DOUBLE-LIQUID GROUTING SLURRY, ITS TECHNOLOGY AND APPLICATION FOR SUPER LARGE DIAMETER UNDERWATER SHIELD ENGINEERING UNDER HIGH WATER PRESSURE CONDITION

Abstract

This invention discloses a double-liquid grouting slurry, its technology and application for super large diameter underwater shield engineering under high water pressure condition. The materials of slurry I are: 35-45 parts of cement clinker; 15-25 parts of slag; 24-35 parts of fly ash; 15-25 parts of steel slag; 5-15 parts of bentonite; 4-10 parts of limestone tailing; 0.3-2.0 parts of water reducing agent; 0.5-2.5 parts of cellulose. The materials of slurry II are: 0.2-3.8 parts of short-cut fiber; 96-99 parts of sodium silicate solution; 0.8-4.8 parts of viscous polymers. This invention generates the double-liquid slurry preparation process including crushing-screening-milling-group mixing-grouped mixing at different speeds, the volume ratio of slurry I and II is 1:1-10:1 during grouting, and the slurry is injected into the shield void through the six-point position technology at the shield tail and 3+2+1 segment splicing synchronous grouting techniques.

Claims

1. A double-liquid grouting slurry for super large diameter underwater shield engineering under high water pressure condition, comprising slurry I and slurry II, wherein slurry I comprises the following raw materials in weight: 35-45 parts of silicate cement clinker, 15-25 parts of granulated blast furnace slag, 24-35 parts of fly ash, 15-25 parts of steel slag, 5-15 parts of bentonite, 4-10 parts of limestone tailing powder, 0.3-2.0 parts of water reducing agent, 0.5-2.5 parts of cellulose, and an amount of water meets the water-binder ratio (w/b) of 0.8:1-1.5:1, wherein the slurry II comprises the following raw materials in weight: 0.2-3.8 parts of short-cut fiber, 96-99 parts of sodium silicate solution, 0.8-4.8 parts of viscous polymer, wherein the water reducing agent is a mixture of naphthalene water reducing agent and polycarboxylic acid water reducing agent with a mass ratio of 3:1-3:2, wherein the short-cut fiber is a mixture of short-cut basalt fiber and short-cut polypropylene fiber with a mass ratio of 2:1-3:1, wherein the viscous polymer is a mixture of acrylate polymer, ethylene vinyl acetate copolymer and polyvinyl alcohol with a mass ratio of 1:1:1-1:2:1, wherein a volume ratio of slurry I to slurry II is 1:1-10:1.

2. The double-liquid grouting slurry according to claim 1, wherein a diameter of the basalt fiber is 7-20 μm, a length of a monofilament of the basalt fiber is 5-20 mm, a density of the basalt fiber is 2-3 g/cm.sup.3, and a diameter of the polypropylene fiber is 9-30 μm, a length of a monofilamen of the polypropylene fiber is 3-8 mm, a density of the polypropylene fiber is 1-2 g/cm.sup.3.

3. The double-liquid grouting slurry according to claim 1, wherein the bentonite is a sodium-based bentonite, the cellulose is a hydroxypropylmethyl cellulose with a viscosity of 100,000, and a Baume degree of the sodium silicate solution is 35-40° Bé.

4. The double-liquid grouting slurry according to claim 1, wherein a sieving residue of the silicate cement clinker through 80 μm sieve is not more than 4%; a density of the granulated blast furnace slag is not less than 2.8 g/cm.sup.3, a specific surface area of the granulated blast furnace slag is not less than 400 m.sup.2/kg, a water content of the granulated blast furnace slag is not more than 1%; the fly ash is a secondary ash, a sieving residue of the fly ash through 45 μm sieve is 12-20%, a water demand ratio of the fly ash is 95-100%, a water content of the fly ash is not more than 1%; a specific surface area of the steel slag powder is not less than 350 m.sup.2/kg, a content of free calcium oxide of the steel slag powder is not more than 3%; a calcium carbonate mass fraction in the limestone tailing powder is not less than 80%, and a mass fraction of aluminum oxide in the limestone tailing powder is not more than 2%.

5. A preparation method for the double-liquid grouting slurry for super large diameter underwater shield engineering under high water pressure condition, according to claim 1, comprising: (1) silicate cement clinker, granulated blast furnace slag, steel slag, and limestone tailings being crushed respectively, then ball-milled until maximum particle sizes being less than 120 μm, and then being dried and placed at room temperature respectively for later use, (2) the grounded silicate cement clinker powder and granulated blast furnace slag powder being mixed and stirred at 150-250 r/min for 60-80 s to obtain a homogeneous mixture I, (3) fly ash, steel slag powder, bentonite and limestone tailing powder being mixed, and stirred at 150-250 r/min for 60-80 s to obtain a homogeneous mixture II, (4) water-reducing agent being mixed with a first portion of water and being stirred at 350-450 r/min for 20-30 s to obtain an admixture I solution; cellulose being mixed with a second portion of water and stirred at 350-450 r/min for 20-30 s to obtain the admixture II solution, (5) the remaining water, the mixture I and the mixture II being stirred at 450-550 r/min for 120-140 s to obtain mixture III, (6) the admixture I solution and the admixture II solution being added to the mixture III in step (5), being mixed and stirred at 450-550 r/min for 120-180 s to obtain slurry I, (7) viscous polymers being added to a sodium silicate solution, and being stirred at 550-700 r/min for 120-150 s to obtain liquid mixture IV, (8) short-cut fibers being added to liquid mixture IV, and being stirred at 550-700 r/min for 150-180 s to obtain slurry II.

6. An application of the double-liquid grouting slurry for super large diameter underwater shield engineering under high water pressure condition according to claim 1, wherein the double-liquid grouting slurry is applied for underwater shield tunneling with subsurface water pressure greater than or equal to 0.5 MPa, and diameter greater than or equal to 14 m, wherein during underwater shield tunneling, applicable strata include high water-pressure fine-medium-coarse sand strata, high water-pressure cohesive soil strata, and high water-pressure silt sand strata.

