CN113374485B - Shield grouting method based on shield residue soil improvement under water-rich sand layer condition - Google Patents
Shield grouting method based on shield residue soil improvement under water-rich sand layer condition Download PDFInfo
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- CN113374485B CN113374485B CN202110722754.8A CN202110722754A CN113374485B CN 113374485 B CN113374485 B CN 113374485B CN 202110722754 A CN202110722754 A CN 202110722754A CN 113374485 B CN113374485 B CN 113374485B
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- 239000002689 soil Substances 0.000 title claims abstract description 142
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 70
- 229910001868 water Inorganic materials 0.000 title claims abstract description 70
- 238000000034 method Methods 0.000 title claims abstract description 39
- 239000004576 sand Substances 0.000 title claims abstract description 36
- 230000006872 improvement Effects 0.000 title claims abstract description 23
- 239000002002 slurry Substances 0.000 claims abstract description 54
- 230000001360 synchronised effect Effects 0.000 claims abstract description 43
- 230000005641 tunneling Effects 0.000 claims abstract description 26
- 230000008569 process Effects 0.000 claims abstract description 11
- 239000004615 ingredient Substances 0.000 claims abstract description 8
- 230000005540 biological transmission Effects 0.000 claims abstract description 5
- 238000005086 pumping Methods 0.000 claims abstract description 5
- 239000004568 cement Substances 0.000 claims description 36
- 239000000440 bentonite Substances 0.000 claims description 29
- 229910000278 bentonite Inorganic materials 0.000 claims description 29
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 claims description 29
- VTYYLEPIZMXCLO-UHFFFAOYSA-L Calcium carbonate Chemical compound [Ca+2].[O-]C([O-])=O VTYYLEPIZMXCLO-UHFFFAOYSA-L 0.000 claims description 24
- OSGAYBCDTDRGGQ-UHFFFAOYSA-L calcium sulfate Chemical compound [Ca+2].[O-]S([O-])(=O)=O OSGAYBCDTDRGGQ-UHFFFAOYSA-L 0.000 claims description 24
- 238000009412 basement excavation Methods 0.000 claims description 17
- AXCZMVOFGPJBDE-UHFFFAOYSA-L calcium dihydroxide Chemical compound [OH-].[OH-].[Ca+2] AXCZMVOFGPJBDE-UHFFFAOYSA-L 0.000 claims description 14
- 239000000920 calcium hydroxide Substances 0.000 claims description 14
- 229910001861 calcium hydroxide Inorganic materials 0.000 claims description 14
- 229910000019 calcium carbonate Inorganic materials 0.000 claims description 12
- 239000003795 chemical substances by application Substances 0.000 claims description 12
- 239000006260 foam Substances 0.000 claims description 12
- 238000003756 stirring Methods 0.000 claims description 11
- UXVMQQNJUSDDNG-UHFFFAOYSA-L Calcium chloride Chemical compound [Cl-].[Cl-].[Ca+2] UXVMQQNJUSDDNG-UHFFFAOYSA-L 0.000 claims description 10
- 239000001110 calcium chloride Substances 0.000 claims description 10
- 229910001628 calcium chloride Inorganic materials 0.000 claims description 10
- 239000000654 additive Substances 0.000 claims description 9
- 238000010276 construction Methods 0.000 claims description 8
- 238000007599 discharging Methods 0.000 claims description 8
- 239000010881 fly ash Substances 0.000 claims description 8
- 238000002347 injection Methods 0.000 claims description 8
- 239000007924 injection Substances 0.000 claims description 8
- 239000000292 calcium oxide Substances 0.000 claims description 5
- ODINCKMPIJJUCX-UHFFFAOYSA-N calcium oxide Inorganic materials [Ca]=O ODINCKMPIJJUCX-UHFFFAOYSA-N 0.000 claims description 5
- 238000011049 filling Methods 0.000 claims description 5
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- BRPQOXSCLDDYGP-UHFFFAOYSA-N calcium oxide Chemical compound [O-2].[Ca+2] BRPQOXSCLDDYGP-UHFFFAOYSA-N 0.000 claims description 4
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- 239000011575 calcium Substances 0.000 description 9
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- KNVCKWXMZGJMQY-UHFFFAOYSA-N O.[Ca].[Ca].[Ca] Chemical compound O.[Ca].[Ca].[Ca] KNVCKWXMZGJMQY-UHFFFAOYSA-N 0.000 description 1
- BPQQTUXANYXVAA-UHFFFAOYSA-N Orthosilicate Chemical compound [O-][Si]([O-])([O-])[O-] BPQQTUXANYXVAA-UHFFFAOYSA-N 0.000 description 1
- 229910004283 SiO 4 Inorganic materials 0.000 description 1
- YTGLSPCIFCDMGL-UHFFFAOYSA-N [Ca].[Ca].O Chemical compound [Ca].[Ca].O YTGLSPCIFCDMGL-UHFFFAOYSA-N 0.000 description 1
- 230000002776 aggregation Effects 0.000 description 1
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- 229910052791 calcium Inorganic materials 0.000 description 1
- 239000000378 calcium silicate Substances 0.000 description 1
- OYACROKNLOSFPA-UHFFFAOYSA-N calcium;dioxido(oxo)silane Chemical compound [Ca+2].[O-][Si]([O-])=O OYACROKNLOSFPA-UHFFFAOYSA-N 0.000 description 1
- ZQNPDAVSHFGLIQ-UHFFFAOYSA-N calcium;hydrate Chemical compound O.[Ca] ZQNPDAVSHFGLIQ-UHFFFAOYSA-N 0.000 description 1
- WETINTNJFLGREW-UHFFFAOYSA-N calcium;iron;tetrahydrate Chemical compound O.O.O.O.[Ca].[Fe].[Fe] WETINTNJFLGREW-UHFFFAOYSA-N 0.000 description 1
- XFWJKVMFIVXPKK-UHFFFAOYSA-N calcium;oxido(oxo)alumane Chemical compound [Ca+2].[O-][Al]=O.[O-][Al]=O XFWJKVMFIVXPKK-UHFFFAOYSA-N 0.000 description 1
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Images
Classifications
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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
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
-
- 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
-
- 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
