CN112065416A - Construction method for vertical deviation correction in shield tunneling - Google Patents
Construction method for vertical deviation correction in shield tunneling Download PDFInfo
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- CN112065416A CN112065416A CN202011152957.XA CN202011152957A CN112065416A CN 112065416 A CN112065416 A CN 112065416A CN 202011152957 A CN202011152957 A CN 202011152957A CN 112065416 A CN112065416 A CN 112065416A
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- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
- E21D9/002—Injection methods characterised by the chemical composition used
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- 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
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- Geology (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Environmental & Geological Engineering (AREA)
- Soil Sciences (AREA)
- Chemical & Material Sciences (AREA)
- Chemical Kinetics & Catalysis (AREA)
- General Chemical & Material Sciences (AREA)
- Soil Conditioners And Soil-Stabilizing Materials (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The application relates to a construction method for shield tunneling vertical deviation correction, which comprises the following steps: s1 grouting: injecting quick-setting slurry below the shield machine through a grouting pipeline, wherein the quick-setting slurry is subjected to quick setting in a soil body below the shield machine; s2 deviation rectifying: after rapid hardening, the shield machine is driven to ascend and then grouting is carried out again, and the grouting is finished after the shield machine smoothly passes through the ascending section. The shield tunneling machine has the effect of solving the problem that shield tunnel construction is difficult to carry out uphill tunneling under the condition of the limit vertical gradient.
Description
Technical Field
The application relates to the field of shield tunnel construction, in particular to a construction method for shield tunneling vertical deviation correction.
Background
The shield tunnel construction method is a method for constructing a tunnel without disturbing surrounding soil by using a shield machine, controlling an excavation surface and surrounding soil not to collapse and destabilize, tunneling the tunnel, discharging slag, and assembling precast concrete segments on the inner wall of the tunnel to form a lining.
In the shield tunnel construction process, due to the restriction of planning, construction and structures, the construction line of the tunnel is more and more complex, the situation that the shield machine is difficult to raise in the construction process and cannot normally receive can be avoided when the line is inevitably encountered in the line of vertical extreme slope uphill tunneling, particularly in a soft soil area, great difficulty is caused in uphill tunneling of the shield machine, and the risk of shield machine construction operation is great.
Disclosure of Invention
In order to solve the problem that the shield tunnel construction is difficult to carry out uphill tunneling under the condition of the extreme vertical gradient, the application provides a shield tunneling vertical deviation rectifying construction method.
The construction method for shield tunneling vertical deviation correction provided by the application adopts the following technical scheme: a construction method for shield tunneling vertical deviation rectification is characterized by comprising the following steps:
s1 grouting: injecting quick-setting slurry below the shield machine through a grouting pipeline, wherein the quick-setting slurry is subjected to quick setting in a soil body below the shield machine;
s2 deviation rectifying: after rapid hardening, the shield machine is driven to ascend and then grouting is carried out again, and the grouting is finished after the shield machine smoothly passes through the ascending section.
By adopting the technical scheme, during construction, quick-setting slurry is injected below the shield tunneling machine, so that the quick-setting slurry is quickly set in a soft soil body below the shield tunneling machine, the strength of the soil body is enhanced, vertical deviation rectifying counter-force is provided for upward slope tunneling of the shield tunneling machine, the shield tunneling machine can smoothly raise the head in the soft soil area, normal receiving is ensured, and operation risk is reduced, thereby achieving the purpose of smoothly upward slope tunneling under the condition of a limit vertical slope in shield tunnel construction.
Preferably, the quick-setting grout comprises liquid A and liquid B in a weight ratio of (3-5) to 1, the liquid A and the liquid B are respectively injected into different grouting pipelines during grouting, and the liquid A and the liquid B are contacted in soil body below the shield tunneling machine to generate quick setting.
By adopting the technical scheme, during construction, the liquid A and the liquid B are simultaneously injected below the shield machine, the liquid A and the liquid B are in contact with each other and combined in a soft soil body below the shield machine to generate rapid hardening, and the soil body at the lower part of the shield machine is reinforced in real time, so that the strength of the soil body at the lower part of the shield machine is increased, and upward tunneling counter force is provided for the shield machine. The contact between the liquid A and the liquid B causes rapid hardening, so that the self-solidification phenomenon of the rapid hardening slurry can be avoided, the rapid hardening slurry can be ensured to play a reinforcing role on the soil body below the shield machine, the position of the rapid hardening in the soil body below the shield machine can be conveniently controlled, and the accuracy degree of the deviation rectifying process is improved.
