CN113982637B - Tunnel reinforcing method for controlling floating deformation of downward shield tunnel caused by foundation pit excavation - Google Patents
Tunnel reinforcing method for controlling floating deformation of downward shield tunnel caused by foundation pit excavation Download PDFInfo
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- CN113982637B CN113982637B CN202111140218.3A CN202111140218A CN113982637B CN 113982637 B CN113982637 B CN 113982637B CN 202111140218 A CN202111140218 A CN 202111140218A CN 113982637 B CN113982637 B CN 113982637B
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- 238000000034 method Methods 0.000 title claims abstract description 29
- 238000007667 floating Methods 0.000 title claims abstract description 25
- 238000009412 basement excavation Methods 0.000 title claims abstract description 18
- 230000003014 reinforcing effect Effects 0.000 title claims description 13
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 89
- 239000010959 steel Substances 0.000 claims abstract description 89
- 238000012544 monitoring process Methods 0.000 claims abstract description 71
- 239000002689 soil Substances 0.000 claims abstract description 19
- 230000002787 reinforcement Effects 0.000 claims abstract description 8
- 239000004576 sand Substances 0.000 claims abstract description 4
- 238000006073 displacement reaction Methods 0.000 claims description 7
- 238000005516 engineering process Methods 0.000 claims description 6
- 238000005553 drilling Methods 0.000 claims description 3
- 230000000737 periodic effect Effects 0.000 claims description 3
- 238000005070 sampling Methods 0.000 claims description 3
- 238000003466 welding Methods 0.000 claims description 3
- 238000010276 construction Methods 0.000 abstract description 5
- 230000007547 defect Effects 0.000 description 2
- 230000035699 permeability Effects 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
- 230000009466 transformation Effects 0.000 description 1
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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
- 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
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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
- E21D11/08—Lining with building materials with preformed concrete slabs
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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
- E21D11/14—Lining predominantly with metal
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F17/00—Methods or devices for use in mines or tunnels, not covered elsewhere
- E21F17/18—Special adaptations of signalling or alarm devices
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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
- 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)
- Structural Engineering (AREA)
- Architecture (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Civil Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
A tunnel reinforcement method for controlling the floating deformation of a downward shield tunnel caused by foundation pit excavation comprises the following steps: grouting in a tunnel hole to strengthen surrounding soil; (2) The tunnel is internally supported and reinforced by adopting a detachable steel section portal, the steel section portal comprises a plurality of sheet steel frames transversely arranged along the tunnel and steel section connecting pieces longitudinally arranged along the tunnel, and each sheet steel frame is connected with the steel section connecting pieces through bolts; (3) The tunnel ballast is reinforced, the sand bags are used for carrying out the ballast treatment inside the tunnel, after the ballast is paved, monitoring points are arranged in the tunnel, and the monitoring points are monitored regularly by using the total station. The invention can rapidly and directly control the floating deformation of the shield tunnel and ensure the safety of the shield tunnel structure; the adjustable support is arranged on the periphery of the section steel portal frame, the section steel portal frame is only in contact with the shield tunnel segment and is not in rigid connection, and the section steel portal frame is detachable and reusable after construction is completed and can be suitable for tunnels with different diameters.
Description
Technical Field
The invention relates to the field of shield tunnel construction, in particular to a tunnel reinforcing method for controlling floating deformation of a downward shield tunnel caused by foundation pit excavation.
Background
Along with the rapid development of urban rail transit, underground space development near the urban rail transit is more and more, foundation pit excavation is carried out above a shield tunnel inevitably, the condition of soil body unloading above the shield tunnel is caused, the soil body unloading caused by ground foundation pit excavation generates additional stress and deformation to the shield tunnel, the shield tunnel is cracked and staggered, the safety of the shield tunnel structure is seriously influenced, and even the safety of subway operation is influenced.
The existing method for controlling the deformation of the shield tunnel mainly focuses on soil strip excavation, soil reinforcement, sheet pile anchor setting and the like, but the method for controlling the reinforcement of the shield tunnel is less, so that a series of measures are necessary to carry out reinforcement control on the shield tunnel.