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
- E21D9/0642—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining the shield having means for additional processing at the front end
- E21D9/0671—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining the shield having means for additional processing at the front end with means for consolidating the rock in front of the shield by injection of consolidating substances through boreholes
-
- 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
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
- E21D9/0642—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining the shield having means for additional processing at the front end
- E21D9/0678—Adding additives, e.g. chemical compositions, to the slurry or the cuttings
-
- 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
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
- E21D9/0642—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining the shield having means for additional processing at the front end
- E21D9/0678—Adding additives, e.g. chemical compositions, to the slurry or the cuttings
- E21D9/0685—Foaming agents
-
- 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
- E21D9/12—Devices for removing or hauling away excavated material or spoil; Working or loading platforms
-
- 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
- E21D9/12—Devices for removing or hauling away excavated material or spoil; Working or loading platforms
- E21D9/124—Helical conveying means therefor
-
- C—CHEMISTRY; METALLURGY
- C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
- C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
- C04B2111/00—Mortars, concrete or artificial stone or mixtures to prepare them, characterised by specific function, property or use
- C04B2111/70—Grouts, e.g. injection mixtures for cables for prestressed concrete
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02W—CLIMATE CHANGE MITIGATION TECHNOLOGIES RELATED TO WASTEWATER TREATMENT OR WASTE MANAGEMENT
- Y02W30/00—Technologies for solid waste management
- Y02W30/50—Reuse, recycling or recovery technologies
- Y02W30/91—Use of waste materials as fillers for mortars or concrete
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Geology (AREA)
- Geochemistry & Mineralogy (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Life Sciences & Earth Sciences (AREA)
- Environmental & Geological Engineering (AREA)
- Chemical & Material Sciences (AREA)
- Chemical Kinetics & Catalysis (AREA)
- Structural Engineering (AREA)
- Ceramic Engineering (AREA)
- Architecture (AREA)
- General Chemical & Material Sciences (AREA)
- Civil Engineering (AREA)
- Organic Chemistry (AREA)
- Materials Engineering (AREA)
- Inorganic Chemistry (AREA)
- Lining And Supports For Tunnels (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention discloses a shield grouting method based on shield residue soil improvement under a water-rich sand layer condition, and belongs to the technical field of constructional engineering. The shield grouting ingredients in the soil bin are stirred by a concrete mixer, the stirred slurry is transferred to a slurry tank of a trolley by a slurry trolley, the slurry in the trolley is uniformly stirred, and a transmission pump is started to start pumping the slurry from the trolley to a slurry tank on the shield machine; synchronous grouting is carried out on the shield machine in the normal propelling process of each ring so as to ensure the compactness of the building gap; the shield grouting can be performed in a synchronous grouting mode and a secondary supplementary grouting mode, synchronous grouting is performed along with tunneling through a synchronous grouting system, and secondary supplementary grouting is performed through a duct piece grouting hole after the shield tail through the supplementary grouting system. The invention can improve the waste residue soil, establish a good soil pressure balance mechanism and reduce environmental pollution and resource waste.
Description
Technical Field
The invention relates to the technical field of constructional engineering, in particular to a shield grouting method based on shield residue soil improvement under the condition of a water-rich sand layer.
Background
In shield construction, the soil body of the excavation face needs to be improved in order to facilitate the tunneling of a shield machine. The slag soil is improved by adding water, bentonite or foaming agent, so that the fluidity of the slag soil is improved, and the slag soil cut by the shield has good fluidity, proper consistency, lower water permeability and lower friction resistance, so that the ideal working state can be achieved when tunneling in different tunneling modes under different geological conditions. The shield tunnel construction can produce a large amount of abandoned dregs, on one hand, the storage needs specific sites, occupies land resources, and simultaneously needs harmless and environment-friendly treatment before the abandoned dregs.
The existing shield grouting method has the following defects:
(1) A large amount of waste residue soil is produced, and land resources are occupied.
(2) A great amount of waste dregs pollute the environment.
(3) The soil pressure mechanism is unbalanced.
Disclosure of Invention
In order to overcome the defects of the prior art, one of the purposes of the invention is to provide a shield grouting method based on shield muck improvement under the condition of a water-rich sand layer.