7. A double-liquid grouting process for super large diameter underwater shield engineering under high water pressure condition, comprising: a double-liquid grouting slurry according to claim 1 being added to a synchronous grouting system for shield synchronous grouting, wherein a volume ratio of slurry I to slurry II is 1:1-10:1.

8. The double-liquid grouting process according to claim 7, wherein a volume ratio of slurry I to slurry II is 3:1-10:1.

9. The double-liquid grouting process according to claim 7, wherein the synchronous grouting system comprises 6 synchronous grouting units, wherein each of the synchronous grouting unit comprises a double-liquid slurry delivery pipe, the double-liquid slurry delivery pipe is provided with a slurry I inlet and a scouring liquid inlet, the slurry I inlet and the scouring liquid inlet are connected with a slurry I delivery pipe and a scouring liquid delivery pipe respectively, the slurry I delivery pipe is connected with a slurry I storage tank, the scouring liquid delivery pipe is connected with scouring liquid storage tank; the slurry I delivery pipe is provided with a slurry II inlet, the slurry II inlet is connected to a slurry II delivery pipe, the slurry II delivery pipe is connected with a slurry II storage tank, and the slurry II delivery pipe has a first injection port at an outlet of the slurry II delivery pipe; the double-liquid slurry delivery pipe is equipped with a mixing and stirring pump that moves along the double-liquid slurry delivery pipe, and the mixing and stirring pump has an inlet port at a top, and the mixing and stirring pump has a discharge port on the same side as a discharge port of the double-liquid slurry delivery pipe, and a second slurry injection port is on the outlet port.

10. The double-liquid grouting process according to claim 9, wherein the slurry I inlet and the scouring liquid inlet are positioned on both sides of the double-liquid slurry delivery pipe, and a distance between the slurry I inlet and the outlet of double-liquid slurry delivery pipe is closer than a distance between the scouring liquid inlet and the outlet of double-liquid slurry delivery pipe.

11. The double-liquid grouting process according to claim 10, wherein the slurry I delivery pipe, the slurry II delivery pipe, and the scouring liquid delivery pipe are all equipped with delivery pumps.

12. The double-liquid grouting process according to claim 10, wherein each of the synchronous grouting unit is distributed evenly around a circle, when grouting, the slurry I and the slurry II are added into the slurry I storage tank and the slurry II storage tank of each of the synchronous grouting unit respectively, the slurry I and the slurry II are pumped into the mixing and stirring pump for mixing, a mixed double-liquid slurry flows out from six double-liquid slurry delivery pipes at the same time, with a grouting pressure being 0.5-0.9 MPa, and a grouting volume being controlled at 100-200 L/min.

13. A preparation method for the double-liquid grouting slurry for super large diameter underwater shield engineering under high water pressure condition, according to claim 2, comprising: (1) silicate cement clinker, granulated blast furnace slag, steel slag, and limestone tailings being crushed respectively, then ball-milled until maximum particle sizes being less than 120 μm, and then being dried and placed at room temperature respectively for later use, (2) the grounded silicate cement clinker powder and granulated blast furnace slag powder being mixed and stirred at 150-250 r/min for 60-80 s to obtain a homogeneous mixture I, (3) fly ash, steel slag powder, bentonite and limestone tailing powder being mixed, and stirred at 150-250 r/min for 60-80 s to obtain a homogeneous mixture II, (4) water-reducing agent being mixed with a first portion of water and being stirred at 350-450 r/min for 20-30 s to obtain an admixture I solution; cellulose being mixed with a second portion of water and stirred at 350-450 r/min for 20-30 s to obtain the admixture II solution, (5) the remaining water, the mixture I and the mixture II being stirred at 450-550 r/min for 120-140 s to obtain mixture III, (6) the admixture I solution and the admixture II solution being added to the mixture III in step (5), being mixed and stirred at 450-550 r/min for 120-180 s to obtain slurry I, (7) viscous polymers being added to a sodium silicate solution, and being stirred at 550-700 r/min for 120-150 s to obtain liquid mixture IV, (8) short-cut fibers being added to liquid mixture IV, and being stirred at 550-700 r/min for 150-180 s to obtain slurry II.

14. A preparation method for the double-liquid grouting slurry for super large diameter underwater shield engineering under high water pressure condition, according to claim 3, comprising: (1) silicate cement clinker, granulated blast furnace slag, steel slag, and limestone tailings being crushed respectively, then ball-milled until maximum particle sizes being less than 120 μm, and then being dried and placed at room temperature respectively for later use, (2) the grounded silicate cement clinker powder and granulated blast furnace slag powder being mixed and stirred at 150-250 r/min for 60-80 s to obtain a homogeneous mixture I, (3) fly ash, steel slag powder, bentonite and limestone tailing powder being mixed, and stirred at 150-250 r/min for 60-80 s to obtain a homogeneous mixture II, (4) water-reducing agent being mixed with a first portion of water and being stirred at 350-450 r/min for 20-30 s to obtain an admixture I solution; cellulose being mixed with a second portion of water and stirred at 350-450 r/min for 20-30 s to obtain the admixture II solution, (5) the remaining water, the mixture I and the mixture II being stirred at 450-550 r/min for 120-140 s to obtain mixture III, (6) the admixture I solution and the admixture II solution being added to the mixture III in step (5), being mixed and stirred at 450-550 r/min for 120-180 s to obtain slurry I, (7) viscous polymers being added to a sodium silicate solution, and being stirred at 550-700 r/min for 120-150 s to obtain liquid mixture IV, (8) short-cut fibers being added to liquid mixture IV, and being stirred at 550-700 r/min for 150-180 s to obtain slurry II.

