CN114856578A - Freezing and in-hole grouting improved combined bearing stratum reinforcing scheme - Google Patents
Freezing and in-hole grouting improved combined bearing stratum reinforcing scheme Download PDFInfo
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- CN114856578A CN114856578A CN202210418379.2A CN202210418379A CN114856578A CN 114856578 A CN114856578 A CN 114856578A CN 202210418379 A CN202210418379 A CN 202210418379A CN 114856578 A CN114856578 A CN 114856578A
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- 238000007710 freezing Methods 0.000 title claims abstract description 63
- 230000008014 freezing Effects 0.000 title claims abstract description 60
- 230000003014 reinforcing effect Effects 0.000 title claims description 13
- 239000002689 soil Substances 0.000 claims abstract description 75
- 238000010276 construction Methods 0.000 claims abstract description 49
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 33
- 238000009412 basement excavation Methods 0.000 claims abstract description 31
- 230000006872 improvement Effects 0.000 claims abstract description 13
- 230000002787 reinforcement Effects 0.000 claims abstract description 13
- 238000007789 sealing Methods 0.000 claims abstract description 12
- 239000002002 slurry Substances 0.000 claims description 33
- 239000004568 cement Substances 0.000 claims description 32
- 239000007788 liquid Substances 0.000 claims description 21
- 235000019353 potassium silicate Nutrition 0.000 claims description 13
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims description 13
- 238000013461 design Methods 0.000 claims description 9
- 239000004576 sand Substances 0.000 claims description 6
- 238000007596 consolidation process Methods 0.000 claims description 4
- 230000008030 elimination Effects 0.000 claims description 3
- 238000003379 elimination reaction Methods 0.000 claims description 3
- 230000036571 hydration Effects 0.000 claims description 3
- 238000006703 hydration reaction Methods 0.000 claims description 3
- 238000007689 inspection Methods 0.000 claims description 3
- 238000012423 maintenance Methods 0.000 claims description 3
- 238000005070 sampling Methods 0.000 claims description 3
- 238000005728 strengthening Methods 0.000 claims 1
- 238000007569 slipcasting Methods 0.000 abstract description 6
- 230000000694 effects Effects 0.000 abstract description 4
- 230000009471 action Effects 0.000 abstract description 3
- 230000011218 segmentation Effects 0.000 abstract description 3
- 239000006185 dispersion Substances 0.000 abstract 1
- 239000012530 fluid Substances 0.000 description 9
- 238000000034 method Methods 0.000 description 3
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- FAPWRFPIFSIZLT-UHFFFAOYSA-M Sodium chloride Chemical compound [Na+].[Cl-] FAPWRFPIFSIZLT-UHFFFAOYSA-M 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 238000007599 discharging Methods 0.000 description 1
- 238000009472 formulation Methods 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 230000008569 process Effects 0.000 description 1
- 239000011780 sodium chloride Substances 0.000 description 1
- 230000007704 transition Effects 0.000 description 1
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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
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
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- 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
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
- E21D9/002—Injection methods characterised by the chemical composition used
-
- 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
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- Structural Engineering (AREA)
- Geology (AREA)
- Architecture (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Civil Engineering (AREA)
- Soil Sciences (AREA)
- Environmental & Geological Engineering (AREA)
- Chemical & Material Sciences (AREA)
- Chemical Kinetics & Catalysis (AREA)
- General Chemical & Material Sciences (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention discloses a freezing and in-hole grouting improved combined bearing stratum reinforcement scheme, which comprises the following steps: designing and designing an underground tunnel to be constructed and a frozen wall, determining the position of a grouting improved soil layer, performing grouting construction, performing freezing construction, and finally excavating. The large underground engineering is subjected to miniaturization segmentation, so that the engineering risk of long-distance horizontal underground excavation engineering can be effectively reduced, the volume of each excavation section is smaller, and even if a soil layer collapses during excavation, the collapse volume is smaller under the action of grouting for improving the soil layer and is within a controllable range, and the construction safety is improved; when the soil is excavated, even if one grouting improved soil layer collapses, the rest grouting improved soil layers still can play the roles of supporting, sealing water and bearing; a plurality of slip casting improvement soil layers are mutually supported, can play the effect of common support to the pressure on dispersion rich water soft soil stratum avoids appearing a certain department too high pressure, thereby improves the construction security.