One of the purposes of the invention is realized by adopting the following technical scheme: the shield grouting based on shield residue soil improvement under the condition of the water-rich sand layer comprises the following steps:
step a, tunneling a shield tunnel by adopting a soil pressure balance mode according to tunnel geological conditions and surrounding environmental conditions; filling soil body cut by the cutter into a soil cabin, building pressure by pushing and extruding the shield machine, and balancing the soil pressure with the soil pressure and the water pressure of the stratum of the working surface by utilizing the soil pressure; simultaneously, the spiral conveyor is utilized to carry out soil discharging operation corresponding to the shield pushing quantity, and the balance of the excavated soil quantity and the soil discharging quantity is always maintained so as to keep the stability of the soil body of the excavated surface;
b, adding a foam agent, bentonite and water as additives to improve the properties of the muck excavated by the water-rich sand layer shield during the special geological shield tunneling construction of the water-rich sand layer, and transporting the improved muck to a soil bucket through a screw conveyor and a belt conveyor and transporting the muck to a soil bin through a transport vehicle; mode of controlling the amount of soil discharged by screw conveyor, belt conveyor: namely, the soil pressure sensor detects the soil pressure, and the rotation speed of the conveyor is changed to control the soil discharge amount so as to maintain a control mode of stabilizing the soil pressure of the excavated surface; at this time, the pushing speed of the shield is given in advance;
step c, stirring the shield grouting ingredients in the soil bin through a concrete stirrer, transferring the stirred slurry to a slurry tank of a trolley through a slurry trolley, uniformly stirring the slurry in the trolley, and starting a transmission pump to start pumping the slurry from the trolley to a slurry tank on the shield machine;
and d, carrying out synchronous grouting on the shield machine in the normal propelling process of each ring, wherein the shield grouting can be carried out in a synchronous grouting mode and a secondary supplementary grouting mode, the synchronous grouting is carried out along with tunneling through a synchronous grouting system, and the secondary supplementary grouting is carried out through a duct piece grouting hole after the shield tail by utilizing a supplementary grouting system.
Further, in the step b, the foam injection mode adopts a hand-held semi-automatic operation mode or an automatic operation mode.
In the step b, bentonite is pumped out by a bentonite pump and is led into a front sealed soil bin and a screw conveyor through a pipeline to improve the ballasted soil; the injection of bentonite can realize manual control and automatic control.
Further, in the step d, the synchronous grouting comprises a manual mode and an automatic mode;
the manual mode is mainly adopted when the grouting control panel starts and arrives, and the manual mode is selected from the grouting control panel; when grouting, a grouting manipulator selects which pipeline to grouting from, and then a grouting pump is started to start grouting; if the grouting operator cancels grouting of a certain pipeline or the highest limiting pressure reaches 5bar; grouting on the pipeline will stop;
the automatic mode is controlled by a central control panel, and slurry is continuously injected into a plurality of pipelines without reaching a set pressure value and volume.
Further, the synchronous grouting is automatically stopped when the grouting pressure is controlled within the range of 1.5-4 bar and exceeds 5bar; the grouting pressure of each point is different, and proper pressure difference is maintained; at the initial pressure setting, the pressure per hole in the lower part is 0.5-1 bar greater than the pressure per hole in the upper part.
Further, the synchronous grouting can calculate the grouting amount of a ring of duct pieces according to the excavation diameter of the cutter head and the outer diameter of the duct pieces, and the formula is as follows:
wherein the formula is as follows: v is the grouting amount of the ring, L is the ring width, D1 is the excavation diameter, D2 is the outer diameter of the segment, K is the expansion coefficient and takes 1.2 to 1.5, and the grouting amount of each ring is controlled to be 1.5 to 2 times of the theoretical value.
Further, in the synchronous grouting mode, grouting time is determined by controlling double standards of synchronous grouting pressure and grouting amount; stopping grouting after the grouting amount and grouting pressure reach set values, otherwise, repairing grouting is still needed; the synchronous grouting speed is matched with the tunneling speed, and the average grouting speed is determined according to the current ring grouting amount completed in the period of completing one ring tunneling by the shield.
Further, in the secondary supplementary grouting: the floating of the lower duct piece is reduced, a method of secondary grouting and hoop beating after the duct piece is separated from the shield tail 6-8 rings is adopted, the grouting pressure is controlled to be 3-3.5 bar, and the point position, the time, the pressure and the quantity of grouting are reasonably determined.
Further, the shield grouting ingredients comprise, by weight: 400-600 parts of dregs, 40-60 parts of cement, 20-30 parts of bentonite, 70-80 parts of fly ash, 70-80 parts of water, 2-4 parts of calcium hydroxide, 1.0-1.5 parts of calcium sulfate, 1-3 parts of calcium carbonate and 0.5-1.5 parts of calcium chloride.
Further, calcium hydroxide content was 6% by weight, calcium sulfate content was 2.4% by weight, calcium carbonate content was 4% by weight, and calcium oxide content was 2% by weight.
Compared with the prior art, the invention has the beneficial effects that:
the invention ensures that the slag soil excavated in the water-rich sand layer and the additive medium are fully mixed, so that the water-rich sand layer has sufficient fluidity, lower water permeability, proper consistency and smaller friction resistance, and is injected into the excavation gap of the shield machine, thereby reducing disturbance to soil mass, reestablishing a good soil pressure balance mechanism and ensuring the surface subsidence control requirement in the tunneling process.