15. A preparation method for the double-liquid grouting slurry for super large diameter underwater shield engineering under high water pressure condition, according to claim 4, comprising: (1) silicate cement clinker, granulated blast furnace slag, steel slag, and limestone tailings being crushed respectively, then ball-milled until maximum particle sizes being less than 120 μm, and then being dried and placed at room temperature respectively for later use, (2) the grounded silicate cement clinker powder and granulated blast furnace slag powder being mixed and stirred at 150-250 r/min for 60-80 s to obtain a homogeneous mixture I, (3) fly ash, steel slag powder, bentonite and limestone tailing powder being mixed, and stirred at 150-250 r/min for 60-80 s to obtain a homogeneous mixture II, (4) water-reducing agent being mixed with a first portion of water and being stirred at 350-450 r/min for 20-30 s to obtain an admixture I solution; cellulose being mixed with a second portion of water and stirred at 350-450 r/min for 20-30 s to obtain the admixture II solution, (5) the remaining water, the mixture I and the mixture II being stirred at 450-550 r/min for 120-140 s to obtain mixture III, (6) the admixture I solution and the admixture II solution being added to the mixture III in step (5), being mixed and stirred at 450-550 r/min for 120-180 s to obtain slurry I, (7) viscous polymers being added to a sodium silicate solution, and being stirred at 550-700 r/min for 120-150 s to obtain liquid mixture IV, (8) short-cut fibers being added to liquid mixture IV, and being stirred at 550-700 r/min for 150-180 s to obtain slurry II.

16. An application of the double-liquid grouting slurry for super large diameter underwater shield engineering under high water pressure condition according to claim 2, wherein the double-liquid grouting slurry is applied for underwater shield tunneling with subsurface water pressure greater than or equal to 0.5 MPa, and diameter greater than or equal to 14 m, wherein during underwater shield tunneling, applicable strata include high water-pressure fine-medium-coarse sand strata, high water-pressure cohesive soil strata, and high water-pressure silt sand strata.

17. An application of the double-liquid grouting slurry for super large diameter underwater shield engineering under high water pressure condition according to claim 3, wherein the double-liquid grouting slurry is applied for underwater shield tunneling with subsurface water pressure greater than or equal to 0.5 MPa, and diameter greater than or equal to 14 m, wherein during underwater shield tunneling, applicable strata include high water-pressure fine-medium-coarse sand strata, high water-pressure cohesive soil strata, and high water-pressure silt sand strata.

18. An application of the double-liquid grouting slurry for super large diameter underwater shield engineering under high water pressure condition according to claim 4, wherein the double-liquid grouting slurry is applied for underwater shield tunneling with subsurface water pressure greater than or equal to 0.5 MPa, and diameter greater than or equal to 14 m, wherein during submerged shield tunneling, applicable strata include high water-pressure fine-medium-coarse sand strata, high water-pressure cohesive soil strata, and high water-pressure silt sand strata.

19. A double-liquid grouting process for super large diameter underwater shield engineering under high water pressure condition, comprising: a double-liquid grouting slurry according to claim 2 being added to a synchronous grouting system for shield synchronous grouting, wherein a volume ratio of slurry I to slurry II is 1:1-10:1.

20. A double-liquid grouting process for super large diameter underwater shield engineering under high water pressure condition, comprising: a double-liquid grouting slurry according to claim 3 being added to a synchronous grouting system for shield synchronous grouting, wherein a volume ratio of slurry I to slurry II is 1:1-10:1.

Description

BRIEF DESCRIPTION OF THE DRAWINGS

[0055] To illustrate the entire grouting process of the synchronous grouting system, the following brief Figure illustrations of the applied technology are provided below, and the drawings shown below are only examples, all in further explanation of the present application. Unless otherwise indicated herein, the technical and scientific terms used herein have the same meaning as commonly understood by those skilled in the field.

[0056] FIG. 1 shows a schematic diagram of the preparation process of double-liquid grouting slurry for high hydraulic pressure super large diameter underwater shield tunnel.

[0057] FIG. 2 shows a schematic diagram of the structure of the synchronous grouting unit of the underwater shield tunnel before grouting.

[0058] FIG. 3 shows the structure of the synchronous grouting unit in the underwater shield tunnel during grouting.

[0059] FIG. 4 shows the structure of the synchronous grouting unit in the underwater shield tunnel after grouting.

[0060] FIG. 5 shows the schematic diagram of six-point synchronous grouting at the end of the shield of the underwater shield tunnel.

[0061] FIG. 6 shows the schematic diagram of the filling pattern after grouting in the underwater shield tunnel.

[0062] In the Figures, 1 represents slurry I delivery pipe, 2 represents slurry II delivery pipe, 3 represents scouring fluid delivery pipe, 4 represents double liquid slurry delivery pipe, 5 represents transfer pump, 6 represents slurry I storage tank, 7 represents mixing and stirring pump, 8 represents first grouting port, 9 represents second grouting port, 10 represents slurry I inlet, 11 represents scouring fluid inlet, 12 represents slurry II storage tank, 13 represents scouring fluid storage tank, 14 represents pipe sheet, 15 represents soil body, 16 represents slurry, 17 represents shield shell.

DETAILED DESCRIPTION OF THE EMBODIMENTS

[0063] To make clear the purpose, technical solutions, and the embodiment advantages of this invention, the embodiments of this invention are described with accompanying drawings in further details. It should be noted that the following detailed descriptions are exemplary and are intended to provide further illustration of this application. Unless otherwise indicated, all technical and scientific terms used herein have the same meaning as commonly understood by a person of ordinary skill in the field.

[0064] In the following embodiments, the silicate cement clinker used is crushed and ball-milled to meet a sieve allowance of ≤4% on an 80 μm square hole sieve.

[0065] In the following embodiments, the granulated blast furnace slag used is crushed and ball-milled to meet a density of ≥2.8 g/cm.sup.3, a specific surface area of the granulated blast furnace slag≥400 m.sup.2/kg, and water content of the granulated blast furnace slag ≤1%.

[0066] In the following embodiments, the fly ash is a secondary fly ash, the fly ash satisfying a 45 μm sieve margin between 12-20%; a water demand ratio of the fly ash between 95% and 100%; and a water content of the fly ash≤1%.