Description
Technical Field
The invention relates to the technical field of underground engineering reinforcement. In particular to a freezing and in-hole grouting improved combined bearing stratum reinforcing scheme.
Background
When current underground space structure can't satisfy the user demand, can expand underground space structure usually, need consolidate the soil layer during expansion to guarantee normal excavation. Particularly, when a long-distance horizontal tunnel is expanded in a water-rich soft soil stratum, the water-rich soft soil stratum has high water content and poor stability, so that the conventional construction method has great difficulty in reinforcing and excavating, is very easy to collapse and has high danger.
Disclosure of Invention
Therefore, the technical problem to be solved by the invention is to provide a stratum reinforcing scheme for combined bearing of freezing and in-hole grouting improvement, which is suitable for water-rich soft soil stratum extension excavation and has high construction safety.
In order to solve the technical problems, the invention provides the following technical scheme: a freezing and in-hole grouting improved combined bearing stratum consolidation scheme comprises the following steps:
step A, designing and constructing an underground tunnel according to the existing tunnel design, and designing a freezing wall on the outer layer of the underground tunnel to be constructed according to the form of the underground tunnel to be constructed;
and B: inserting a freezing pipe at a designed freezing wall position;
and C: according to the form of the frozen wall, designing and determining the position of a grouting improved soil layer along the excavation direction of the underground tunnel to be constructed, wherein the grouting improved soil layer divides the underground tunnel to be constructed into independent excavation sections which are mutually independent;
step D: inserting two or more than two grouting pipes into the grouting improved soil layer at the inward design position of the existing tunnel, and performing primary grouting construction on the soil layer to form a grouting improved soil layer; the inner ring of the grouting improved soil layer is connected with the outer wall of the existing tunnel, and the outer ring of the grouting improved soil layer is connected with the inner ring of the frozen wall;
step E: when the hydration heat elimination amount of the grouting body is more than 80%, the freezing pipe is connected with a freezing system, and the position of the designed freezing wall is actively frozen;
step F: after freezing construction is carried out until the frozen wall is looped, sampling inspection is carried out on the grouting improved soil layer, grouting pipes are inserted from the inside of the existing tunnel to the periphery of the grouting pipe of the primary grouting construction, secondary grouting construction is carried out, and the grouting improved soil layer is reinforced;
step G: the grouting body of the primary grouting construction and the secondary grouting construction reaches the design strength, and after the frozen wall reaches the preset strength, the freezing construction is switched from active freezing to maintenance freezing;
step H: and (4) gradually excavating the independent excavation sections according to the division of the grouting improved soil layer. .
In the step C, the distance between two adjacent grouting improved soil layers along the excavation direction of the existing tunnel is 10-15 m; the thickness of the grouting improved soil layer is H, and the H value is more than or equal to 1.5 times of the thickness of the frozen wall.
In the step F, the grouting construction is carried out by combining the two-fluid grouting and the single-fluid grouting for the grouting of the primary grouting construction and the secondary grouting construction.
The stratum reinforcing scheme that jointly bears of freezing and improvement of slip casting in hole, during slip casting construction, if the slip casting hole does not appear gushing water and gushing sand phenomenon when opening: during primary grouting construction and secondary grouting construction, single-liquid cement slurry is adopted for grouting reinforcement; after grouting, adopting double-liquid cement slurry to carry out last hole sealing grouting;
if the water and sand gushing phenomenon appears when the grouting hole is opened: during primary grouting construction and secondary grouting construction, the double-liquid cement slurry is adopted for grouting reinforcement; and when grouting is finished, performing last hole sealing grouting by using the double-liquid cement slurry.