The improvement backfill of the water-rich sand layer excavation dregs can ensure that slurry can timely fill gaps formed after the segment walls, ensure filling degree and pressure, and reduce segment floating during shield.
The improved backfilling of the tunnel excavation muck for the special geology of the water-rich sand layer can fully utilize the existing resources, save the external transportation quantity of the waste muck, change waste into valuable, save cost, reduce the negative influence of the waste muck on the environment, furthest utilize the resources and save the cost, and achieve the aim of green and environment-friendly construction.
Drawings
FIG. 1 is a schematic diagram of a process flow of a shield grouting method based on shield residue soil improvement under a water-rich sand layer condition according to an embodiment of the present invention;
fig. 2 is a schematic diagram of a shield tail position of shield grouting according to an embodiment of the present invention.
In the figure: 1. grouting pipe; 2. sealing the shield tail; 3. and (5) grouting.
Detailed Description
The present invention will be further described with reference to the accompanying drawings and detailed description, wherein it is to be understood that, on the premise of no conflict, the following embodiments or technical features may be arbitrarily combined to form new embodiments.
As shown in fig. 1 to 2, a shield grouting method based on shield slag soil improvement under the condition of a water-rich sand layer comprises the following steps:
step a, tunneling a shield tunnel by adopting a soil pressure balance mode according to tunnel geological conditions and surrounding environmental conditions; filling soil body cut by the cutter into a soil cabin, building pressure by pushing and extruding the shield machine, and balancing the soil pressure with the soil pressure and the water pressure of the stratum of the working surface by utilizing the soil pressure; simultaneously, the spiral conveyor is utilized to carry out soil discharging operation corresponding to the shield pushing quantity, and the balance of the excavated soil quantity and the soil discharging quantity is always maintained so as to keep the stability of the soil body of the excavated surface;
b, adding a foam agent, bentonite and water as additives according to actual conditions of construction when the water-rich sand layer special geological shield is tunneled, and carrying out property improvement on dregs excavated by the water-rich sand layer shield, wherein the improved dregs are transported to a soil bucket through a screw conveyor and a belt conveyor and transported to a soil bin through a transport vehicle; mode of controlling the amount of soil discharged by screw conveyor, belt conveyor: namely, the soil pressure sensor detects the soil pressure, and the rotation speed of the conveyor is changed to control the soil discharge amount so as to maintain a control mode of stabilizing the soil pressure of the excavated surface; at this time, the pushing speed of the shield is given in advance;
c, proportioning shield grouting ingredients in a soil bin, stirring by a concrete stirrer, transferring the stirred slurry to a trolley slurry tank by a slurry vehicle, uniformly stirring the slurry in the tank vehicle, and starting a transmission pump to start pumping the slurry from the tank vehicle into a slurry tank on the shield machine;
step d, synchronous grouting is carried out on the shield machine in the normal propelling process of each ring so as to ensure the compactness of the building gap; the shield grouting can be performed in a synchronous grouting mode and a secondary supplementary grouting mode, synchronous grouting is performed along with tunneling through a synchronous grouting system, and secondary supplementary grouting is performed through a duct piece grouting hole after the shield tail through the supplementary grouting system.
Further, in the step b, the foam injection mode adopts a hand-held semi-automatic operation mode or an automatic operation mode.
In the step b, bentonite is pumped out by a bentonite pump and is led into a front sealed soil bin and a screw conveyor through a pipeline to improve the ballasted soil; the injection of bentonite can realize manual control and automatic control.
Further, in the step d, the synchronous grouting comprises a manual mode and an automatic mode;
the manual mode is mainly adopted when the mobile phone starts and arrives, and can also be adopted under special conditions, and is determined according to actual needs; the manual mode is selected from the grouting control panel; when grouting, a grouting manipulator selects which pipeline to grouting from, and then a grouting pump is started to start grouting; if the grouting operator cancels grouting of a certain pipeline or the highest limiting pressure reaches 5bar; grouting on the pipeline will stop;
the automatic mode is controlled by the central control panel, and the slurry is continuously injected into 4 pipelines without reaching the set pressure value and volume.
Further, synchronous grouting is automatically stopped when the grouting pressure is controlled within the range of 1.5-4 bar and exceeds 5bar; taking into consideration the difference of water and soil pressure and the need of preventing the pipe piece from sinking and floating greatly, the grouting pressure of each point is different, and the proper pressure difference is maintained; at the initial pressure setting, the pressure per hole in the lower part is 0.5-1 bar greater than the pressure per hole in the upper part.
Further, synchronous grouting can calculate grouting amount of a ring of duct pieces according to the cutter head excavation diameter and the duct piece outer diameter, and the formula is as follows:
wherein the formula is as follows: v is the grouting amount of the ring, L is the ring width, D1 is the excavation diameter, D2 is the outer diameter of the segment, K is the expansion coefficient and takes 1.2 to 1.5, and the grouting amount of each ring is controlled to be 1.5 to 2 times of the theoretical value.
Further, in the synchronous grouting mode, the length of grouting time is specifically controlled according to the slurry and tunneling speed with different setting time in different stratum; determining grouting time by controlling dual standards of synchronous grouting pressure and grouting amount; stopping grouting after the grouting amount and grouting pressure reach set values, otherwise, repairing grouting is still needed; the synchronous grouting speed is matched with the tunneling speed, and the average grouting speed is determined according to the current ring grouting amount completed in the period of completing one ring tunneling by the shield.
