing inorganic compounds only
- C09K17/12—Water-soluble silicates, e.g. waterglass
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
- E21D9/002—Injection methods characterised by the chemical composition used
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- C—CHEMISTRY; METALLURGY
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- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
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Abstract
The invention discloses a water-rich powder fine sand layer tunnel composite grouting reinforcement method and slurry, which comprise the following steps: determining the position of a grouting hole, and determining the drilling position of the grouting hole according to a preset reinforcing range; step two, compound grouting; the first stage is forward grouting, which improves the soil body, reduces the water permeability of the soil body, and improves the hole forming efficiency so as to carry out grouting reinforcement in the second stage; the second stage is backward grouting for reinforcing the soil body; and step three, finishing grouting. The method is simple to operate and high in practicability, can be applied to the underground excavation construction process of the subway under the condition of the water-rich fine sand stratum, effectively improves the stratum strengthening quality, improves the excavation environment, and ensures that the underground excavation construction is carried out safely and orderly. By adopting the combined grouting method combining permeation grouting and splitting grouting, the problems that deep hole grouting is not easy to form holes in water-rich fine sand stratum and the strength of a grouting reinforcement body is insufficient are solved, and the method has wide popularization and application values.
Description
Technical Field
The invention belongs to the technical field of building construction, and particularly relates to a water-rich silt fine sand layer tunnel composite grouting reinforcement method and slurry.
Background
With the rapid development of urban economy in China, the population density of cities is continuously increased, the traffic pressure of urban roads is increased, and in order to relieve the ground traffic jam, subway tunnels are constructed in various cities in China, which are generally divided into underground excavation, open excavation and shield construction. The underground excavation construction of the subway is influenced by various geological conditions, and the tunnel face is reinforced in advance by adopting an advanced grouting mode in China aiming at unfavorable geological conditions so as to improve the geological conditions.
But for the water-rich silty sand stratum, the cement-water glass double-liquid slurry has the characteristics of poor self-stability and strong fluidity, and because stratum particles are fine, the particle slurry cannot permeate into the silty sand layer, and the conventional cement-water glass double-liquid slurry is adopted, so that the slurry is difficult to permeate into the sand layer to form a stable reinforcing body; the acid water glass chemical grout is adopted, the strength of a consolidation body is low, stable self-stabilizing capability cannot be provided for surrounding rocks in the primary support construction process of the underground excavation tunnel, and the underground excavation construction difficulty and risk are increased.
The traditional single grouting slurry material and the single grouting method are difficult to achieve the purpose of advanced reinforcement of the fine sand layer of the water-rich powder in underground excavation construction of the subway. Therefore, in order to improve the effects of reinforcing and stopping water of deep-hole grouting stratum under the condition of water-rich silty-fine sand layer in underground excavation of subway, the invention provides a composite grouting reinforcing method and slurry for the tunnel of the water-rich silty-fine sand stratum, so as to overcome the defects of the existing advanced grouting reinforcing method.
Disclosure of Invention
The invention provides a water-rich silt fine sand layer tunnel composite grouting reinforcement method and slurry, which are used for solving the problems in the prior art.
The invention provides a water-rich powder fine sand layer tunnel composite grouting reinforcement method, which comprises the following steps:
step one, determining the position of a grouting hole
Determining the drilling position of the grouting hole according to a preset reinforcing range;
step two, compound grouting
2.1, the first stage is forward grouting, which improves the soil body, reduces the water permeability of the soil body, improves the hole forming efficiency, and facilitates the grouting reinforcement of the second stage;
2.2 the second stage is retreating type grouting for reinforcing the soil body;
and step three, finishing grouting.
Further, in the second step, the grouting mode of the first-stage advancing grouting is permeation grouting, drilling is carried out at the determined position of a grouting hole, and slurry permeates into a sand layer by the aid of low pressure of the segmented advancing grouting while drilling;
and the second stage of retreating type grouting adopts a fracturing grouting mode, when the drill hole is drilled to a preset position, the drill rod is pumped back after the penetration grouting stage is completed, and the grout is fractured in the soil layer by adopting the retreating type grouting mode under high pressure.
Further, in the first step, grouting holes are formed along the periphery of the tunnel face of the tunnel, and the distance between the grouting holes is 60 cm.
Further, in the second step, double pipes are used as drill pipes for drilling in the advancing type grouting in the first stage, the external insertion angle is 0-25 degrees, the reinforcing depth of each circulation grouting is 12m, and a reserved 2m grout stopping disc is excavated at 10 m.