The stratum reinforcing scheme of combined bearing of freezing and in-hole grouting improvement comprises that the single-liquid cement slurry consists of water and P.O42.5-grade cement, and the mass ratio of the water to the P.O42.5-grade cement is 0.5-1: 1.
according to the stratum reinforcing scheme of combined bearing of freezing and in-hole grouting improvement, the double-liquid cement paste is composed of the single-liquid cement paste and the water glass paste.
In the scheme for reinforcing the stratum by combined bearing of freezing and in-hole grouting improvement, in the double-liquid cement slurry, the volume ratio of the single-liquid cement slurry to the water glass slurry is 1: 1.
The stratum reinforcing scheme of combined bearing of freezing and in-hole grouting improvement comprises the following steps that water glass slurry consists of water and water glass, the mass ratio of the water to the water glass is 1.3-1.5: 1, and the concentration of the water glass is 35-42 DEG Be.
In the step D, on the cross section of the same existing tunnel, two or more grouting pipes are inserted into the grouting improved soil layer at the designed position in a scattering manner; the slip casting pipe is arranged along the radial direction of the existing tunnel.
The technical scheme of the invention achieves the following beneficial technical effects:
1. according to the invention, the grouting improved soil layer is arranged to divide the area to be excavated into a plurality of mutually independent excavation sections, the grouting improved soil layer is utilized to realize the functions of supporting and sealing water, and is mutually combined with the frozen wall, so that the problem of difficult reinforcement of the water-rich soft soil stratum can be effectively solved, and the problems of poor water sealing effect and large deformation of the traditional reinforcement methods such as pipe shed, pipe curtain and small pipe grouting are solved.
2. According to the invention, the large underground engineering is subjected to miniaturization segmentation, so that the risk of long-distance horizontal underground excavation engineering can be effectively reduced, the volume of each excavation section is reduced, and even if a soil layer collapses during excavation, the collapse volume is small and is within a controllable range under the action of grouting to improve the soil layer, so that the construction safety is improved; when the soil is excavated, even if one grouting improved soil layer collapses, the rest grouting improved soil layers still can play the roles of supporting, sealing water and bearing; the multiple grouting improved soil layers are matched with each other and can play a role of common support, so that the pressure of the water-rich soft soil layer is dispersed, the phenomenon that the pressure of a certain position is too high is avoided, and the construction safety is improved; the grouting improved soil layer and the frozen wall are matched with each other, and the grouting improved soil layer simultaneously plays a supporting role for the frozen wall, so that the bearing capacity of the frozen wall is improved, the reinforcing strength is further improved, and the engineering quantity of freezing construction is reduced.
Drawings
FIG. 1 is a schematic cross-sectional view of a soil improvement layer using the grouting of the present invention;
FIG. 2 is a schematic view of the distribution of the grouting pipes according to the present invention;
FIG. 3 is a schematic side wall cross-sectional structure of the present invention;
figure 4 is a schematic representation of the excavation of the present invention.
The reference numbers in the figures denote: 1-freezing the wall; 2, constructing an underground tunnel; 3-grouting to improve the soil layer; 4-existing tunnel; 5-grouting pipe; 6-freezing the tube; 7-freezing the regional outer boundary; 8-inner boundary of frozen zone; 9-excavated area; 10-trenchless area.