Preferably, the A liquid comprises an A coagulant and water in a weight ratio of (0.8-1.2) to 1, wherein the A coagulant comprises the following components in percentage by weight: 79-83% of high-iron sulphoaluminate cement, 14-17% of quartz powder, 1.0-1.5% of calcium chloride, 0.7-0.9% of lithium chloride, 0.4-0.6% of zinc stearate and 0.8-1.0% of sodium hexametaphosphate.
By adopting the technical scheme, the liquid A is formed by doping quartz powder, a small amount of calcium chloride, lithium chloride, zinc stearate and sodium hexametaphosphate into high-iron sulphoaluminate cement so as to reduce the porosity of the high-iron sulphoaluminate cement, improve the strength of the high-iron sulphoaluminate cement, ensure the quick setting effect of quick setting slurry and provide enough vertical deviation rectifying counter force for the upward slope tunneling of the shield tunneling machine.
Preferably, the B liquid comprises a B coagulant and water in a weight ratio of (0.8-1.2) to 1, wherein the B coagulant comprises the following components in percentage by weight: 49-53% of bauxite, 44.5-47.8% of sodium carbonate, 0.6-0.8% of talcum powder, 0.5-0.7% of hydroxypropyl methyl cellulose and 1.3-1.7% of titanium dioxide.
By adopting the technical scheme, the main components of the liquid B are bauxite and sodium carbonate, and a certain proportion of talcum powder and high-molecular polymer are added, so that the strength of the quick-setting slurry is further improved, and the smooth upward tunneling of the shield tunneling machine is ensured.
Preferably, the liquid a and the liquid B in the grouting of step S1 are both provided with a spare pipeline.
Through adopting above-mentioned technical scheme, because A liquid and B liquid self have certain solidification effect, for the phenomenon that prevents grouting pipe blockage, all set up the stand-by pipeline for A liquid and B liquid when the slip casting, can change the grouting pipe at any time, ensure going on smoothly of slip casting process, avoid influencing the vertical process of rectifying of shield machine tunnelling because of grouting pipe blockage.
Preferably, before grouting in step S1, a vertical grouting hole is formed in the lower portion of the shield tunneling machine, and a grouting pipeline is installed on the grouting hole.
By adopting the technical scheme, the shield machine needs to be modified before construction, namely, the lower part of the shield shell of the shield machine is provided with the vertical grouting hole, and the grouting pipeline is arranged on the grouting hole, so that quick-setting slurry can flow down from the grouting hole through the grouting pipeline and fall into the soil body below the shield machine during grouting, the grouting process of the soil body below the shield machine is realized, and the grouting process is smoother.
Preferably, before grouting in step S1, the shield tunneling machine first passes through the test section to obtain tunneling parameters of the shield tunneling machine.
By adopting the technical scheme, before grouting, the shield machine passes through the tunneling operation of the test section, so that parameters of the tunneling process of the shield machine, such as soil layer pressure, thrust and rotating speed of the shield machine and the like, are obtained, the shield machine is convenient to control in the uphill tunneling process, and the accuracy of vertical deviation correction in the uphill tunneling process of the shield machine is ensured.
Preferably, the weight ratio of the liquid A to the liquid B is 4: 1.
Preferably, the weight ratio of the A coagulant to the water is 1: 1, and the A coagulant comprises the following components in percentage by weight: 81% of high-iron sulphoaluminate cement, 15.5% of quartz powder, 1.3% of calcium chloride, 0.8% of lithium chloride, 0.5% of zinc stearate and 0.9% of sodium hexametaphosphate.
Preferably, the weight ratio of the B coagulant to the water is 1: 1, and the B coagulant comprises the following components in percentage by weight: 51% of bauxite, 46.2% of sodium carbonate, 0.7% of talcum powder, 0.6% of hydroxypropyl methyl cellulose and 1.5% of titanium dioxide.
