CN115162408A - Construction method for repairing collapsed tunnel - Google Patents
Construction method for repairing collapsed tunnel Download PDFInfo
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- CN115162408A CN115162408A CN202210674084.1A CN202210674084A CN115162408A CN 115162408 A CN115162408 A CN 115162408A CN 202210674084 A CN202210674084 A CN 202210674084A CN 115162408 A CN115162408 A CN 115162408A
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- 238000010276 construction Methods 0.000 title claims abstract description 39
- 238000007710 freezing Methods 0.000 claims abstract description 41
- 230000008014 freezing Effects 0.000 claims abstract description 40
- 238000000034 method Methods 0.000 claims abstract description 37
- 230000008439 repair process Effects 0.000 claims abstract description 17
- 239000002689 soil Substances 0.000 claims description 32
- 238000009412 basement excavation Methods 0.000 claims description 16
- 238000005553 drilling Methods 0.000 claims description 12
- 230000003014 reinforcing effect Effects 0.000 claims description 10
- 239000004576 sand Substances 0.000 claims description 9
- 239000004567 concrete Substances 0.000 claims description 8
- 238000004140 cleaning Methods 0.000 claims description 7
- 239000011378 shotcrete Substances 0.000 claims description 7
- 230000002093 peripheral effect Effects 0.000 claims description 6
- 230000004888 barrier function Effects 0.000 claims description 4
- 238000005452 bending Methods 0.000 claims description 4
- 230000006835 compression Effects 0.000 claims description 4
- 238000007906 compression Methods 0.000 claims description 4
- 238000011065 in-situ storage Methods 0.000 claims description 4
- 238000005065 mining Methods 0.000 claims description 4
- 239000011150 reinforced concrete Substances 0.000 claims description 4
- 238000010008 shearing Methods 0.000 claims description 4
- 230000003487 anti-permeability effect Effects 0.000 claims description 3
- 230000008569 process Effects 0.000 abstract description 10
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 25
- 229910000831 Steel Inorganic materials 0.000 description 22
- 239000010959 steel Substances 0.000 description 22
- 238000007789 sealing Methods 0.000 description 5
- 239000012267 brine Substances 0.000 description 3
- 238000010586 diagram Methods 0.000 description 3
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- FAPWRFPIFSIZLT-UHFFFAOYSA-M Sodium chloride Chemical compound [Na+].[Cl-] FAPWRFPIFSIZLT-UHFFFAOYSA-M 0.000 description 2
- 239000004568 cement Substances 0.000 description 2
- 239000003063 flame retardant Substances 0.000 description 2
- 230000002787 reinforcement Effects 0.000 description 2
- 150000003839 salts Chemical class 0.000 description 2
- 239000002002 slurry Substances 0.000 description 2
- 239000011780 sodium chloride Substances 0.000 description 2
- 239000011398 Portland cement Substances 0.000 description 1
- 239000000654 additive Substances 0.000 description 1
- 230000000996 additive effect Effects 0.000 description 1
- 238000005266 casting Methods 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/045—Underground structures, e.g. tunnels or galleries, built in the open air or by methods involving disturbance of the ground surface all along the location line; Methods of making them
- E02D29/05—Underground structures, e.g. tunnels or galleries, built in the open air or by methods involving disturbance of the ground surface all along the location line; Methods of making them at least part of the cross-section being constructed in an open excavation or from the ground surface, e.g. assembled in a trench
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/045—Underground structures, e.g. tunnels or galleries, built in the open air or by methods involving disturbance of the ground surface all along the location line; Methods of making them
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/11—Improving or preserving soil or rock, e.g. preserving permafrost soil by thermal, electrical or electro-chemical means
- E02D3/115—Improving or preserving soil or rock, e.g. preserving permafrost soil by thermal, electrical or electro-chemical means by freezing
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/18—Bulkheads or similar walls made solely of concrete in situ
- E02D5/187—Bulkheads or similar walls made solely of concrete in situ the bulkheads or walls being made continuously, e.g. excavating and constructing bulkheads or walls in the same process, without joints
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/46—Concrete or concrete-like piles cast in position ; Apparatus for making same making in situ by forcing bonding agents into gravel fillings or the soil
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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)
- Structural Engineering (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Environmental & Geological Engineering (AREA)
- Agronomy & Crop Science (AREA)
- Soil Sciences (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention discloses a construction method for repairing a collapsed tunnel. It comprises the following steps: and constructing an open cut section structure, isolating the complete shield tunnel from the damaged shield tunnel, horizontally freezing in the open cut section structure, excavating by a mine method, and connecting the open cut section structure with the complete shield tunnel. The open cut section structure is connected with the complete shield tunnel, the problem of collapse repair of the shield tunnel under the condition of a complex geological environment is solved, and the method has the characteristics of mature process, high construction speed, high engineering quality guarantee degree and the like.