Further, in the second step, the method for judging whether the grouting pressure is qualified comprises the following steps:
step one, according to a formula
And calculating the hydrostatic pressure at the grouting position, wherein,
the pressure is the hydrostatic pressure, and the pressure is the hydrostatic pressure,
in the case of the heavy weight of the water,
the height difference between a water head and a grouting hole is adopted;
step two, according to the formula
And calculating the soil layer splitting pressure, wherein,
in order to realize the soil layer splitting pressure,
the soil layer is the unit weight of the soil layer,
in order to set the depth of the grouting hole,
the internal friction angle of the soil, and c the cohesive force of the soil;
step three, the grouting pressure is compared with
And
comparing if the low pressure is greater than or equal to
High pressure greater than or equal to
If so, the grouting pressure is qualified; otherwise, the grouting pressure is unqualified and needs to be adjusted until the grouting pressure is qualified.
Further, in the second step, the slurry adopted in the first-stage forward grouting is acidic water glass chemical slurry, and includes water glass solution and dilute sulfuric acid, the baume degree of the water glass solution is 10-15 Be', the concentration of the dilute sulfuric acid is 15%, and the volume ratio of the water glass solution to the dilute sulfuric acid is 1:1, the pH value of the blended slurry is 6-7.
In the second step, the slurry adopted by the second-stage retrograde grouting includes cement slurry and water glass solution, and the volume ratio of the cement slurry to the water glass solution is 1: 0.8-1: 1, the mass ratio of cement to water of the cement slurry is 1:1, and the baume degree of the water glass solution is 10-15 Be'.
Further, in the third step, the criterion for determining the end of grouting is as follows: the single-hole grouting pressure reaches 0.8-1.2MPa or the grouting amount reaches 2 times of the designed grouting amount Q, and the single-hole grouting is stopped when any one of the conditions is met; and stopping grouting by 90 percent of grouting holes, and finishing the whole grouting construction without slurry leakage.
Further, the design grouting amount
Wherein n is the porosity of the soil layer,
in order to be the formation packing factor,
the slurry loss coefficient is shown, R is the slurry diffusion radius, and L is the depth of the grouting hole.
The invention has the advantages and positive effects that:
1. the composite grouting reinforcement method for the water-rich powder fine sand layer tunnel adopts a composite grouting mode of firstly permeating and then splitting, namely, firstly adopts a mode of permeating and grouting to consolidate fine sand layer particles into a whole and then carries out reinforcement through splitting grouting. By adopting the splitting grouting mode, the grout splits the peripheral soil body to form a vein-shaped network, so that the strength of the soil body is greatly improved, the reinforcing effect is obviously improved, the strength requirement of subway tunnel construction on the peripheral soil body is fully met, and the safe and orderly subway tunnel construction is ensured; by the unified combination of two grouting modes of permeation grouting and splitting grouting, the soil body environment is improved by the permeation grouting in the early stage, so that a fine silt layer is coagulated and solidified after the permeation grouting, the splitting grouting is ensured to be smoothly carried out, and the problem that the splitting grouting cannot be directly applied to a water-rich fine silt layer due to the fact that soil body particles are too fine is solved ingeniously.
2. According to the water-powder-rich fine sand layer tunnel combined grouting reinforcement method, the hydrostatic pressure and the soil layer fracture pressure are calculated according to a formula, and the hydrostatic pressure and the soil layer fracture pressure are used as references to judge whether the grouting pressure meets requirements or not.
3. The grout of the water-rich fine sand layer tunnel combined type grouting reinforcement method has the advantages that the grout is prepared from sulfuric acid and water glass slurry in a forward grouting mode in the first stage, the grouting raw materials are sulfuric acid and water glass slurry, the material sources are wide, the price is proper, the materials are all liquid, the grouting property is good during grouting, the fine sand layer grout with small particles can still fully permeate into the stratum, the problem that conventional cement grout is difficult to permeate into the sand layer to form a stable reinforcement body is solved, the setting time can be adjusted at will, the operability of stratum reinforcement is strong, and the combination with other grouting modes is facilitated.
4. The second stage of the slurry of the water-rich powder fine sand layer tunnel combined grouting reinforcement method is retreating grouting, the slurry adopts cement slurry and water glass double-liquid slurry, and the primarily consolidated sand layer is split and extruded, so that the slurry is split into a soil layer to form a network for reinforcing a soil body, and a reinforcing body achieves design strength, the stability of the soil body is improved, and the excavation safety is ensured. The grouting raw materials are cement and water glass, the material source is wide, the price is low, the grout is not easy to dissipate, and a stable grout vein can be formed in the stratum, so that the grouting reinforcement body achieves the designed strength, and the problem of low strength of the chemical grout reinforcement body is solved.