Further, in the secondary supplementary grouting: the slurry can be ensured to fill the gap formed after the pipe piece wall in time, the filling degree and the pressure are ensured, the floating of the lower pipe piece is reduced, the method of secondary grouting and hoop beating after the pipe piece is separated from the shield tail 6-8 rings is adopted, the grouting pressure is controlled to be 3-3.5 bar, and the point position, the opportunity, the pressure and the quantity of grouting are reasonably determined.
The shield grouting ingredients comprise the following components in parts by weight: 400-600 parts of dregs, 40-60 parts of cement, 20-30 parts of bentonite, 70-80 parts of fly ash, 70-80 parts of water, 2-4 parts of calcium hydroxide, 1.0-1.5 parts of calcium sulfate, 1-3 parts of calcium carbonate and 0.5-1.5 parts of calcium chloride.
Further, calcium hydroxide content was 6% by weight, calcium sulfate content was 2.4% by weight, calcium carbonate content was 4% by weight, and calcium oxide content was 2% by weight.
The suitable geology for improving the shield excavation residue of the water-rich sand layer in the embodiment comprises sandy silt, silt-sandwiched silt, silt clay-sandwiched silt and sandy silt-sandwiched silt clay. And (c) in the step (a), according to the geological condition and the surrounding environmental conditions of the tunnel, ensuring the stability of an excavation surface, controlling the subsidence of the earth surface, ensuring the safety of structures along the line, and tunneling the shield tunnel by adopting a soil pressure balance mode. The soil body cut by the cutter is filled in the soil cabin, the pressure is established by the pushing and extrusion of the shield machine, and the soil pressure is balanced with the soil pressure and the water pressure of the stratum of the working surface. Simultaneously, the spiral conveyor is utilized to carry out the soil discharging operation corresponding to the shield pushing quantity, and the balance of the excavated soil quantity and the soil discharging quantity is always maintained so as to keep the stability of the soil body of the excavated surface.
And b, during the special geological shield tunneling construction of the water-rich sand layer, adding a foam agent, bentonite and water as additives according to the actual construction conditions to perform property improvement on the muck excavated by the water-rich sand layer shield, so that the muck meets the flowability requirement, the working environment of the screw conveyor is improved, the working performance of the screw conveyor is improved, and the improved muck is transported to a soil bucket through the screw conveyor and a belt conveyor and is transported to a soil bin through a transport vehicle. Mode of controlling the amount of soil discharged by screw conveyor, belt conveyor: namely, the soil pressure sensor detects the soil pressure, and the rotation speed of the conveyor is changed to control the soil discharge amount so as to maintain the control mode of stabilizing the soil pressure of the excavated surface. At this time, the advancing speed of the shield is given in advance.
And c, proportioning the improved muck in the soil bin with cement, fly ash, water, bentonite, calcium hydroxide, calcium sulfate, calcium carbonate and calcium chloride according to the shield grouting ingredients, stirring by a concrete stirrer, transferring the stirred slurry to a slurry tank of a trolley by a slurry truck, uniformly stirring the slurry in the trolley, and starting a transmission pump to start pumping the slurry from the trolley to a slurry tank on the shield machine.
d. Synchronous grouting is carried out on the shield machine in the normal propelling process of each ring so as to ensure the compactness of the building gap. The shield grouting can be performed in a synchronous grouting mode and a secondary supplementary grouting mode, synchronous grouting is performed along with tunneling through a synchronous grouting system, and secondary supplementary grouting is performed through a duct piece grouting hole after the shield tail through the supplementary grouting system.
When the shield is tunneled in the wind-converted mudstone, the foam agent is added, the method of injecting the foam into the cutter disc surface and the soil bin is improved, and the foam is injected into the screw conveyor if necessary, so that the generation of the mud cake of the cutter disc is mainly prevented. The foam injection mode adopts a hand-held semi-automatic operation mode and an automatic operation mode according to actual conditions. The bentonite is added, the bentonite slurry can increase the viscosity, the water impermeability and the fluidity of the dregs, improve the working environment of the screw conveyor, improve the property of the dregs in the soil bin and the screw conveyor, and facilitate the flowing and the transportation of the dregs. In the transportation process of the screw machine to the dregs, the bentonite slurry can be used as a lubricant to effectively reduce the abrasion of the dregs to the blades of the screw machine and prevent the screw machine from being blocked in the transportation process. Bentonite is pumped out by a bentonite pump and is led into a sealed soil bin and a screw conveyor in front through a pipeline to improve the ballasted soil. The injection of bentonite can realize manual control and automatic control. The water is added as a common and common improvement material, is widely applied to all slag soil improvement works, can reduce the temperature generated in the working and running of equipment, can be used as a lubricant to reduce friction between slag soil and the equipment, can reduce viscosity between the slag soil, and can effectively improve the fluidity of the slag soil. The method is characterized in that the slag soil of shield excavation of the water-rich sand layer firstly ensures that the excavated slag soil of the water-rich sand layer is fully mixed with the added foam agent, bentonite, water and other adding mediums so as to ensure that the slag soil with water-proof plastic flowability is formed, thereby establishing a good soil pressure balance mechanism and ensuring the subsidence control of the earth surface in the tunneling process. And secondly, the improved water-rich sand layer excavates the muck, reduces the internal friction angle of the transported improved muck, effectively reduces the torque of a cutter head, reduces the abrasion to a cutter and a screw conveyor, reduces friction heating during tunneling and cutting, avoids the cutter disc from forming mud cakes, and reduces the disturbance to soil. Finally, the cut dregs quickly enter a soil bin, and the spiral conveyor is utilized to discharge soil, so that fluctuation of soil pressure is reduced, meanwhile, the fluidity of the dregs is ensured to be enough to fill the gap between the cutterhead and soil body after the cutterhead rotates in time, and the over-excavation amount is reduced.