Detailed Description
In this embodiment, a large horseshoe tunnel is expanded on a constructed shield tunnel at a turnout transition section between certain subway tunnels by using a stratum reinforcing scheme of combined bearing of freezing and in-tunnel grouting improvement, and the concrete steps are as follows:
designing a to-be-constructed underground tunnel 2 according to an existing tunnel 4, wherein the to-be-constructed underground tunnel 2 is in a horseshoe shape, and designing a freezing wall 1 on the outer layer of the to-be-constructed underground tunnel 2 according to the form of the to-be-constructed underground tunnel 2;
and B: inserting a freezing pipe 6 at the position of the designed freezing wall 1; the freezing tube 6 is located at the geometric center of the cross-section of the freezing zone outer boundary 7 and the freezing zone inner boundary 8 of the design freezing wall 1:
and C: according to the form of the frozen wall 1, the positions of a plurality of grouting improved soil layers 3 are designed and determined along the excavation direction of the underground tunnel 2 to be constructed, and the grouting improved soil layers 3 divide the underground tunnel 2 to be constructed into independent excavation sections which are mutually independent; the distance between every two adjacent grouting improved soil layers 3 along the excavation direction of the existing tunnel 4 is 10 m; the grouting improved soil layer 3 is arranged to divide an area to be excavated into a plurality of mutually independent excavation sections, the grouting improved soil layer 3 is utilized to realize the functions of supporting and sealing water, and is mutually combined with the frozen wall 1, so that the problem of difficult reinforcement of a water-rich soft soil stratum can be effectively solved, and the problems of poor water sealing effect and large deformation of the traditional reinforcement methods such as pipe shed, pipe curtain, small pipe grouting and the like are solved; the large underground engineering is subjected to miniaturization segmentation, so that the risk of long-distance horizontal underground excavation engineering can be effectively reduced, the volume of each excavation section is reduced, and even if a soil layer collapses during excavation, the collapse volume is small and is within a controllable range under the action of grouting for improving the soil layer 3, so that the construction safety is improved; when the excavation is carried out, even if one grouting improved soil layer 3 collapses, the rest grouting improved soil layers 3 still can play the roles of supporting, sealing water and bearing;
step D: inserting grouting pipes 5 into a grouting improved soil layer 3 at an inward design position of an existing tunnel 4, wherein the grouting pipes 5 are arranged along the radial direction of the existing tunnel 4, on the cross section of the same existing tunnel 4, a plurality of grouting pipes 5 are inserted into the grouting improved soil layer 3 at the design position in a scattering manner, primary grouting construction is carried out into the soil layer, grouting is carried out by combining double-liquid slurry and single-liquid slurry to form a grouting improved soil layer 3, and the thickness of the grouting improved soil layer 3 is 2 m; the inner ring of the grouting improved soil layer 3 is connected with the outer wall of the existing tunnel 4, and the outer ring of the grouting improved soil layer 3 is connected with the inner ring of the frozen wall 1; the multiple grouting improved soil layers 3 are matched with each other and can play a role of supporting together, so that the pressure of a water-rich soft soil layer is dispersed, and overhigh pressure at a certain position is avoided, so that the construction safety is improved;
step E: when the hydration heat elimination amount of the grouting body is more than 80 percent, the freezing pipe 6 is connected with a freezing system, and the position of the designed freezing wall 1 is actively frozen;
step F: after freezing construction is carried out until the frozen wall 1 is looped for 3 days, sampling inspection is carried out on the grouting improved soil layer 3, a grouting pipe 5 is inserted from the inside of the existing tunnel 4 to the periphery of a grouting pipe 5 for primary grouting construction, secondary grouting construction is carried out, and the grouting improved soil layer 3 is reinforced; the grouting pipe 5 for the secondary grouting construction is inserted between two adjacent grouting pipes 5 for the primary grouting construction;
g: the grouting body of the primary grouting construction and the secondary grouting construction reaches the design strength, and after the frozen wall 1 reaches the preset strength, the freezing construction is switched from active freezing to maintenance freezing;
step H: gradually excavating the independent excavation sections according to the division of the grouting improved soil layer 3, supporting the excavation sections along with the excavation in the excavation process, and pouring a secondary lining structure after the excavation sections are completely communicated;
step I: and after the two-lining structure is poured, stopping the freezing system, discharging saline water in the freezing pipe 6, and plugging the freezing pipe to complete the extension.
When carrying out primary grouting construction and secondary grouting construction, if the slip casting hole does not appear gushing water and gushing sand phenomenon when opening: injecting single-fluid cement slurry into a pre-buried grouting perforated pipe to reinforce and improve the soil body; if the serious water and sand gushing phenomenon occurs when the grouting hole is opened: injecting double-fluid cement slurry into a pre-buried grouting perforated pipe for grouting reinforcement; and after grouting, adopting double-liquid cement slurry to perform the last hole sealing grouting, and sequentially grouting hole by hole without omission.