5. The method is simple to operate and high in practicability, and the grouting method obtained through field actual construction experience and tests can be applied to the underground excavation construction process of the subway under the condition of the water-rich fine sand stratum, so that the stratum reinforcing quality is effectively improved, the excavation environment is improved, and the safe and orderly underground excavation construction is ensured. By adopting the combined grouting method combining permeation grouting and splitting grouting, the problems that deep hole grouting is not easy to form holes in water-rich fine sand stratum and the strength of a grouting reinforcement body is insufficient are solved, and the method has wide popularization and application values.
Drawings
FIG. 1 is a flow chart of a method of the present invention;
FIG. 2 is a schematic illustration of the permeation stage grouting mode of the present invention;
FIG. 3 is a schematic diagram of the present invention of the slip casting at the cleaving stage;
FIG. 4 is a schematic view of the grouting hole site arrangement of the present invention;
fig. 5 is a longitudinal sectional view of the grouting of the present invention.
In the figure, 1 is a penetration grouting reinforcement, 2 is a grouting hole, 3 is a split grouting reinforcement, 4 is a tunnel, and 5 is a stop-grouting disc.
Detailed Description
The present invention will be described in further detail with reference to the accompanying drawings.
The invention provides a water-rich silt fine sand layer tunnel composite grouting reinforcement method, as shown in figure 1, comprising the following steps:
step one, determining the position of a grouting hole 2
Determining the drilling position of the grouting hole 2 according to a preset reinforcing range; the grouting holes 2 are formed in the periphery of the tunnel face of the tunnel 4, the diffusion radius of the grout in the sand layer is 30cm, and 60cm is taken for ensuring the interval of the reinforced compact grouting holes 2.
Step two, compound grouting
2.1 as shown in fig. 2, the first stage is forward grouting for improving soil mass so as to carry out second stage grouting;
the first-stage forward grouting mode is osmotic grouting, drilling is carried out at the determined position of the grouting hole 2, and forward osmotic grouting is carried out while drilling; as shown in figure 5, when the forward grouting is carried out, a double-pipe is used as a drill rod for drilling, the external insertion angle is 0-25 degrees, the reinforcing depth of each circulation grouting is 12m, and a 2m slurry stopping disc 5 is reserved for excavating 10 m. In this stage, sectional type forward grouting is adopted, as shown in fig. 2, forward grouting is performed section by section from the region with the serial number 1 to the serial number n, and the arrow direction in the figure is the direction of the grouting sequence.
The slurry adopted by the first-stage forward grouting is acidic water glass chemical slurry, and comprises a water glass solution and dilute sulfuric acid, wherein the baume degree of the water glass solution is 10-15 Be', the concentration of the dilute sulfuric acid is 15%, and the volume ratio of the water glass solution to the dilute sulfuric acid is 1:1, pH value of the prepared slurry is 6-7, and setting time of the slurry is as follows: 15-30 s. The drilling speed of the drill rod of the forward grouting is 30 cm/min.
And the slurry is slowly injected into the peripheral soil body in a permeation grouting mode, so that the slurry permeates into the sand layer gap to form a permeation grouting reinforcement body 1, and the fine sand particles are glued into a whole, so that the peripheral soil body is improved, a proper soil body environment is created for subsequent cleavage grouting, and the subsequent soil body grouting reinforcement is facilitated.
2.2 as shown in fig. 3, the second stage is backward grouting for reinforcing the soil body;
and the second stage retreating type grouting mode is split grouting, when the drill hole is drilled to a preset position, the drill rod is pumped back after the penetration grouting stage is completed, and the split grouting is performed by adopting the retreating type grouting mode.
The slurry adopted by the second stage retreat type grouting comprises cement slurry and water glass solution, wherein the volume ratio of the cement slurry to the water glass solution is 1: 0.8-1: 1, the mass ratio of cement to water of the cement slurry is 1:1, and the baume degree of the water glass solution is 10-15 Be'; setting time of slurry: 30s-1 min; and the drill rod withdrawal speed of the retreating type grouting is 50 cm/min.
The soil body of the sand layer around the drill hole is coagulated and consolidated after being permeated and grouted, in the process of fracturing grouting, grout generates fracturing flow in the soil body, and is split into the consolidated sand layer soil body to form a vein-shaped network for reinforcing the soil body, so that a fracturing grouting reinforcing body 3 is formed, and the strength of the soil body is reinforced.