In the embodiment, the method for improving the dregs in the soil bin after the water-rich sand layer shield excavation is used as the shield grouting proportioning method:
the proportioning and mixing amount of the grouting materials after the wall is shown in table 1, slag soil stored in a soil bin after shield excavation is firstly screened, and slurry and gravel with larger particles are separated. The moisture content and dry density of the slag soil were detected by the test. The treated dregs are proportioned according to the table 1, and the main physical and mechanical properties of the synchronous grouting slurry are ensured to meet the table 2 through optimization determination of field test.
TABLE 1 shield grouting formulation mixing amount
Cement, bentonite, fly ash, water, calcium hydroxide, calcium sulfate, calcium carbonate and calcium chloride additives are added into the shield excavation dregs, so that hydrolysis hydration reaction, alkaline reaction, ion exchange, reaction between cements, hardening, carbonization, ion exchange and the like of the cement can occur.
Cement, bentonite, fly ash, water, calcium hydroxide, calcium sulfate, calcium carbonate and calcium chloride additives are added into the shield excavation dregs, so that hydrolysis hydration reaction, alkaline reaction, ion exchange, reaction between cements, hardening, carbonization, ion exchange and the like of the cement can occur.
(1) Hydrolysis hydration reaction of cement:
when cement is added into clay to be solidified for mixing, minerals on the surfaces of cement particles quickly react with water in the soil through hydrolysis and hydration to generate hydration products such as calcium hydroxide, calcium silicate hydrate, calcium aluminate hydrate, calcium ferrite hydrate and the like. The hydration reaction is shown in the following two formulas:
2C 3 S+6H 2 O—C-S-H+3Ca(OH) 2 (1)
2C 2 S+4H 2 O—C-S-H+Ca(OH) 2 (2)
(2) Alkaline reaction:
after the curing agent is dissolved in the primary pulp, the generated alkaline Ca (OH) 2 With active SiO in the primary pulp 2 、Al 2 O 3 A slow pozzolanic reaction occurs. The resulting additional adhesions and expansion bodies will further enhance the bond strength between the particles and improve the void structure, thereby increasing the strength and durability of the stabilized solidified soil.
3Al 2 O 3 2- +4SO 4 2- +2(K + ,Na + )+6H 2 O→2(K + ,Na + )Al 3 (SO 4 ) 2 (OH) 6 (3)
(3) Ion exchange and aggregation:
when the following reaction occurs between the soil particles and the cement particles, a remarkable gelation phenomenon occurs, thereby increasing the viscosity of the slurry. As the cement hydrates, a large number of colloidal particles are formed in the slurry that are physically interconnected and form a network surrounding the clay particles, at which point the slurry behaves plastically. The net structure is destroyed under the action of external force, bound water is released, the particles are dispersed, the net structure can be restored after the external force is relieved, and after a large amount of water-cement-like particles are generated, a new solid phase connected by chemical force is formed in the liquid phase, so that the water-cement-like particles have irreversibility and higher capability of resisting the external force. This process mainly reacts as follows:
(1) soil particles form ionic clusters in water:
soil particles-Na +
(2) Gradually dissolving and hydrating cement particles;
3CaO·SiO 2 +H 2 O＝2CaO·SiO 2 ·H 2 O+Ca(OH) 2 (4)
(3) ion exchange reaction:
soil particles-Na + +Ca 2+ Soil particle-Ca 2+ +Na + (5)
(4) Reacting with cement:
after the curing agent is added into the primary pulp, a large amount of silicate SIO is generated immediately after the curing agent is dissolved in the primary pulp 3 2- Sulfate radical SO 4 2- They react with cement to form Ca (OH) 2 And continuously reacting to generate homogeneous villous crystalline hydrate tricalcium aluminate hydrate, amorphous crystalline hydrate dicalcium silicate hydrate and crystalline hydrate calcium sulfoaluminate with larger expansibility, wherein the reactions are shown in a formula 6 and a formula 7. The progress of the cement hydration reaction is further accelerated because a large amount of mixing water in the slurry is consumed. Meanwhile, the generated crystal hydrate has certain strength, and the generated crystal can be used as one of main framework components in the slurry solidified body, and can fill the pores in the solidified soil body or exist in the form of cementing matters, so that the strength of the solidified body is improved.