During grouting, the single-fluid cement slurry used consists of water and P.O42.5 grade cement, the formulation of which is shown in Table 1.
TABLE 11000L reference proportioning table for single slurry
| Water (kg) | Cement (P.O42.5) (kg) |
| 608 | 1216 |
The two-fluid cement slurry used consisted of a single-fluid cement slurry and a water glass slurry, and the proportions are shown in table 2.
Table 21000L double pulp reference proportioning table
In other embodiments, the ratio of the components in the single-fluid cement slurry and the double-fluid cement slurry can be properly adjusted according to the formation conditions.
It should be understood that the above examples are only for clarity of illustration and are not intended to limit the embodiments. Other variations and modifications will be apparent to persons skilled in the art in light of the above description. And are neither required nor exhaustive of all embodiments. And obvious variations or modifications are possible which remain within the scope of the appended claims.
Claims (8)
1. A freezing and in-hole grouting improved combined bearing stratum reinforcing scheme is characterized by comprising the following steps:
a, designing a to-be-constructed underground tunnel (2) according to an existing tunnel (4), and designing a freezing wall (1) on the outer layer of the to-be-constructed underground tunnel (2) according to the form of the to-be-constructed underground tunnel (2);
and B: inserting a freezing pipe (6) at the location of the designed freezing wall (1);
and C: according to the form of the frozen wall (1), the position of a grouting improved soil layer (3) is designed and determined along the excavation direction of the underground tunnel (2) to be constructed, and the grouting improved soil layer (3) divides the underground tunnel (2) to be constructed into independent excavation sections which are mutually independent;
step D: inserting two or more than two grouting pipes (5) into a grouting improved soil layer (3) at an inward design position of an existing tunnel (4), and performing primary grouting construction in the soil layer to form the grouting improved soil layer (3); the inner ring of the grouting improved soil layer (3) is connected with the outer wall of the existing tunnel (4), and the outer ring of the grouting improved soil layer (3) is connected with the inner ring of the frozen wall (1);
step E: when the hydration heat elimination amount of the grouting body is more than 80 percent, the freezing pipe (6) is connected with a freezing system, and the position of the designed freezing wall (1) is actively frozen;
step F: after freezing construction is carried out until the frozen wall (1) is looped, sampling inspection is carried out on the grouting improved soil layer (3), and a grouting pipe (5) is inserted from the inside of the existing tunnel (4) to the periphery of the grouting pipe (5) for primary grouting construction, secondary grouting construction is carried out, and the grouting improved soil layer (3) is reinforced;
step G: the grouting body of the primary grouting construction and the secondary grouting construction reaches the design strength, and after the freezing wall (1) reaches the preset strength, the freezing construction is switched from active freezing to maintenance freezing;
step H: and excavating the independent excavation sections step by step according to the division of the grouting improved soil layer (3).
2. The scheme for freezing and in-hole grouting improved combined bearing stratum reinforcement according to claim 1, characterized in that in the step C, the distance between two adjacent grouting improved soil layers (3) along the excavation direction of the existing tunnel (4) is 10-15 m; the thickness of the grouting improved soil layer (3) is H, and the H value is more than or equal to 1.5 times of the thickness of the frozen wall (1).
3. The scheme for consolidating a stratum with combined bearing of freezing and grouting improvement in a hole as claimed in claim 1, wherein during grouting construction, if no water and sand gushing phenomenon occurs when the grouting hole is opened: during primary grouting construction and secondary grouting construction, single-liquid cement slurry is adopted for grouting reinforcement; after grouting, adopting double-liquid cement slurry to carry out last hole sealing grouting;
if the water and sand gushing phenomenon appears when the grouting hole is opened: during primary grouting construction and secondary grouting construction, the double-liquid cement slurry is adopted for grouting reinforcement; and when grouting is finished, performing last hole sealing grouting by using the double-liquid cement slurry.