Disclosure of Invention
The invention aims to solve the technical problems of providing a tunnel reinforcing method for controlling the floating deformation of the underlying shield caused by foundation pit excavation, which aims at the defects of the existing method for controlling the floating deformation of the underlying shield caused by foundation pit excavation, so as to effectively realize the rapid and direct control of the floating deformation of the shield tunnel, and has the advantages of simple principle, strong implementation and obvious control effect.
The invention adopts the technical scheme for solving the technical problems that:
a tunnel reinforcement method for controlling the floating deformation of a lower horizontal shield caused by foundation pit excavation comprises the following steps:
(1) Grouting in the tunnel, inserting a grouting pipe by using a grouting hole reserved on a shield tunnel segment, grouting surrounding soil body through the grouting pipe, and reinforcing the surrounding soil body;
(2) The shield tunnel segment is supported and reinforced in the tunnel by adopting a detachable steel section door frame, wherein the steel section door frame comprises a plurality of sheet steel frames transversely arranged along the tunnel and steel section connecting pieces longitudinally arranged along the tunnel, and each sheet steel frame is connected with the steel section connecting pieces through bolts to integrally form a detachable three-dimensional steel section door frame;
(3) The method comprises the steps of reinforcing the tunnel weight, carrying out weight treatment inside the tunnel by using sand bags, carrying out weight adjustment by assisting a monitoring technology after laying the weight, setting monitoring points in the tunnel, adopting a method of combining automatic monitoring and manual monitoring, and carrying out periodic monitoring on the monitoring points by using a total station.
According to the scheme, in the step (1), the grouting completion degree is correspondingly controlled through grouting pressure and grouting quantity, the grouting pressure is controlled to be 0.5-0.6MPa, and the grouting quantity of each ring is determined according to stratum characteristics (such as soil conditions, permeability coefficients and the like); and (5) drilling and sampling the reinforced soil body after grouting is completed so as to determine the strength of the grouting soil body.
According to the scheme, in the step (2), the sheet steel frame is formed by welding [14b type steel, I22 b type steel and I16 type steel, the type steel connecting piece adopts a plurality of [14b type steel, and each [14b type steel is connected with the sheet steel frame along the radial direction of the shield tunnel through bolts.
According to the scheme, in the step (2), nuts are welded at corresponding positions on the periphery of each sheet-shaped steel frame and are provided with holes, adjustable supports are arranged at the holes, and the sheet-shaped steel frames are contacted with shield tunnel segments through the adjustable supports so as to be suitable for shield tunnels with different diameters.
According to the scheme, the adjustable support comprises a threaded steel pipe and a support plate, one end of the threaded steel pipe is connected with a nut welded at the opening of the sheet steel frame, the other end of the threaded steel pipe is fixedly connected with the support plate, and the support plate is in contact with the shield tunnel segment.
According to the above scheme, the step (3) is assisted with a monitoring technology to carry out weight adjustment, specifically: the monitoring points comprise vault settlement monitoring points and horizontal displacement monitoring points, the vault settlement monitoring points are arranged at vault positions of the vertical central lines of the tunnels, the horizontal displacement monitoring points are arranged at junctions of the horizontal central lines of the tunnels and tunnel segments, the distance between monitoring sections of the shield tunnels is distributed according to actual conditions of engineering, the weights are timely adjusted through monitoring data monitored by the total station, the monitoring data comprise settlement amount and floating deformation amount, the weights are properly reduced when the settlement amount exceeds a 10mm early warning value, and the weights are properly increased when the floating deformation amount exceeds a 10mm early warning value.
According to the scheme, the shield tunnel monitoring section spacing is laid according to the engineering actual condition specifically as follows:
when the top distance of the shield tunnel from the bottom of the foundation pit is smaller than or equal to one time of the diameter of the shield tunnel, 1 monitoring section is distributed every 4.5m, namely 1 monitoring section is distributed every 3 annular pipe slices;
when the diameter of the shield tunnel, which is larger than the diameter of the one-time shield tunnel and smaller than or equal to the diameter of the two-time shield tunnel, is larger than the bottom of the foundation pit, 1 monitoring section is arranged every 7.5m, namely 1 monitoring section is arranged every 5 ring canal slices;
when the top distance of the shield tunnel from the bottom of the foundation pit is larger than the diameter of the double shield tunnel, 1 monitoring section is arranged every 9m, namely 1 monitoring section is arranged every 6 ring canal slices;
and (3) carrying out encryption point location layout on the easily-occurring deformation area of the shield tunnel segment with the problem of dislocation, and simultaneously carrying out encryption point location layout on the easily-occurring deformation area of the tunnel portal at the junction of the tunnel section and the station.