SiO 4 4- +2Ca(OH) 2 +nH 2 O→2CaO·SiO 2 ·(n-1)H 2 O+3H 2 O (6)
3SO 4 2- +3Ca(OH) 2 +3CaO·Al 2 O 3 ·6H 2 O+23H 2 O→3CaO·Al 2 O 3 ·3CaSO 4 ·32H 2 O (7)
The calcium chloride in the curing agent plays a role in quick setting in cement slurry, and the calcium chloride and C in cement 3 The reaction A generates calcium chloroaluminate, and the chemical reaction formula is shown as follows:
CaCl 2 +C 3 A+10H 2 O→C 3 A·CaCl 2 ·H 2 O (8)
3CaCl 2 +C 3 A+30H 2 O→C 3 A·3CaCl 2 ·30H 2 O (9)
(5) Hardening effect
In cement slurry, ca2 + The ion content is gradually increased along with the deep and deep cement reaction, and stable crystal compound which is insoluble in water is gradually generated, and the crystal compound is slowly hardened under the action of water and air, so that the strength of the cement soil is increased.
(6) Carbonization of calcium hydroxide
Since the solution is exposed to aqueous air, the moisture and CO in the air 2 Free Ca (OH) capable of mixing with cement hydrate 2 Chemical reaction occurs to produce CaCO insoluble in water 3 . This reaction also has a certain increasing effect on the strength of the cement soil.
(7) Ion exchange reaction
After the additive is added, ion exchange occurs in the primary pulp, so that the adsorption capacity of soil particles to water is reduced, the film water adsorbed by the soil particles is destroyed, the water is more easily discharged, and the fluidity of the primary pulp is increased.
The additive can excite Na in the primary pulp + 、K + 、Ca + The ion exchange effect is carried out, so that the surface current of the clay colloid is reduced, the electric double layer adsorbed by the colloid is thinned, the electrolyte concentration is enhanced, particles tend to be aggregated, the water separation rate of the primary pulp is reduced, and the stability of the primary pulp is improved. In addition, the primary pulp contains a large amount of active SiO 2 、Al 2 O 3 Substances such as CaO and the like are added into the curing agent and then fully stirred, and certain components in the curing agent react with the active components to generate gel substances, so that the potential activity of soil can be excited, and the reticulation is increased and enhancedThe structure is formed as a whole with high strength.
Table 1 shield grouting proportioning by a large amount of indoor tests, applying dregs, cement, bentonite, fly ash, water, calcium hydroxide, calcium sulfate, calcium carbonate and calcium chloride to property improvement of waste slurry soil of a soil pressure balance shield, respectively analyzing test data of compressive strength of the solidified soil of the adhesive slurry in the 7d and 28d ages by a very poor method and a variance method, and obtaining the optimal proportioning for the adhesive slurry according to analysis results, wherein the calcium hydroxide doping amount accounts for 6% of cement, the calcium sulfate doping amount accounts for 2.4% of cement, the calcium carbonate doping amount accounts for 4% of cement and the calcium oxide doping amount accounts for 2% of cement.
The shield grouting method for the water-rich sand layer comprises the following steps: the shield grouting of the water-rich sand layer adopts two modes of synchronous grouting and secondary supplementary grouting, the synchronous grouting is injected simultaneously along with tunneling through a synchronous grouting system, and the secondary supplementary grouting is carried out through a duct piece grouting hole after the shield tail by utilizing a supplementary grouting system. Grouting at the position of the tail of the wall rear grouting shield is shown in figure 2. In fig. 2, the grouting pipe 1 extends towards the grouting body 3 in a leftmost strip shape, and the shield tail seal 2 is located at one side of the grouting body 3.
TABLE 2 Main physical and mechanical Properties index of shield grouting slurry
400-600 parts of dregs, 40-60 parts of cement, 20-30 parts of bentonite, 70-80 parts of fly ash, 70-80 parts of water, 2-4 parts of calcium hydroxide, 1.0-1.5 parts of calcium sulfate, 1-3 parts of calcium carbonate and 0.5-1.5 parts of calcium chloride. The quantity of each part is equal to a certain mass ratio, and the weight is determined according to the quantity of the slurry to be backfilled, and the mixture is proportioned according to the parts of the proportions. The concrete stirring method and stirring time can be according to the normal concrete stirring mode and time. The main technical indexes of the concrete slurry, technical bottoms, are described as shown in table 2.
In the synchronous grouting mode, a manual mode is mainly adopted when the grouting mode starts and arrives, and can also be adopted under special conditions, and an automatic mode is a grouting mode which is usually adopted. The automatic mode is controlled by a central control panel. Without reaching the set pressure value and volume, the slurry was continuously injected into 4 lines.
The above embodiments are only preferred embodiments of the present invention, and the scope of the present invention is not limited thereto, but any insubstantial changes and substitutions made by those skilled in the art on the basis of the present invention are intended to be within the scope of the present invention as claimed.