In summary, the present application includes at least one of the following beneficial technical effects:
1. the rapid hardening slurry is injected below the shield tunneling machine, so that the rapid hardening slurry is rapidly solidified, the strength of a soil body is enhanced, and vertical deviation rectifying counter-force is provided for the shield tunneling machine to perform uphill tunneling, so that the aim of smoothly performing uphill tunneling under the condition of a limit vertical gradient in shield tunnel construction is fulfilled;
2. by simultaneously injecting the liquid A and the liquid B below the shield machine, the liquid A and the liquid B are contacted and combined with each other to generate rapid hardening, and soil is reinforced, so that the strength of the soil at the lower part of the shield machine is increased, and sufficient tunneling counter force is provided for the shield machine.
Drawings
FIG. 1 is a schematic structural diagram of the present application;
fig. 2 is a partially enlarged view of a portion a in fig. 1.
Description of reference numerals: 1. a shield machine; 11. grouting holes; 12. grouting pipelines; 2. a soil body; 3. quickly setting the slurry; 4. the extreme vertical slope.
Detailed Description
The present application is described in further detail below with reference to figures 1-2.
The embodiment of the application discloses a construction method for shield tunneling vertical deviation correction.
Example 1
Referring to fig. 1 and 2, a construction method for shield tunneling vertical deviation rectification includes the following steps: s1 grouting:
before construction, a vertical grouting hole 11 is formed in the lower portion of the shield tunneling machine 1, then two grouting pipelines 12 are installed on the grouting hole 11, and two standby pipelines are installed in the grouting hole 11. During grouting, after the grouting pipeline 12 is blocked, grouting is carried out through the standby pipeline, the grouting pipeline 12 is replaced, and smooth grouting process is guaranteed.
When the grouting pipeline 12 is installed, the shield tunnel construction is carried out, a test section of 100m is firstly tunneled in the soil body 2 by the shield machine 1 during construction, and tunneling parameters of the shield machine 1 are obtained through the test section, so that the shield machine 1 can be conveniently controlled in the process of tunneling on the uphill slope, and the accuracy of vertical deviation correction in the process of tunneling on the uphill slope of the shield machine 1 is ensured.
Before the shield machine 1 goes up-slope and tunnels, grouting needs to be carried out in the soil body 2 below the shield machine 1. Before grouting, quick setting slurry 3 needs to be prefabricated, wherein the quick setting slurry 3 comprises a liquid A and a liquid B, and the weight ratio of the liquid A to the liquid B is 3: 1. The A liquid is formed by mixing a coagulant A and water in a weight ratio of 0.8: 1, wherein the coagulant A comprises the following components in percentage by weight: 79 percent of high-iron sulphoaluminate cement, 17 percent of quartz powder, 1.5 percent of calcium chloride, 0.9 percent of lithium chloride, 0.6 percent of zinc stearate and 1.0 percent of sodium hexametaphosphate. The liquid B is formed by mixing a coagulant A and water in a weight ratio of 0.8: 1, wherein the coagulant B comprises the following components in percentage by weight: 49% of bauxite, 47.8% of sodium carbonate, 0.8% of talcum powder, 0.7% of hydroxypropyl methyl cellulose and 1.7% of titanium dioxide.
During grouting, the liquid A and the liquid B are injected into the grouting holes 11 through different grouting pipelines 12 and flow into the soil body 2 below the shield machine 1, and the liquid A and the liquid B are contacted and rapidly solidified in the soil body 2 below the shield machine 1, so that the strength of the soil body 2 below the shield machine 1 is rapidly enhanced.
S2 deviation rectifying:
after the liquid A and the liquid B are contacted in the soil body 2 below the shield machine 1 and are subjected to rapid hardening, the strength of the soil body 2 below the shield machine 1 is rapidly enhanced, sufficient vertical deviation rectifying counter force is provided for the upward slope tunneling of the shield machine 1, the shield machine 1 is subjected to upward slope tunneling at the moment, the shield machine 1 is subjected to grouting again after tunneling for a certain distance, then the shield machine 1 is continuously subjected to upward slope tunneling, the circulation is repeated, and after the shield machine 1 smoothly passes through the limit vertical slope 4, the grouting is finished, so that the upward slope tunneling of the shield machine 1 in a soft soil area can be smoothly lifted, normal receiving is ensured, the operation risk is reduced, and the aim of smoothly upward slope tunneling under the condition of the limit vertical slope 4 in the shield tunnel construction is fulfilled.