Compared with the prior art, the invention has the following beneficial effects:
1. the invention effectively and directly controls the floating deformation of the shield tunnel in a multi-way manner, solves the defect of the original one-sided control of the floating deformation of the shield tunnel, and ensures the safety of the shield tunnel structure;
2. the detachable section steel door frame is adopted, the longitudinal structure of the section steel door frame is connected by the bolts, the adjustable support is arranged at the periphery of the section steel door frame, and the section steel door frame and the shield tunnel duct piece only have the contact supporting function and are not rigidly connected, so that the section steel door frame can be detached and reused after the construction of the corresponding construction section is completed, and the section steel door frame can be suitable for shield tunnels with different diameters in an adjustable support mode, and the application range is wide;
3. on the basis of the above, the weight of the weight is adjusted in real time by assisting with a monitoring technology, and the deformation principle is simple and the method is reliable.
Drawings
FIG. 1 is a schematic illustration of grouting in a tunnel hole according to the method of the present invention;
FIG. 2 is a schematic view of a three-dimensional structure of a section steel portal in the method of the invention;
FIG. 3 is a transverse cross-sectional view of a section steel portal in the method of the present invention;
FIG. 4 is a schematic view of an adjustable support in the method of the present invention;
FIG. 5 is a schematic representation of a tunnel ballast section in the method of the present invention;
FIG. 6 is a schematic view of a monitoring point arrangement of a monitoring section in the method of the present invention;
in the figure, the shield tunnel pipe piece comprises a 1-shield tunnel pipe piece, a 2-grouting pipe, a 3-section steel connecting piece, a 4-sheet steel frame, a 5-bolt, a 6- [14b section steel, a 7-worker 22b section steel, an 8-worker 16 section steel, a 9-adjustable support, a 10-threaded steel pipe, a 11-supporting plate, a 12-nut, a 14-tunnel weight, a 15-vault settlement monitoring point and a 16-horizontal displacement monitoring point.
Detailed Description
The invention is further illustrated in the following figures and examples.
The tunnel reinforcement method for controlling the floating deformation of the lower horizontal shield caused by foundation pit excavation provided by the embodiment of the invention comprises the following steps:
(1) Grouting in the tunnel, as shown in fig. 1, a grouting pipe 2 is inserted by using a grouting hole reserved on a shield tunnel segment 1, and grouting is carried out on surrounding soil body through the grouting pipe 2, so that the surrounding soil body is reinforced; the grouting completion degree is correspondingly controlled through grouting pressure and grouting amount, the grouting pressure is controlled to be 0.5-0.6MPa, and the grouting amount of each ring is determined according to stratum characteristics (such as soil conditions, permeability coefficients and the like); drilling and sampling the reinforced soil body after grouting is completed so as to determine the strength of the grouting soil body;
(2) The shield tunnel segment 1 is supported and reinforced in the tunnel by adopting a detachable steel section portal, as shown in fig. 2-3, the steel section portal comprises a plurality of round sheet steel frames 4 arranged along the transverse direction (radial direction) of the tunnel and steel section connecting pieces 3 arranged along the longitudinal direction of the tunnel, and each sheet steel frame 4 is connected with the steel section connecting pieces 3 through bolts 5 to integrally form a detachable three-dimensional steel section portal; the sheet steel frames 4 are formed by welding [14b steel 6, I22 b steel 7 and I16 steel 8, the steel connecting piece 3 adopts a plurality of [14b steel, and each [14b steel ] connects each sheet steel frame 4 along the radial direction of the shield tunnel; nuts 12 are welded at the corresponding positions of the outer periphery [14 b-shaped steel ] of each piece of sheet steel frame 4, holes are formed in the corresponding positions, adjustable supports 9 are arranged in the holes, and the sheet steel frames 4 are in contact with shield tunnel segments 1 through the adjustable supports, so that the sheet steel frames can be suitable for shield tunnels with different diameters; as shown in fig. 4, the adjustable support 9 comprises a threaded steel pipe 10 and a support plate 11, one end of the threaded steel pipe 10 is connected with a nut 12 welded at the opening of the [14 b-shaped steel 6 of the sheet-shaped steel frame 4, the other end of the threaded steel pipe 10 is fixedly connected with the support plate 11, and the support plate 11 is in contact with the shield tunnel segment 1;