[0067] In the following embodiments, the used steel slag powder meets the specific surface area ≥350 m.sup.2/kg and the content of free calcium oxide of the steel powder ≤3%.

[0068] In the following embodiments, the bentonite used is a sodium-based bentonite.

[0069] In the following embodiments, the limestone tailing powder used satisfies a calcium carbonate mass fraction ≥80% and an alumina mass fraction of aluminum oxide in the limestone tailing powder ≤2%.

[0070] In the following embodiments, the cellulose used is a hydroxypropylmethyl cellulose with a viscosity of 100,000.

[0071] In the following embodiments, the basalt fibers used meet a short-cut diameter of 7-20 μm, a length of a monofilament of the basalt fiber 5-20 mm, and a density of the basalt fiber 2.7 g/cm.sup.3, while the polypropylene fibers meet a short-cut diameter of 9-30 μm, a length of a monofilament of the polypropylene fiber 3-8 mm, and a density of the polypropylene 1.18 g/cm.sup.3.

[0072] In the following embodiments, the viscous polymers used are at least one of acrylate polymers, ethylene vinyl acetate copolymers, and polyvinyl alcohol.

[0073] In the following embodiments, the sodium silicate solution used has a Baume degree of 35-40° Bé, which is prepared from water glass and water.

Implementation Example 1

[0074] A double-liquid grouting slurry for super large diameter underwater shield engineering under high water pressure condition, comprising slurry I and slurry II, wherein slurry I comprises the following raw materials in weight: 42 parts of silicate cement clinker, 22 parts of granulated blast furnace slag, 30 parts of fly ash, 21 parts of steel slag, 8 parts of bentonite, 7 parts of limestone tailing powder, 1.0 part of water reducing agent, 1.2 parts of cellulose, and the amount of water meets the w/b of 1:1. wherein the slurry II comprises the following raw materials in weight: 3.0 parts of short-cut fiber, 98 parts of sodium silicate solution, 3.5 parts of viscous polymer. Wherein the water reducing agent is a mixture of naphthalene water reducing agent and polycarboxylic acid water reducing agent with the mass ratio of 3:2; wherein the short-cut fiber is a mixture of short-cut basalt fiber and short-cut polypropylene fiber with the mass ratio of 2:1; wherein the viscous polymer is a mixture of acrylate polymer, ethylene vinyl acetate copolymer and polyvinyl alcohol with the mass ratio of 1:1.5:1. The preparation process of the synchronous double-liquid slurry is as follows:

[0075] (1) Silicate cement clinker, granulated blast furnace slag, steel slag, and limestone tailings being crushed respectively, then ball-milled until maximum particle sizes being less than 120 μm, and then being dried and placed at room temperature respectively for later use.

[0076] (2) The grounded silicate cement clinker powder and granulated blast furnace slag powder being mixed and stirred at 150-250 r/min for 60-80 s to obtain a homogeneous mixture I.

[0077] (3) Fly ash, steel slag powder, bentonite, and limestone tailing powder being mixed and stirred at 150-250 r/min for 60-80 s to obtain a homogeneous mixture II.

[0078] (4) The water-reducing agent being mixed with a first portion of water and being stirred at 350-450 r/min for 20-30 s to obtain an admixture I solution; cellulose being mixed with a second portion of water and stirred at 350-450 r/min for 20-30 s to obtain the admixture II solution.

[0079] (5) The remaining water, the mixture I and the mixture II being stirred at 450-550 r/min for 120-140 s to obtain mixture III.

[0080] (6) The admixture I solution and the admixture II solution being added to the mixture III of step (5), being mixed and stirred at 450-550 r/min for 120-180 s to obtain slurry I.

[0081] (7) Viscous polymers being added to a sodium silicate solution and being stirred at 550-700 r/min for 120-150 s to obtain liquid mixture IV.

[0082] (8) Short-cut fibers being added to liquid mixture IV and being stirred at 550-700 r/min for 150-180 s to obtain slurry II.

[0083] When the slurry I is mixed with the slurry II, chemical gelling reaction can be achieved in a very short time. The chemical gelling time of the slurry I and the slurry II after mixing is verified by the pouring cup method with different volume ratios, and the results are shown in Table 1.

[0084] The method of pouring cup method is as follows: a certain amount of slurry I and slurry II are placed in two beakers respectively, the two beakers are poured repeatedly and alternately until the beaker tilts 45° and the double-liquid slurry cannot flow. The time used is the double-liquid gelling time.

TABLE-US-00001 TABLE 1 Slurry 1:Slurry 2 (volume ratio) 1:1 3:1 5:1 8:1 10:1 Double liquid gelling 66 47 24 18 13 time (s)

[0085] As can be seen from above table 1, when the volume ratio of slurry I to slurry II is within the range of 1:1-10:1, there is a relatively good double-liquid gelling time, and the larger the slurry I proportion, the shorter double-liquid gelling time.

[0086] The double-liquid slurry with different volume ratios is poured into the mold with sizes of 40×40×160 mm for molding process, and the samples are obtained. The samples are cured at 20±2° C. and 98% humidity. Then, according to GBT17671-1999 “Cement mortar Strength Inspection Method (ISO method)” test method, the 3 d and 28 d flexural and compressive strengths are determined, results are shown in Table 2.

TABLE-US-00002 TABLE 2 Compressive Flexural strength strength (MPa) (MPa) (volume ratio) 3 d 28 d 3 d 28 d 1:1 13 21 1.2 2.3 3:1 16 26.7 1.6 3.1 5:1 21.6 36 3.4 5.6 8:1 18 28 2.2 3.6 10:1  16 27 2.3 3.9

[0087] It can be seen from table 2 that when the volume ratio of slurry I to slurry II reaches 5:1, strength is the maximum. When the volume ratio is 1:1, strength is the minimum, and the strength of the rest volume ratio is moderate. Considering that the slurry needs to fill the gap quickly and the strength needs to reach the ideal state timely, the optimal volume ratio of slurry I to slurry II is controlled as 3:1-10:1.