Example 2
The difference between the embodiment and the embodiment 1 is that the weight ratio of the liquid A to the liquid B is 4: 1, the liquid A is formed by mixing a coagulant A and water in the weight ratio of 1: 1, and the coagulant A comprises the following components in percentage by weight: 81% of high-iron sulphoaluminate cement, 15.5% of quartz powder, 1.3% of calcium chloride, 0.8% of lithium chloride, 0.5% of zinc stearate and 0.9% of sodium hexametaphosphate. The liquid B is formed by mixing a coagulant A and water in a weight ratio of 1: 1, wherein the coagulant B comprises the following components in percentage by weight: 51% of bauxite, 46.2% of sodium carbonate, 0.7% of talcum powder, 0.6% of hydroxypropyl methyl cellulose and 1.5% of titanium dioxide.
Example 3
The difference between the embodiment and the embodiment 1 is that the weight ratio of the liquid A to the liquid B is 5: 1, the liquid A is formed by mixing a coagulant A and water in a weight ratio of 1.2: 1, and the coagulant A comprises the following components in percentage by weight: 82.9 percent of high-iron sulphoaluminate cement, 14 percent of quartz powder, 1.0 percent of calcium chloride, 0.7 percent of lithium chloride, 0.4 percent of zinc stearate and 0.8 percent of sodium hexametaphosphate. The liquid B is formed by mixing a coagulant A and water in a weight ratio of 1.2: 1, wherein the coagulant B comprises the following components in percentage by weight: 53 percent of bauxite, 44.5 percent of sodium carbonate, 0.7 percent of talcum powder, 0.5 percent of hydroxypropyl methyl cellulose and 1.3 percent of titanium dioxide.
Example 4
The difference between the embodiment and the embodiment 1 is that the weight ratio of the liquid A to the liquid B is 4: 1, the liquid A is formed by mixing a coagulant A and water in the weight ratio of 1: 1, and the coagulant A comprises the following components in percentage by weight: 83% of high-iron sulphoaluminate cement, 14% of quartz powder, 1.0% of calcium chloride, 0.7% of lithium chloride, 0.4% of zinc stearate and 0.9% of sodium hexametaphosphate. The liquid B is formed by mixing a coagulant A and water in a weight ratio of 1.2: 1, wherein the coagulant B comprises the following components in percentage by weight: 53 percent of bauxite, 44.5 percent of sodium carbonate, 0.6 percent of talcum powder, 0.6 percent of hydroxypropyl methyl cellulose and 1.3 percent of titanium dioxide.
Comparative example 1
This comparative example differs from example 1 in that the weight ratio of the liquid A and the liquid B was 7: 1.
Comparative example 2
The comparative example differs from example 1 in that the a coagulant comprises the following components in weight percent: 85% of high-iron sulphoaluminate cement, 13% of quartz powder, 0.8% of calcium chloride, 0.5% of lithium chloride, 0.2% of zinc stearate and 0.5% of sodium hexametaphosphate.
Comparative example 3
The comparative example differs from example 1 in that the a coagulant comprises the following components in weight percent: 77% of high-iron sulphoaluminate cement, 18% of quartz powder, 1.8% of calcium chloride, 1.1% of lithium chloride, 0.8% of zinc stearate and 1.3% of sodium hexametaphosphate.
Comparative example 4
The comparative example differs from example 1 in that the B coagulant comprises the following components in weight percent: 56% of bauxite, 40.2% of sodium carbonate, 1% of talcum powder, 0.9% of hydroxypropyl methyl cellulose and 1.9% of titanium dioxide.
Comparative example 5
The comparative example differs from example 1 in that the B coagulant comprises the following components in weight percent: 48% of bauxite, 50% of sodium carbonate, 0.5% of talcum powder, 0.4% of hydroxypropyl methyl cellulose and 1.1% of titanium dioxide.