(3) The tunnel weight is reinforced, for convenience in construction, sand bags are used for carrying out weight treatment inside the tunnel, as shown in fig. 5, after the tunnel weight 14 is paved, a monitoring technology is assisted for carrying out weight adjustment, monitoring points are arranged in the tunnel, a method combining automatic monitoring and manual monitoring is adopted, and a total station is used for carrying out periodic monitoring on the monitoring points; as shown in fig. 6, the monitoring points comprise a vault settlement monitoring point 15 and a horizontal displacement monitoring point 16, the vault settlement monitoring point 11 is arranged at the vault of the vertical central line of the tunnel, the horizontal displacement monitoring point 12 is arranged at the junction of the horizontal central line of the tunnel and the tunnel segment, the shield tunnel monitoring section distance is distributed according to the actual engineering situation, and when the shield tunnel top distance is less than or equal to one time of the shield tunnel diameter at the bottom of the foundation pit, 1 monitoring section 6 is distributed every 4.5m, namely 1 monitoring section 6 is distributed every 3 annular pipe segments; when the diameter of the shield tunnel, which is larger than the diameter of the one-time shield tunnel and smaller than or equal to the diameter of the two-time shield tunnel, is larger than the bottom of the foundation pit, 1 monitoring section 6 is arranged every 7.5m, namely 1 monitoring section 6 is arranged every 5 annular pipe slices; when the top distance of the shield tunnel from the bottom of the foundation pit is larger than the diameter of the double shield tunnel, 1 monitoring section 6 is arranged every 9m, namely 1 monitoring section 6 is arranged every 6 annular pipe slices, encryption point position arrangement is carried out on the easily deformed areas of the pipe slices with the dislocation problem, and meanwhile encryption point position arrangement is carried out on the easily deformed areas such as tunnel sections, tunnel gates at the joints of stations and the like; the weight is adjusted in time through monitoring data monitored by the total station, the monitoring data comprises settlement amount and floating deformation amount, the weight is properly reduced when the settlement amount exceeds a 10mm early warning value, and the weight is properly increased when the floating deformation amount exceeds the 10mm early warning value.
In addition to the embodiments described above, other embodiments of the invention are possible. All technical schemes formed by equivalent substitution or equivalent transformation fall within the protection scope of the invention.
Claims (7)
1. A tunnel reinforcement method for controlling the floating deformation of a downward shield tunnel caused by foundation pit excavation is characterized by comprising the following steps:
(1) Grouting in the tunnel, inserting a grouting pipe by using a grouting hole reserved on a shield tunnel segment, grouting surrounding soil body through the grouting pipe, and reinforcing the surrounding soil body;
(2) The shield tunnel segment is supported and reinforced in the tunnel by adopting a detachable steel section door frame, wherein the steel section door frame comprises a plurality of sheet steel frames transversely arranged along the tunnel and steel section connecting pieces longitudinally arranged along the tunnel, and each sheet steel frame is connected with the steel section connecting pieces through bolts to integrally form a detachable three-dimensional steel section door frame;
(3) The method comprises the steps of reinforcing the tunnel weight, carrying out weight treatment inside the tunnel by using sand bags, carrying out weight adjustment by assisting a monitoring technology after laying the weight, setting monitoring points in the tunnel, adopting a method of combining automatic monitoring and manual monitoring, and carrying out periodic monitoring on the monitoring points by using a total station.