The soil body is consolidated by permeating grouting firstly, the soil body environment is improved, the soil body condition meets the requirement of splitting grouting, splitting grouting is carried out on the peripheral soil body, a splitting grouting reinforcement body 3 is formed and further the stratum is extruded, the reinforcement body reaches the design strength, the soil body stability is greatly improved, the excavation environment is improved, the subway tunnel 4 construction is ensured to be carried out safely and orderly, and the arrow direction in the figure is the grouting sequence direction.
Step three, grouting is finished
The standard for judging the end of grouting is as follows: the single-hole grouting pressure reaches 1.2MPa or the grouting amount reaches 2 times of the designed grouting amount, and the single-hole grouting is stopped when any one of the conditions is met; and stopping grouting in 90 percent of the grouting holes 2, and finishing the whole grouting construction without slurry leakage.
The designed grouting amount
Wherein n is the porosity of the soil layer,
in order to be the formation packing factor,
the slurry loss coefficient is shown, R is the slurry diffusion radius, and L is the depth of the grouting hole 2.
In the second step, the method for judging whether the grouting pressure is qualified comprises the following steps:
according to a formula
And calculating the hydrostatic pressure at the grouting part, wherein,
the pressure is the hydrostatic pressure, and the pressure is the hydrostatic pressure,
in the case of the heavy weight of the water,
the height difference between a water head and the grouting hole 2 is adopted;
② according to the formula
And calculating the soil layer splitting pressure, wherein,
in order to realize the soil layer splitting pressure,
the soil layer is the unit weight of the soil layer,
in order to make the depth of the grouting hole 2,
the internal friction angle of the soil, and c the cohesive force of the soil;
thirdly, the grouting pressure is increased
And
comparing if the low pressure is not less than
High pressure of not less than
If so, the grouting pressure is qualified; otherwise, the grouting pressure is unqualified and needs to be adjusted until the grouting pressure is qualified.
In the specific construction process, grouting in the infiltration stage mainly aims at cementing fine sand particles into a whole so as to improve the surrounding soil body and reduce the water permeability of the soil body, and the pressure value is 0.3-0.5 MPa. The main purpose of grouting in the splitting stage is to enable the grout to generate splitting flow in the stratum and split into the soil layer to form a vein-like network for reinforcing the soil body, and the pressure is 0.8-1.2 MPa.
The method is simple to operate and high in practicability, and the grouting method obtained through field actual construction experience and tests can be applied to the underground excavation construction process of the subway under the condition of the water-rich fine sand stratum, so that the stratum reinforcing quality is effectively improved, the excavation environment is improved, and the safe and orderly underground excavation construction is ensured. By adopting the combined grouting method combining permeation grouting and splitting grouting, the problems that deep hole grouting is not easy to form holes in water-rich fine sand stratum and the strength of a grouting reinforcement body is insufficient are solved, and the method has wide popularization and application values.
It should be understood that the above examples are only for clarity of illustration and are not intended to limit the embodiments. Other variations and modifications will be apparent to persons skilled in the art in light of the above description. And are neither required nor exhaustive of all embodiments. And obvious variations or modifications of the invention may be made without departing from the spirit or scope of the invention.
Claims (9)
1. A water-rich silt fine sand layer tunnel composite grouting reinforcement method is characterized by comprising the following steps:
step one, determining the position of a grouting hole (2)
Determining the drilling position and the drilling angle of the grouting hole (2) according to a preset reinforcing range;
step two, compound grouting
2.1, the first stage is forward grouting and is used for improving soil body, reducing the water permeability of the soil body and improving the hole forming efficiency so as to carry out grouting reinforcement in the second stage;
2.2 the second stage is retreating type grouting for reinforcing the soil body;
and step three, finishing grouting.
2. The method for tunnel composite grouting reinforcement of the water-rich silt layer according to claim 1, wherein in the second step, the grouting manner of the first-stage advancing grouting is osmotic grouting, holes are drilled at the determined positions of the grouting holes (2), the grouting is advanced sectionally while drilling, and the grout is injected into the stratum in a low-pressure manner to slowly permeate and consolidate the soil;
and the second stage of retreating type grouting adopts a fracturing grouting mode, when the drill hole is drilled to a preset position, the drill rod is pumped back after the penetration grouting stage is completed, and the grout is fractured in the soil layer by adopting the retreating type grouting mode under high pressure.
3. The composite grouting reinforcement method for the water-rich fine sand layer tunnel according to claim 1 or 2, characterized in that in the first step, grouting holes (2) are arranged along the periphery of the tunnel face of the tunnel (4), and the distance between the grouting holes (2) is 60 cm.