[0088] Taking the volume ratio 5:1 of slurry I to slurry II as example, its bleeding rate, fluidity, chemical gelling time, final setting time, compressive strength (MPa) on land, compressive strength (MPa) in water, water-land strength ratio (%), flexural strength (MPa), scour retention rate against high-pressure dynamic water (%), and filling rate in high-pressure muddy water environment (%) are tested. The methods are as follows:

[0089] Test method of bleeding rate: According to the test method of GBT 25182-2010 “Prestressed Hole Grouting Agent”, 90±2 mL slurry I, and slurry is injected into 100 m L measuring cylinder, which is sealing with plastic wrap, it is placed on the horizontal surface for 2 h, the height of the surface of the segregation a.sub.2 and the slurry a.sub.1 are read. The bleeding rate of slurry 2 h is calculated by the following formula:

[00001]$B\left(\mathrm{Rate}\mathrm{of}\mathrm{bleeding}\right)=\frac{a_2-a_1}{a_2}\times 100\%$

[0090] Test method of fluidity: According to the test method of GBT50488-2015 “Technical Specifications for the Application of Cement Based Grouting Materials”, the metal truncated cone circular mold with an upper diameter of 70 mm, a high diameter of 60 mm and the lower diameter of 100 mm is placed in the center of the glass plate of 500×500 mm. The slurry is quickly filled with the truncated cone circular mold after stirring, and the truncated cone circular mold is slowly lifted. The slurry flows freely to a stop without disturbance. A steel ruler was used to measure the maximum diffusion diameter of the bottom surface and its vertical diameter, and the average value was taken as the fluidity of the slurry.

[0091] Test method of double-liquid gelling time: Referring to the test method of pouring cup, a certain amount of slurry I and slurry II are placed in two beakers respectively, the two beakers are poured repeatedly and alternately until the beaker tilts 45° and the slurry cannot flow. The time used is chemical gelling time.

[0092] Setting time test method: Referring to GBT1346-2011 “standard amount of cement water, setting time, stability test method”, vicat apparatus is used for testing initial and final setting times. The prepared slurry is filled with standard test mold, a glass plate is under the test mold; when the initial setting needle drops freely to 4±1 mm distance from the ground glass plate, the slurry reaches the initial setting state. After the initial setting time is determined, the test mold is removed from the glass plate, and the sample is turned over 180°. The sample is placed under the standard vicat apparatus equipped with the final setting needle, and the final setting needle is adjusted to make it just in contact with the surface of the material so that the final setting needle drops freely and slowly. When the final setting test needle sinks into the stone body within the sinking depth of 0.5 mm, it reaches the final setting state, the period from the beginning of the slurry preparation to the final setting state is the final setting time.

[0093] Test method of compressive strength on land: Referring to the test method of DLT5117-2000 “Test Rules for Underwater Undispersed Concrete”, the test adopts a cubic triple mold with a test size of 70.7×70.7×70.7 mm. Slurry I and slurry II with different mixing ratios are poured into the cube triple mold uniformly. The test mold is placed in the standard curing box for curing. When it reaches the corresponding age, the compressive strength is measured, and P.sub.L is obtained.

[0094] Test method of compressive strength in water: Referring to the test method of DLT5117-2000 “Test Rules for Undispersed Concrete under Water”, the test adopts a cubic triple mold with a size of 70.7×70.7×70.7 mm. Slurry I and slurry II with different mixing ratios are poured into the cube triple mold uniformly. The test mold is placed in a water tank at (20±3) ° C. for curing. After reaching the corresponding age, the sample was removed from the water and compressive strength tests are conducted to obtain Pw.

[0095] The ratio of water and land strengths represents the anti-washout performance of grouting materials. The formula for calculating the ratio is as follows:

[00002]$S=\frac{P_L}{P_W}\times 100\%$

[0096] Test method of flexural strength: Referring to the test method of GBT17671-1999 “Cement mortar Strength test Method (ISO method)”, the test mold adopts a metal triple mold of 40×40×160 mm. The mixed slurry is poured into the test mold, and the mold is removed after being placed at room temperature for 2 d, and then the standard specimens are placed in curing box for curing. The specimens are taken out for flexural test after 3 d and 28 d.

[0097] Test method of retention against high-pressure dynamic water: The double slurry dynamic water scouring test is carried out, and the double slurry is prepared with different proportions, w/b, volume ratio and other variables. Based on the actual construction situation of shield grouting engineering, the volume ratio is selected as 1:1-10:1. When the two liquids contacts for 1 min, they are put into the dynamic water flow, and the dynamic water scouring time is set as 10 min. The hydrodynamic pressure is 0.5-0.9 MPa. The samples m0 and mi are measured respectively, where m0 is the remaining mass of the sample in the static water environment, mi(i=1, 2, 3 . . . ) is the residual mass of the sample under a hydraulic and hydrodynamic condition.

[0098] The retention rate of sample represents the resistance ability to high-pressure dynamic water, the calculation formula for the sample retention rate is as follows:

[00003]$P=\frac{m_i}{m_0}$

[0099] Test method of filling rate in the high-pressure muddy water environment: Model test device is used for testing. The size of model test device is 1.2×0.8×0.8 m, and the test chamber is equipped with a jack at the top, its inside contains a shield shell, segment, and mud-water stratum to simulate the real high-pressure mud-water environment. The double-liquid slurry is prepared with different proportions, w/b, volume ratio, and other variables. The shield shell adopts the forward type, the double-liquid slurry fills the shield void during advancing the design time of the shield shell for a ring-width segment. After 24 hours, the stone body is removed and the volume V1 of the stone body is calculated, and the volume V2 between the ring of tubes and the shield shell is further calculated.