2. The method for reinforcing a tunnel for controlling the floating deformation of a downward shield tunnel caused by excavation of a foundation pit according to claim 1, wherein in the step (1), the grouting completion degree is correspondingly controlled by grouting pressure and grouting amount, the grouting pressure is controlled to be 0.5-0.6MPa, and the grouting amount of each ring is determined according to the characteristics of the stratum; and (5) drilling and sampling the reinforced soil body after grouting is completed so as to determine the strength of the grouting soil body.
3. The method for reinforcing the tunnel by controlling the floating deformation of the underlying shield tunnel caused by the excavation of the foundation pit according to claim 1, wherein in the step (2), the sheet steel frame is formed by welding [14b steel, I22 b steel and I16 steel, the steel connecting piece is formed by adopting a plurality of [14b steel, and each [14b steel is in bolt connection with the sheet steel frame along the radial direction of the shield tunnel.
4. The method for reinforcing the tunnel, which is used for controlling the floating deformation of the underlying shield tunnel caused by the excavation of the foundation pit, according to the claim 1, is characterized in that in the step (2), nuts are welded at corresponding positions on the periphery of each piece of sheet-shaped steel frame, holes are formed in the corresponding positions, adjustable supports are installed at the holes, and the sheet-shaped steel frames are contacted with shield tunnel segments through the adjustable supports so as to be suitable for shield tunnels with different diameters.
5. The method for reinforcing a tunnel by controlling floating deformation of a downward shield tunnel caused by excavation of a foundation pit according to claim 4, wherein the adjustable support comprises a threaded steel pipe and a support plate, one end of the threaded steel pipe is connected with a nut welded at an opening of a sheet steel frame, the other end of the threaded steel pipe is fixedly connected with the support plate, and the support plate is in contact with a segment of the shield tunnel.
6. The method for reinforcing the tunnel for controlling the floating deformation of the underlying shield tunnel caused by the excavation of the foundation pit according to claim 1, wherein the step (3) is assisted by a monitoring technology for adjusting the weight, specifically: the monitoring points comprise vault settlement monitoring points and horizontal displacement monitoring points, the vault settlement monitoring points are arranged at vaults of the vertical central lines of the tunnels, the horizontal displacement monitoring points are arranged at junctions of the horizontal central lines of the tunnels and tunnel segments, the monitoring section spacing of the shield tunnels is distributed according to the actual conditions of the engineering,
the weight is adjusted in time through monitoring data monitored by the total station, the monitoring data comprises settlement amount and floating deformation amount, the weight is properly reduced when the settlement amount exceeds a 10mm early warning value, and the weight is properly increased when the floating deformation amount exceeds the 10mm early warning value.
7. The tunnel reinforcement method for controlling floating deformation of a lower shield tunnel caused by excavation of a foundation pit according to claim 6, wherein the arrangement of the monitoring section spacing of the shield tunnel according to the actual engineering condition is specifically as follows:
when the top distance of the shield tunnel from the bottom of the foundation pit is smaller than or equal to one time of the diameter of the shield tunnel, 1 monitoring section is distributed every 4.5m, namely 1 monitoring section is distributed every 3 annular pipe slices;
when the diameter of the shield tunnel, which is larger than the diameter of the one-time shield tunnel and smaller than or equal to the diameter of the two-time shield tunnel, is larger than the bottom of the foundation pit, 1 monitoring section is arranged every 7.5m, namely 1 monitoring section is arranged every 5 ring canal slices;
when the top distance of the shield tunnel from the bottom of the foundation pit is larger than the diameter of the double shield tunnel, 1 monitoring section is arranged every 9m, namely 1 monitoring section is arranged every 6 ring canal slices;