4. The composite grouting reinforcement method for the water-rich fine sand layer tunnel according to claim 1 or 2, characterized in that in the second step, the advanced grouting in the first stage adopts a double pipe as a drill rod to drill, the external insertion angle is 0-25 degrees, the reinforcement depth of grouting per cycle is 12m, and a 2m grout stop disc (5) is reserved for excavating 10 m.
5. The method for reinforcing the tunnel by the composite grouting of the water-rich silt layer according to claim 1, wherein in the second step, the method for judging whether the grouting pressure is qualified comprises the following steps:
step one, according to a formula
And calculating the hydrostatic pressure at the grouting position, wherein,
the pressure is the hydrostatic pressure, and the pressure is the hydrostatic pressure,
in the case of the heavy weight of the water,
the height difference between a water head and the grouting hole (2);
step two, according to the formula
And calculating the soil layer splitting pressure, wherein,
in order to realize the soil layer splitting pressure,
the soil layer is the unit weight of the soil layer,
is the depth of the grouting hole (2),
the internal friction angle of the soil, and c the cohesive force of the soil;
step three, the grouting pressure is compared with
And
comparing if the low pressure is greater than or equal to
High pressure greater than or equal to
If so, the grouting pressure is qualified; otherwise, the grouting pressure is unqualified and needs to be adjusted until the grouting pressure is qualified.
6. According to claim 1The water-rich silt fine sand layer tunnel composite grouting reinforcement method is characterized in that in the third step, the standard for judging the completion of grouting is as follows: the single-hole grouting pressure reaches 0.8-1.2MPa or the grouting amount reaches the designed grouting amount
2 times of the above conditions, stopping single-hole grouting when any one of the above conditions is met; and stopping grouting by 90 percent of the grouting holes (2), and finishing the whole grouting construction without slurry leakage.
7. The method for reinforcing the tunnel by compound grouting according to claim 6, wherein the designed grouting amount is
Wherein n is the porosity of the soil layer,
in order to be the formation packing factor,
the slurry loss coefficient is shown, R is the slurry diffusion radius, and L is the depth of the grouting hole (2).
8. The slurry for the tunnel composite grouting reinforcement of the water-rich silt layer in any one of the claims 1 to 7, wherein in the second step, the slurry adopted in the first-stage advancing grouting is an acidic water glass chemical slurry, and comprises a water glass solution and dilute sulfuric acid, the baume degree of the water glass solution is 10 to 15 Be', the concentration of the dilute sulfuric acid is 15%, and the volume ratio of the water glass solution to the dilute sulfuric acid is 1:1, the pH value of the blended slurry is 6-7.
9. The slurry for the composite grouting reinforcement method of the water-rich silt layer tunnel according to any one of claims 1 to 7, wherein in the second step, the slurry adopted by the second stage retreat grouting comprises cement slurry and water glass solution, and the volume ratio of the cement slurry to the water glass solution is 1: 0.8-1: 1, the mass ratio of cement to water of the cement slurry is 1:1, and the baume degree of the water glass solution is 10-15 Be'.
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115450657A (en) * | 2022-08-10 | 2022-12-09 | 山东大学 | Grouting construction method suitable for water-rich sand layer through first seepage and then splitting |
| CN116025367A (en) * | 2022-10-28 | 2023-04-28 | 中国海洋大学 | Pre-applied horizontal stress, induced splitting and localized combined grouting reinforcement device and process |
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| AU2019101696A4 (en) * | 2019-12-24 | 2020-02-06 | Anhui University of Science and Technology | A Circulating Layered Injection Device |
| CN113217021A (en) * | 2021-04-30 | 2021-08-06 | 中铁十六局集团有限公司 | Underground space close-range disturbance construction method and equipment |
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| CN102182470A (en) * | 2011-03-21 | 2011-09-14 | 同济大学 | Full-section sealing extrusion grouting method |
| AU2019101696A4 (en) * | 2019-12-24 | 2020-02-06 | Anhui University of Science and Technology | A Circulating Layered Injection Device |
| CN113217021A (en) * | 2021-04-30 | 2021-08-06 | 中铁十六局集团有限公司 | Underground space close-range disturbance construction method and equipment |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115450657A (en) * | 2022-08-10 | 2022-12-09 | 山东大学 | Grouting construction method suitable for water-rich sand layer through first seepage and then splitting |
| CN116025367A (en) * | 2022-10-28 | 2023-04-28 | 中国海洋大学 | Pre-applied horizontal stress, induced splitting and localized combined grouting reinforcement device and process |
| CN116025367B (en) * | 2022-10-28 | 2023-11-21 | 中国海洋大学 | Pre-applied horizontal stress, induced splitting and localized combined grouting reinforcement device and process |
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| CN114704276B (en) | 2022-09-02 |
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