Performance detection
The performance of the soil below the shield machine after solidification in examples 1 to 4 and comparative examples 1 to 3 was tested by the following method.
Making a standard test block according to GB/T50081-2016 standard of common concrete mechanical property test method, and measuring to obtain the number of cracks in unit area and the total crack area in unit area after calculating the soil body below the shield machine and grouting for 50 min.
② the compressive strength, preparing a standard test block according to GB/T50081-2016 standard of test method for mechanical property of common concrete, and measuring the compressive strength of the standard test block after curing for 30min and 50 min.
Thirdly, the flexural strength is measured by manufacturing a standard test block according to GB/T50081-2016 Standard test method for mechanical Properties of ordinary concrete and measuring the flexural strength of the standard test block after curing for 30min and 50 min.
The test results are shown in Table 1.
Table 1 test data of soil property under shield machine
Table 1 test data of soil property under shield machine
As can be seen from Table 1:
compared with the comparative examples 1-5, the early crack resistance, the compressive strength and the flexural strength of the soil body below the shield machine in the examples 1-4 are far superior to those in the comparative examples 1-5, which shows that the ratio of the liquid A and the liquid B in the quick-setting slurry and the ratio of the components in the liquid A and the liquid B are more reasonable, the various performances of the soil body below the shield machine can be effectively improved, and sufficient vertical deviation-rectifying counter force is provided for the upward slope tunneling of the shield machine, so that the shield machine can smoothly tunnel upward slopes under the condition of the limit vertical slope.
Compared with the comparative example 1, the early anti-cracking performance, the compressive strength and the flexural strength of the soil body below the shield machine in the examples 1 to 4 are far superior to those of the comparative example 1, and the weight ratio of the solution A to the solution B is (3-5) to 1, so that various performances of the soil body below the shield machine can be effectively improved, and the vertical deviation rectifying counter force provided for the shield machine in the uphill tunneling process is improved.
Compared with the comparative examples 2-3, the early crack resistance, the compressive strength and the flexural strength of the soil body below the shield tunneling machine in the examples 1-4 are far superior to those in the comparative examples 2-3, and the results show that when the components in the A coagulant are 79-83% by weight of the high-iron sulphoaluminate cement, 14-17% by weight of the quartz powder, 1.0-1.5% by weight of the calcium chloride, 0.7-0.9% by weight of the lithium chloride, 0.4-0.6% by weight of the zinc stearate and 0.8-1.0% by weight of the sodium hexametaphosphate, the components in the A coagulant are more reasonably matched with each other, so that the performances of the soil body below the shield tunneling machine are further improved.
Compared with the comparative examples 4-5, the early crack resistance, the compressive strength and the flexural strength of the soil body below the shield machine in the examples 7-9 are far better than those in the comparative examples 4-5, which shows that when the components in the B coagulant are 49-53 wt% of bauxite, 44.5-47.8 wt% of sodium carbonate, 0.6-0.8 wt% of talcum powder, 0.5-0.7 wt% of hydroxypropyl methyl cellulose and 1.3-1.7 wt% of titanium dioxide, the components in the B coagulant are more reasonably matched with each other, so that the performances of the soil body below the shield machine are improved.
Example 2 compares with example 1, example 3, example 4, the early crack resistance, compressive strength and flexural strength of the soil body under the shield machine in example 2 are all slightly better than examples 1, 3, and 4, which shows that the weight ratio of the liquid a and the liquid B in the quick setting slurry is 4: 1, and the weight percentages of the components in the a coagulant are 81% of high-iron sulphoaluminate cement, 15.5% of quartz powder, 1.3% of calcium chloride, 0.8% of lithium chloride, 0.5% of zinc stearate, 0.9% of sodium hexametaphosphate, and the weight percentages of the components in the B coagulant are 51% of bauxite, 46.2% of sodium carbonate, 0.7% of talcum powder, 0.6% of hydroxypropyl methylcellulose, and 1.5% of titanium dioxide, the components in the a coagulant and the B coagulant are more reasonably matched with each other, and the matching action of the liquid a and the liquid B is more reasonable, so that the liquid a and the liquid B can quickly contact each other to strengthen each property of the soil body under the shield machine, the method ensures that enough vertical deviation-rectifying counter-force is provided for the shield tunneling machine in the uphill tunneling process, thereby achieving the purpose of smoothly performing uphill tunneling under the condition of the limit vertical gradient in the shield tunnel construction.