and (3) carrying out encryption point location layout on the easily-occurring deformation area of the shield tunnel segment with the problem of dislocation, and simultaneously carrying out encryption point location layout on the easily-occurring deformation area of the tunnel portal at the junction of the tunnel section and the station.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111140218.3A CN113982637B (en) | 2021-09-28 | 2021-09-28 | Tunnel reinforcing method for controlling floating deformation of downward shield tunnel caused by foundation pit excavation |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111140218.3A CN113982637B (en) | 2021-09-28 | 2021-09-28 | Tunnel reinforcing method for controlling floating deformation of downward shield tunnel caused by foundation pit excavation |
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| CN113982637A CN113982637A (en) | 2022-01-28 |
| CN113982637B true CN113982637B (en) | 2023-06-06 |
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Citations (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104912562A (en) * | 2015-06-30 | 2015-09-16 | 中铁一局集团有限公司 | Construction method for deformation control over existing operation tunnel crossing under shield |
| CN105926633A (en) * | 2016-03-25 | 2016-09-07 | 曹信江 | Method for protecting surrounding soil or building in foundation pit construction |
| CN108222952A (en) * | 2017-12-18 | 2018-06-29 | 上海市基础工程集团有限公司 | Airport taxi runway subsidence control method in shield crossing operation |
| CN207568618U (en) * | 2017-10-16 | 2018-07-03 | 广州地铁设计研究院有限公司 | tunnel reinforcement structure |
| CN109488334A (en) * | 2018-10-25 | 2019-03-19 | 中铁第勘察设计院集团有限公司 | Deep hole grouting reinforcement means and equipment in shield tunnel |
| CN109578023A (en) * | 2018-12-16 | 2019-04-05 | 王琪 | The displaced type rotary jet grouting trolley and construction method that Tunnel Repair is reinforced |
| CN110836121A (en) * | 2019-11-27 | 2020-02-25 | 杭州合跃科技有限责任公司 | Anti-floating reinforcing structure of operated subway tunnel and construction method |
| CN210396748U (en) * | 2019-04-29 | 2020-04-24 | 同济大学 | Shield tunnel repairing and reinforcing platform |
| CN213063587U (en) * | 2020-09-17 | 2021-04-27 | 华东交通大学 | Prevention and control device for upward floating of full-section rocky stratum slurry shield segment |
| CN113279771A (en) * | 2021-06-22 | 2021-08-20 | 中建交通建设集团有限公司 | Prevent prefabricated assembled structure of shield tunnel section of jurisdiction come-up under water |
-
2021
- 2021-09-28 CN CN202111140218.3A patent/CN113982637B/en active Active
Patent Citations (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104912562A (en) * | 2015-06-30 | 2015-09-16 | 中铁一局集团有限公司 | Construction method for deformation control over existing operation tunnel crossing under shield |
| CN105926633A (en) * | 2016-03-25 | 2016-09-07 | 曹信江 | Method for protecting surrounding soil or building in foundation pit construction |
| CN207568618U (en) * | 2017-10-16 | 2018-07-03 | 广州地铁设计研究院有限公司 | tunnel reinforcement structure |
| CN108222952A (en) * | 2017-12-18 | 2018-06-29 | 上海市基础工程集团有限公司 | Airport taxi runway subsidence control method in shield crossing operation |
| CN109488334A (en) * | 2018-10-25 | 2019-03-19 | 中铁第勘察设计院集团有限公司 | Deep hole grouting reinforcement means and equipment in shield tunnel |
| CN109578023A (en) * | 2018-12-16 | 2019-04-05 | 王琪 | The displaced type rotary jet grouting trolley and construction method that Tunnel Repair is reinforced |
| CN210396748U (en) * | 2019-04-29 | 2020-04-24 | 同济大学 | Shield tunnel repairing and reinforcing platform |
| CN110836121A (en) * | 2019-11-27 | 2020-02-25 | 杭州合跃科技有限责任公司 | Anti-floating reinforcing structure of operated subway tunnel and construction method |
| CN213063587U (en) * | 2020-09-17 | 2021-04-27 | 华东交通大学 | Prevention and control device for upward floating of full-section rocky stratum slurry shield segment |
| CN113279771A (en) * | 2021-06-22 | 2021-08-20 | 中建交通建设集团有限公司 | Prevent prefabricated assembled structure of shield tunnel section of jurisdiction come-up under water |
Non-Patent Citations (1)
| Title |
|---|
| 长距离深大基坑开挖下卧隧道上浮控制措施研究;祁恒远等;山西建筑;第44卷(第6期);第175-177页 * |
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| CN113982637A (en) | 2022-01-28 |
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