Claims (9)
1. The shield grouting method based on shield residue soil improvement under the condition of the water-rich sand layer is characterized by comprising the following steps of:
step a, tunneling a shield tunnel by adopting a soil pressure balance mode according to tunnel geological conditions and surrounding environmental conditions; filling soil body cut by the cutter into a soil cabin, building pressure by pushing and extruding the shield machine, and balancing the soil pressure with the soil pressure and the water pressure of the stratum of the working surface by utilizing the soil pressure; simultaneously, the spiral conveyor is utilized to carry out soil discharging operation corresponding to the shield pushing quantity, and the balance of the excavated soil quantity and the soil discharging quantity is always maintained so as to keep the stability of the soil body of the excavated surface;
b, adding a foam agent, bentonite and water as additives to improve the properties of the muck excavated by the water-rich sand layer shield during the special geological shield tunneling construction of the water-rich sand layer, and transporting the improved muck to a soil bucket through a screw conveyor and a belt conveyor and transporting the muck to a soil bin through a transport vehicle; mode of controlling the amount of soil discharged by screw conveyor, belt conveyor: namely, the soil pressure sensor detects the soil pressure, and the rotation speed of the conveyor is changed to control the soil discharge amount so as to maintain a control mode of stabilizing the soil pressure of the excavated surface; at this time, the pushing speed of the shield is given in advance;
step c, stirring the shield grouting ingredients in the soil bin through a concrete stirrer, transferring the stirred slurry to a slurry tank of a trolley through a slurry trolley, uniformly stirring the slurry in the trolley, and starting a transmission pump to start pumping the slurry from the trolley to a slurry tank on the shield machine; the shield grouting ingredients comprise the following components in parts by weight: 400-600 parts of dregs, 40-60 parts of cement, 20-30 parts of bentonite, 70-80 parts of fly ash, 70-80 parts of water, 2-4 parts of calcium hydroxide, 1.0-1.5 parts of calcium sulfate, 1-3 parts of calcium carbonate and 0.5-1.5 parts of calcium chloride;
and d, carrying out synchronous grouting on the shield machine in the normal propelling process of each ring, wherein the shield grouting can be carried out in a synchronous grouting mode and a secondary supplementary grouting mode, the synchronous grouting is carried out along with tunneling through a synchronous grouting system, and the secondary supplementary grouting is carried out through a duct piece grouting hole after the shield tail by utilizing a supplementary grouting system.
2. The shield grouting method based on shield residue soil improvement under the condition of a water-rich sand layer, as claimed in claim 1, is characterized in that:
in the step b, the foam injection mode adopts a handheld semi-automatic operation mode or an automatic operation mode.
3. The shield grouting method based on shield residue soil improvement under the condition of a water-rich sand layer, as claimed in claim 1, is characterized in that:
in the step b, bentonite is pumped out by a bentonite pump and is led into a sealed soil bin and a screw conveyor in front through a pipeline to improve the dregs; the injection of bentonite can realize manual control and automatic control.
4. The shield grouting method based on shield residue soil improvement under the condition of a water-rich sand layer, as claimed in claim 1, is characterized in that:
in the step d, the synchronous grouting comprises a manual mode and an automatic mode;
the manual mode is mainly adopted when the grouting control panel starts and arrives, and the manual mode is selected from the grouting control panel; when grouting, a grouting manipulator selects which pipeline to grouting from, and then a grouting pump is started to start grouting; if the grouting operator cancels grouting of a certain pipeline or the highest limiting pressure reaches 5bar; grouting on the pipeline will stop;
the automatic mode is controlled by a central control panel, and slurry is continuously injected into a plurality of pipelines without reaching a set pressure value and volume.
5. The shield grouting method based on shield residue soil improvement under the condition of the water-rich sand layer, as claimed in claim 4, is characterized in that:
the synchronous grouting is used for controlling the grouting pressure within the range of 1.5-4 bar, and the grouting is automatically stopped when the grouting pressure exceeds 5bar; grouting pressure of each point is different, and proper pressure difference is maintained; at the initial pressure setting, the pressure per hole in the lower part is 0.5-1 bar greater than the pressure per hole in the upper part.
6. The shield grouting method based on shield residue soil improvement under the condition of the water-rich sand layer, as claimed in claim 5, is characterized in that:
the synchronous grouting can calculate the grouting amount of a ring of duct pieces according to the excavation diameter of the cutter head and the outer diameter of the duct pieces, and the formula is as follows:
wherein the formula is as follows: v is the grouting amount of the ring, L is the ring width, D 1 To excavate diameter D 2 For the outside diameter of the pipe piece, K is an expansion coefficient and is 1.2-1.5, and the grouting amount of each ring is controlled to be 1.5-2 times of the theoretical value.
7. The shield grouting method based on shield residue soil improvement under the condition of the water-rich sand layer, as claimed in claim 6, is characterized in that:
in the synchronous grouting mode, grouting time is determined by controlling double standards of synchronous grouting pressure and grouting amount; stopping grouting after the grouting amount and grouting pressure reach set values, otherwise, repairing grouting is still needed; the synchronous grouting speed is matched with the tunneling speed, and the average grouting speed is determined according to the current ring grouting amount completed in the period of completing one ring tunneling by the shield.
8. The shield grouting method based on shield residue soil improvement under the condition of a water-rich sand layer, as claimed in claim 1, is characterized in that:
in the secondary supplementary grouting: the floating of the lower duct piece is reduced, a method of secondary grouting and hoop beating after the duct piece is separated from the shield tail 6-8 rings is adopted, the grouting pressure is controlled to be 3-3.5 bar, and the point position, the time, the pressure and the quantity of grouting are reasonably determined.
9. The shield grouting method based on shield residue soil improvement under the condition of a water-rich sand layer, as claimed in claim 1, is characterized in that:
the calcium hydroxide content is 6% of the cement content, the calcium sulfate content is 2.4% of the cement content, the calcium carbonate content is 4% of the cement content, and the calcium oxide content is 2% of the cement content.
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