[0100] The filling rate represents the filling ability of grouting slurry in a muddy water environment. Calculation formula of filling rate is as follows:

[00004]$D=\frac{V_1}{V_2}:$

[0101] The results are shown in Table 3:

TABLE-US-00003 TABLE 3 Compressive Slurry I- Slurry I Slurry I Double slurry Land compressive strength in Water-land bleeding fluidity setting gelling strength (MPa) water (MPa) intensity rate (%) (cm) time (h) time (s) 3 d 28 d 3 d 28 d ratio (%) 0.7 29.6 ≥36 24 21.6 36 21 35.1 ≥97 Sample retention Flexural strength (MPa) rate (%) Filling rate (%) 3 d 28 d ≥99 ≥99 3.4 5.6

Implementation Example 2

[0102] A double-liquid grouting slurry for super large diameter underwater shield engineering under high water pressure condition, comprising slurry I and slurry II, wherein the water reducing agent is polycarboxylic acid water reducing agent, the cellulose is hydroxypropyl methylcellulose, the short-cut fiber is short-cut basalt fiber, and the viscous polymer is acrylate polymer, the other is the same as Implementation Example 1.

[0103] The preparation process of the double-liquid grouting slurry is the same as Implementation Example 1.

[0104] Slurry I and slurry II are mixed at the volume ratio of 5:1, and the performance of the mixed double slurry was tested according to the method of Implementation Example 1, and the results are shown in Table 4:

TABLE-US-00004 TABLE 4 Compressive Slurry I- Slurry I Slurry I Double slurry Land compressive strength in Water-land bleeding fluidity setting gelling strength (MPa) water (MPa) intensity rate (%) (cm) time (h) time (s) 3 d 28 d 3 d 28 d ratio (%) 1.6 27.6 ≥30 27 18.8 31.4 17.9 29.8 ≥95 Sample retention Flexural strength (MPa) rate (%) Filling rate (%) 3 d 28 d ≥97 ≥98 2.7 4.5

Implementation Example 3

[0105] A double-liquid grouting slurry for super large diameter underwater shield engineering under high water pressure condition, comprising slurry I and slurry II, wherein the water reducing agent is naphthalene water reducing agent, cellulose is hydroxypropyl methylcellulose, cut fiber is cut polypropylene fiber, and the viscous polymer is ethylene-vinyl acetate copolymer, the other is the same as Implementation Example 1.

[0106] The preparation process of the double-liquid injection slurry is the same as Implementation Example 1.

[0107] Slurry I and slurry II are mixed at a volume ratio of 5:1, and the performance of the mixed double slurry was tested according to the method of Implementation Example 1, and the results are shown in Table 5:

TABLE-US-00005 TABLE 5 Compressive Slurry I- Slurry I Slurry I Double slurry Land compressive strength in Water-land bleeding fluidity setting gelling strength (MPa) water (MPa) intensity rate (%) (cm) time (h) time (s) 3 d 28 d 3 d 28 d ratio (%) 1.5 27.3 ≥30 26 18.2 30.3 17.3 28.8 ≥95 Sample retention Flexural strength (MPa) rate (%) Filling rate (%) 3 d 28 d ≥97 ≥98 2.6 4.3

Implementation Example 4

[0108] A double-liquid grouting slurry for super large diameter underwater shield engineering under high water pressure condition, comprising slurry I and slurry II, it is the same as in Implementation Example 1. The preparation process of this double-liquid slurry includes: silicate cement clinker, granulated blast furnace slag powder, fly ash, bentonite, limestone tailing powder, and steel slag powder are added sequentially into the mixing pot, being stirred at 200 r/min for 2 mins, water reducing agent and cellulose are added during the mixing process, and finally, water is put into the mixing pot, being mixed evenly at 200 r/min for 10 minutes to get slurry I; the preparation of slurry II is the same as Implementation Example 1.

[0109] Slurry I and slurry II are mixing at the volume ratio of 5:1, the performance of the mixed double slurry is tested according to the method of Implementation Example 1, and the results are shown in Table 6

TABLE-US-00006 TABLE 6 Compressive Slurry I- Slurry I Slurry I Double slurry Land compressive strength in Water-land bleeding fluidity setting gelling strength (MPa) water (MPa)) intensity rate (%) (cm) time (h) time (s) 3 d 28 d 3d 28 d ratio (%) 2.3 26.6 ≥26 30 17.7 27.2 16.1 25 ≥91 Sample retention Flexural strength (MPa) rate (%) Filling rate (%) 3 d 28 d ≥96 ≥97 2 3.4

Implementation Example 5

[0110] A double-liquid grouting slurry for super large diameter underwater shield engineering under high water pressure condition, comprising slurry I and slurry II, wherein slurry I is made up of the following raw materials in weight: 35 parts of silicate cement clinker; 15 parts of granulated blast furnace slag; 24 parts of fly ash; 15 parts of steel slag; 5 parts of bentonite; 4 parts of limestone tailings; 0.3 parts of water reducing agent; 0.5 parts of cellulose; w/b of 1:1. Wherein, water reducing agent is the same as Implementation Example 1, and slurry II is the same as Implementation Example 1.

[0111] The preparation process of the double-liquid slurry is the same as in Implementation Example 1.

[0112] Slurry I and slurry II are mixing at the volume ratio of 5:1, and the performance of the mixed double slurry is tested according to the method of Implementation Example 1, and the results are shown in Table 7.

TABLE-US-00007 TABLE 7 Compressive Slurry I- Slurry I Slurry I Double slurry Land compressive strengthin Water-land bleeding fluidity time (h) gelling strength (MPa) water (MPa) intensity rate (%) (cm) setting time (s) 3 d 28 d 3 d 28 d ratio (%) 3.5 25.7 ≥18 29 13.5 20.8 12.2 18.7 ≥90 Sample retention Flexural strength (MPa) rate (%) Filling rate (%) 3d 28 d ≥96 ≥96 1.2 2.2

Implementation Example 6

[0113] A double-liquid grouting slurry for super large diameter underwater shield engineering under high water pressure condition, comprising slurry I and slurry II, wherein slurry I is made up of the following raw materials in weight: 45 parts of silicate cement clinker; 25 parts of granulated blast furnace slag; 35 parts of fly ash; 25 parts of steel slag; 15 parts of bentonite; 10 parts of limestone tailing powder; 2 parts of water reducing agent; 2.5 parts of cellulose; w/b of 1:1. Wherein, the water-reducing agent is the same as Implementation Example 1, slurry II is the same as Implementation Example 1.