The above embodiments are preferred embodiments of the present application, and the protection scope of the present application is not limited by the above embodiments, so: all equivalent changes made according to the structure, shape and principle of the present application shall be covered by the protection scope of the present application.
Claims (10)
1. A construction method for shield tunneling vertical deviation rectification is characterized by comprising the following steps:
s1 grouting: injecting quick setting slurry (3) below the shield machine (1) through a grouting pipeline (12), wherein the quick setting slurry (3) is subjected to quick setting in a soil body (2) below the shield machine (1);
s2 deviation rectifying: after rapid hardening, the shield machine (1) is driven to ascend and then grouting is carried out again, and the grouting is finished after the shield machine (1) smoothly passes through the ascending section.
2. The construction method for shield tunneling vertical deviation rectification according to claim 1, wherein the quick-setting grout (3) comprises liquid A and liquid B in a weight ratio of (3-5) to 1, the liquid A and the liquid B are respectively injected into different grouting pipelines (12) during grouting, and the liquid A and the liquid B are contacted with each other in a soil body (2) below the shield tunneling machine (1) to generate quick setting.
3. The construction method for shield tunneling vertical deviation rectification according to claim 2, wherein the liquid A comprises a coagulant A and water in a weight ratio of (0.8-1.2) to 1, and the coagulant A comprises the following components in percentage by weight: 79-83% of high-iron sulphoaluminate cement, 14-17% of quartz powder, 1.0-1.5% of calcium chloride, 0.7-0.9% of lithium chloride, 0.4-0.6% of zinc stearate and 0.8-1.0% of sodium hexametaphosphate.
4. The construction method for shield tunneling vertical deviation rectification according to claim 2, wherein the B liquid comprises a B coagulant and water in a weight ratio of (0.8-1.2) to 1, and the B coagulant comprises the following components in percentage by weight: 49-53% of bauxite, 44.5-47.8% of sodium carbonate, 0.6-0.8% of talcum powder, 0.5-0.7% of hydroxypropyl methyl cellulose and 1.3-1.7% of titanium dioxide.
5. The construction method for shield tunneling vertical deviation rectification according to claim 2, wherein both the liquid A and the liquid B in the grouting of the step S1 are provided with spare pipelines.
6. The construction method for shield tunneling vertical deviation rectification according to claim 1, wherein a vertical grouting hole (11) is formed in the lower portion of the shield tunneling machine (1) before grouting in step S1, and a grouting pipeline (12) is installed on the grouting hole (11).
7. The construction method for shield tunneling vertical deviation rectification according to claim 1, wherein before grouting in step S1, the shield tunneling machine (1) first passes through a test section to obtain tunneling parameters of the shield tunneling machine (1).
8. The construction method for shield tunneling vertical deviation rectification according to claim 2, wherein the weight ratio of the liquid A to the liquid B is 4: 1.
9. The construction method for shield tunneling vertical deviation rectification according to claim 3, wherein the weight ratio of the A coagulant to the water is 1: 1, and the A coagulant comprises the following components in percentage by weight: 81% of high-iron sulphoaluminate cement, 15.5% of quartz powder, 1.3% of calcium chloride, 0.8% of lithium chloride, 0.5% of zinc stearate and 0.9% of sodium hexametaphosphate.
10. The construction method for shield tunneling vertical deviation rectification according to claim 4, wherein the weight ratio of the B coagulant to the water is 1: 1, and the B coagulant comprises the following components in percentage by weight: 51% of bauxite, 46.2% of sodium carbonate, 0.7% of talcum powder, 0.6% of hydroxypropyl methyl cellulose and 1.5% of titanium dioxide.
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114109408A (en) * | 2021-11-23 | 2022-03-01 | 中铁隧道局集团有限公司 | Front-mounted shield tunneling attitude control system |
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| CN114109408A (en) * | 2021-11-23 | 2022-03-01 | 中铁隧道局集团有限公司 | Front-mounted shield tunneling attitude control system |
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| CN112065416B (en) | 2023-08-22 |
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