4. A stratum strengthening scheme of combined bearing of freezing and in-hole grouting improvement according to claim 3, characterized in that the single-liquid cement slurry is composed of water and P.O42.5 grade cement, and the mass ratio of the water to the P.O42.5 grade cement is 0.5-1: 1.
5. a freezing and in-hole grouting improved combined bearing stratum consolidation scheme according to claim 4, characterized in that the double-liquid cement slurry is composed of the single-liquid cement slurry and water glass slurry.
6. A freezing and in-hole grouting improved combined bearing stratum consolidation scheme according to claim 5, characterized in that in the double-liquid cement slurry, the volume ratio of the single-liquid cement slurry to the water glass slurry is 1: 1.
7. A freezing and in-hole grouting improved combined bearing stratum reinforcement scheme according to claim 6, characterized in that the water glass slurry is composed of water and water glass, the mass ratio of the water to the water glass is 1.3-1.5: 1, and the concentration of the water glass is 35-42 degrees Be.
8. A consolidation solution for freezing and in-hole grouting improvement combined bearing stratum according to claim 1, characterized in that in step D, two or more grouting pipes (5) are inserted into the grouting improvement soil layer (3) at the designed position in a scattering manner on the same existing tunnel (4) cross section; the grouting pipe (5) is arranged along the radial direction of the existing tunnel (4).
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| CN202210418379.2A CN114856578A (en) | 2022-04-20 | 2022-04-20 | Freezing and in-hole grouting improved combined bearing stratum reinforcing scheme |
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Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH03132592A (en) * | 1989-10-17 | 1991-06-05 | Pub Works Res Inst Ministry Of Constr | Foundation improvement for driving tunnel |
| CN105443132A (en) * | 2015-12-02 | 2016-03-30 | 中国建筑第五工程局有限公司 | Construction method of shallow-buried subsurface-excavated cross-shaped cross-strut tunnel |
| WO2020248596A1 (en) * | 2019-06-13 | 2020-12-17 | 河南理工大学 | Protection structure for preventing ground heave caused by tunnel grouting reinforcement and grouting method |
| CN113266373A (en) * | 2021-06-24 | 2021-08-17 | 北京中煤矿山工程有限公司 | Freezing wall and cement reinforcement combined enclosure system in large-section tunnel construction and excavation method thereof |
| CN114109399A (en) * | 2021-12-01 | 2022-03-01 | 中国铁建大桥工程局集团有限公司 | Freezing construction method for limestone stratum |
-
2022
- 2022-04-20 CN CN202210418379.2A patent/CN114856578A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH03132592A (en) * | 1989-10-17 | 1991-06-05 | Pub Works Res Inst Ministry Of Constr | Foundation improvement for driving tunnel |
| CN105443132A (en) * | 2015-12-02 | 2016-03-30 | 中国建筑第五工程局有限公司 | Construction method of shallow-buried subsurface-excavated cross-shaped cross-strut tunnel |
| WO2020248596A1 (en) * | 2019-06-13 | 2020-12-17 | 河南理工大学 | Protection structure for preventing ground heave caused by tunnel grouting reinforcement and grouting method |
| CN113266373A (en) * | 2021-06-24 | 2021-08-17 | 北京中煤矿山工程有限公司 | Freezing wall and cement reinforcement combined enclosure system in large-section tunnel construction and excavation method thereof |
| CN114109399A (en) * | 2021-12-01 | 2022-03-01 | 中国铁建大桥工程局集团有限公司 | Freezing construction method for limestone stratum |
Non-Patent Citations (2)
| Title |
|---|
| 李凤蓉;: "城市地铁穿越软流塑地层段的设计施工技术", 隧道建设, no. 01, 20 February 2007 (2007-02-20) * |
| 王胜;: "冻结法在城市地铁矿山法隧道中的应用", 铁道勘察, no. 06, 28 December 2006 (2006-12-28) * |
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