[0114] The preparation process of the double-liquid slurry is the same as in Implementation Example 1.

[0115] Slurry I and slurry II are mixed at the volume ratio of 5:1, and the performance of the mixed double slurry is tested according to the method of Implementation Example 1, and the results are shown in Table 8.

TABLE-US-00008 TABLE 8 Compressive Slurry I- Slurry I Slurry I Double slurry Land compressive strength in Water-land bleeding fluidity setting gelling strength (MPa) water (MPa) intensity rate (%) (cm) time (h) time (s) 3 d 28 d 3 d 28 d ratio (%) 1.4 28.2 ≥30 27 19.4 32.7 18.5 31.1 ≥95 Sample retention Flexural strength (MPa) rate (%) Filling rate (%) 3 d 28 d ≥98 ≥98 3.1 5.1

Implementation Example 7

[0116] A double-liquid grouting slurry for super large diameter underwater shield engineering under high water pressure condition, comprising slurry I and slurry II, wherein slurry I is made up of the following raw materials in weight: 42 parts of silicate cement clinker; 22 parts of granulated blast furnace slag; 30 parts of fly ash; 21 parts of steel slag; 8 parts of bentonite; 7 parts of limestone tailings; 1 part of water reducing agent; 1.2 parts of cellulose; w/b of 1.5:1. Wherein the slurry II is made up of the following raw materials in weight: 3 parts of short-cut fiber; 1.5 parts of viscous polymers; 99 parts of sodium silicate solution. Wherein, the water-reducing agent and cellulose are the same as Implementation Example 1. The viscous polymer is polyvinyl alcohol.

[0117] The preparation process of the double-liquid grouting slurry ias the same as that of Implementation Example 1. Slurry I and slurry II are mixing at the volume ratio of 3:1, and the performance of the mixed double-slurry is tested according to the method of Implementation Example 1, and the results are shown in Table 9.

TABLE-US-00009 TABLE 9 Compressive Slurry I- Slurry I Slurry I Double slurry Land compressive strength in Water-land bleeding fluidity setting gelling strength (MPa) water (MPa) intensity rate (%) (cm) time (h) time (s) 3 d 28 d 3 d 28 d ratio (%) 4.2 28.2 ≥30 27 16.8 24 15.7 22.4 ≥93 Sample retention Flexural strength (MPa) rate (%) Filling rate (%) 3 d 28 d ≥95 ≥95 1.8 3.5

Implementation Example 8

[0118] A double-liquid grouting slurry for super large diameter underwater shield engineering under high water pressure condition, comprising slurry I and slurry II, wherein slurry I is made up of the following raw materials in weight: 42 parts of silicate cement clinker; 22 parts of granulated blast furnace slag; 30 parts of fly ash; 21 parts of steel slag; 8 parts of bentonite; 7 parts of limestone tailings; 1 part of water reducing agent; 1.2 parts of cellulose; the w/b of 0.8:1. Wherein the slurry II is made up of the following raw material in weight: 3 parts of short-cut fiber; 1.5 parts of viscous polymers; 96 parts of sodium silicate solution. Wherein, the water-reducing agent and cellulose are the same as Implementation Example 1. Wherein, the viscous polymer is polyvinyl alcohol.

[0119] The preparation process of the double-liquid grouting slurry is the same as in Implementation Example 1. Slurry I and slurry II are mixed at the volume ratio of 10:1, and the performance of the mixed double-slurry is tested according to the method of Implementation Example 1, and the results are shown in Table 10.

TABLE-US-00010 TABLE 10 Compressive Slurry I- Slurry I Slurry I Double slurry Land compressive strength in Water-intensity bleeding fluidity setting gelling strength (MPa) water (MPa) ratio (%) rate (%) (cm) time (h) time (s) 3 d 28 d 3 d 28 d land 1 27 ≥28 26 17.4 29 16.6 27.6 ≥95 Sample retention Flexural strength (MPa) rate (%) Filling rate (%) 3 d 28 d ≥98 ≥98 2.4 4.1

Contrast Example 1

[0120] A double-liquid slurry for super large diameter underwater shield engineering under high water pressure condition is prepared according to the formulation and method of Implementation Example 1, the difference is that: slurry I is made up of the following raw materials in weight parts of: 42 parts of silicate cement clinker; 30 parts of fly ash; 8 parts of bentonite; 1 part of water-reducing agent; and the w/b of 1:1.

[0121] Slurry I and slurry II are mixed at the volume ratio of 5:1, and the performance of the mixed double slurry is tested according to the preparation process of Implementation Example 1, and the results are shown in Table 11.

TABLE-US-00011 TABLE 11 Compressive Slurry I- Slurry I Slurry I Double slurry Land compressive strength in Water-land bleeding fluidity setting gelling strength (MPa) water (MPa) intensity rate (%) (cm) time (h) time (s) 3 d 28 d 3 d 28 d ratio (%) 13.3 23 ≥24 30 10.2 17 8.8 14.7 ≥86 Sample retention Flexural strength (MPa) rate (%) Filling rate (%) 3 d 28 d ≥85 ≥85 0.7 1.8

Contrast Example 2

[0122] A double-liquid grouting slurry for super large diameter underwater shield engineering under high water pressure condition is prepared according to the formulation and method of Implementation Example 1, the difference is that: slurry I do not contain cellulose, and slurry II do not contain short-cut fibers and viscous polymers.

[0123] Slurry I and slurry II are mixed at the volume ratio of 5:1, and the performance of the mixed double slurry is tested according to the preparation process of Implementation Example 1, and the results are shown in Table 12.

TABLE-US-00012 TABLE 12 Compressive Slurry I- Slurry I Slurry I Double slurry Land compressive strengthin Water-land bleeding fluidity setting gelling strength (MPa) water (MPa) intensity rate (%) (cm) time (h) time (s) 3 d 28 d 3 d 28 d ratio (%) 7.2 23.7 ≥24 30 14.9 24.8 14 23 ≥93 Sample retention Flexural strength (MPa) rate (%) Filling rate (%) 3 d 28 d ≥90 ≥92 1.3 2.9

Application Examples

[0124] The double-liquid grouting slurry of this invention can be used in the shield tunnel grouting project with high water pressure and super large diameter underwater weakened soil strata. The double-liquid slurry can be synchronously injected through a synchronous grouting system suitable for double-liquid grouting in underwater shield tunnels, as shown in FIG. 5. The synchronous grouting system comprises 6 synchronous grouting units, each unit includes a slurry I delivery pipe, slurry II delivery pipe, scouring liquid delivery pipe and double-liquid delivery pipe. The double liquid slurry delivery pipe is a straight pipe, and the double liquid delivery pipe is connected in the gap between the soil and the segment, and it is used to fill the double liquid slurry in the gap between the soil and the segment. One end of the double slurry conveying pipe is closed, and the other end is a liquid outlet. The double slurry delivery pipe is provided with a slurry I inlet and a scouring liquid inlet. The slurry inlet and the scouring liquid inlet are located on both sides of the double slurry delivery pipe respectively, and the slurry inlet is closer to the outlet of the double slurry delivery pipe. The double slurry delivery pipe is also provided with a mixing pump that can move along the diameter of the double slurry delivery pipe. The top of the mixing pump is provided with a feeding port. The same side of the mixing pump and the liquid outlet of the double slurry delivery pipe is provided with a discharging port, and the discharging port is provided with a second grouting port. The outer diameter of the mixing pump is nearly the same as the inner diameter of the double slurry delivery pipe.

[0125] Wherein the slurry I inlet is connected with a slurry I delivery pipe, the other end of slurry I delivery pipe is connected with a slurry I storage tank. There is a slurry II inlet on the slurry I delivery pipe, the slurry II inlet is connected to a slurry II delivery pipe, and the other end of the slurry II delivery pipe is connected with a slurry II storage tank, and there is a first injection port at an outlet of the slurry II delivery pipe. Transfer pumps are provided on both the slurry I delivery pipe and the slurry II delivery pipe. As shown in FIG. 2, before grouting, the mixing and stirring pump is located at the inlet of the scouring liquid, and as shown in FIG. 3, the mixing and stirring pump in the double-liquid slurry delivery pipe moves to the inlet of slurry one during grouting, and the slurry I and the slurry II are pumped into the mixing and stirring pump according to a certain volume ratio through the delivery pump, and the mixed double-liquid slurry flows out from the second injection port of the mixing and stirring pump, and the slurry is finally injected into the voids formed by the pipe sheet and soil body through the outlet of the double-liquid slurry delivery pipe.

[0126] The scouring fluid inlet is connected to the scouring fluid delivery pipe, and the other end of the scouring fluid delivery pipe is connected to the scouring fluid storage tank. A delivery pump is also provided on the scouring fluid delivery pipe. As shown in FIG. 4, after the injection completion in one ring, the mixing pump moves to the outlet of the double-liquid slurry delivery pipe to block the outlet of the double-liquid slurry delivery pipe, and then the scouring liquid is pumped into the slurry delivery pipe through the delivery pump to scour, it prevents blocking the slurry I delivery pipe and thus the next ring injection is not affected.

[0127] Further, when the above synchronous grouting system is used for synchronous grouting with the double-liquid slurry of the present invention, the shield tail grouting is used, and the grouting schematic diagram is shown in FIG. 5. The invention uses 6 points synchronous double-liquid slurry injection points at the shield tail, each synchronous grouting unit is evenly distributed around a circle, the double-liquid slurry delivery pipes of each synchronous grouting unit are also around a circle, and each double-liquid slurry delivery pipe is evenly distributed and located in the gap between the soil (or water) and the pipe sheet. During grouting, the slurry I and the slurry II are added into the slurry I storage tank and slurry II storage tank of each synchronous grouting unit, and the slurry 1 and the slurry 2 are mixed in the mixing and stirring pump with the volume ratio of 1:1-10:1 (preferably 3:1-10:1), and the mixed double-liquid slurry flows out from the six double-liquid slurry delivery pipes at the same time, with a the grouting pressure being 0.5-0.9 MPa, and a grouting volume is being at 100-200 L/min. The grouting method corresponds to the 3+2+1 splicing mode of the pipe piece, and the grouting is well-filled with a 150-250% grouting rate per ring.

[0128] The specific grouting and cleaning steps are as follows:

[0129] 1. The mixing and stirring pump is moved to the inlet of slurry I, and the flow rate of the slurry I and the slurry II are adjusted, so that the slurry I and the slurry II are mixed into the mixing and stirring pump with a certain volume ratio.

[0130] 2. The combined mixing pump mixes the slurry I and the slurry II evenly, and injects them into the gap between the soil and the pipe sheet through the second grouting port. FIG. 6 shows the filling state after grouting, the double-liquid slurry is surrounding the pipe sheet evenly and there is no contact between the pipe sheet and the soil.

[0131] 3. After the completion of grouting for one ring pipe piece, the mixing and stirring pump is moved to the right, then the scouring liquid is put into the slurry I delivery pipe, it is along the scouring liquid delivery pipe and the double liquid slurry delivery pipe to scour the slurry I delivery pipe and prevent the pipeline from blocking. Thus the grouting of the next ring pipe piece is not affected.

[0132] The above description is only a preferred embodiment of the present invention, it is not intended to limit the present invention. This invention may be subject to various modifications and variations for those people skilled in the field. Within the spirit and principles of the present invention, any modification, equivalent replacement, or improvement shall be within the protection scope of the present invention.