Description
Technical Field
The invention belongs to the technical field of shield tunnels, and particularly relates to a construction method for repairing a collapsed tunnel.
Background
At present, with the rapid development of rail transit and in various river-crossing tunnel projects, the shield method process has higher and higher occupation ratio in the tunnel projects by virtue of the advantages of high speed, high safety, small influence and the like. Particularly, when the stratum is water-rich soft soil, sandy soil and the like, the stratum has the characteristics of high confined water head, strong stratum permeability and the like, and the shield tunnel is often used as the first choice of a tunnel engineering construction method. In the process of tunnel construction, various construction links have high risk, serious consequences can be caused by carelessness, and particularly in water-rich soft soil or sand layers, the requirements of rich underground water and granular sandy soil in the stratum on the safety of tunnel construction are high.
Along with the wide-range application of the shield tunnel, the safety construction accidents of the shield tunnel caused by various reasons emerge endlessly, and the whole tunnel can be collapsed and scrapped in severe cases, thereby causing great safety influence on the surrounding environment and the building structure.
In the construction process of the shield tunnel under the geological conditions of rich water and rich sand, the sealing brush at the tail part of the shield machine is easy to puncture due to external high confined water caused by various reasons, so that external sandy soil and underground water are caused to flow into the shield machine, the whole shield machine and the shield tunnel finished in the early stage are submerged by the external sandy soil and the underground water when the sealing brush is not plugged in time, and the ground subsidence is caused by soil erosion on the upper part of the tunnel. And the tunnel structure of the upper half part collapses due to uneven stress of the partial tunnels, so that the ground is further collapsed.
The tunnel engineering is a high-risk underground engineering, different from ground engineering, the tunnel engineering has the characteristics of uniqueness, irreversibility, difficult repairability and the like, after the shield tunnel of a part of water-rich soft soil or sand layer collapses, the tunnel engineering has the characteristics of high engineering repair cost, long construction period and the like due to the unique line, so that how to repair the collapsed shield tunnel quickly and economically becomes an engineering problem, and a new construction method for repairing the collapsed tunnel needs to be invented.
Disclosure of Invention
The invention aims to solve the defects of the background technology and provide a construction method for repairing a collapsed tunnel. The method is suitable for the shield tunnel collapse repair engineering under the complex geological environment condition, and solves the problem of the shield tunnel collapse repair under the complex geological environment condition.
The technical scheme adopted by the invention is as follows: a construction method for repairing a collapsed tunnel comprises the following steps: and constructing an open cut section structure, isolating the complete shield tunnel from the damaged shield tunnel, horizontally freezing in the open cut section structure, excavating by a mine method, and connecting the open cut section structure with the complete shield tunnel.
Specifically comprises
Step 1: judging the range of the tunnel collapse area on the ground;
and 2, step: setting an open excavation section foundation pit starting point at a boundary point of a complete shield tunnel and a damaged shield tunnel in the tunnel collapse area range;
and step 3: excavating an open cut section foundation pit, constructing an open cut section underground continuous wall and an open cut section internal structure of an open cut section structure, setting up horizontal freezing holes in the open cut section structure, and performing horizontal freezing;
and 4, step 4: after the horizontal freezing reaches the strength, excavating a tunnel by a mining method and erecting primary supports in time;
and 5: and pouring a secondary lining, connecting the complete shield tunnel with the open cut section structure, cleaning sand in the tunnel, and completing the repair of the whole shield tunnel.
In the above step 3, the construction open cut section structure includes: the method comprises the steps of drilling on the ground, reinforcing a high-pressure jet grouting pile, cleaning underground barriers, constructing an underground diaphragm wall of an open cut section and constructing an internal structure of the open cut section.
In the step 4, the horizontal freezing holes are formed in the side walls of the open excavation section structure, the complete shield tunnel and the peripheral soil body are frozen into a horizontal cylinder, manual excavation is performed after certain strength is achieved, the complete shield tunnel is excavated along the line direction, two to three ring pipe pieces are removed, then a section of mine method tunnel is cast in situ, and the complete shield tunnel and the open excavation section structure are connected in a seamless mode.
In the step 3, the uniaxial compression resistance, the bending tensile resistance and the shearing resistance of the horizontally frozen and reinforced soil body are not less than 3.6MPa, not less than 2.0MPa and not less than 1.5MPa, the thickness of the frozen longitudinal curtain is two to three ring tube sheet widths plus 3.0m, and the average temperature of the frozen curtain is minus 10 ℃.
In the step 4, early strength shotcrete is adopted for primary support, the thickness is 200-300 mm, the strength of the concrete is C35, and the anti-permeability grade is P10; the section steel arch center between the sprayed concretes adopts I-shaped steels I16-I22, the section steels are connected by angle steels and steel plates, and the types of the steel materials are Q235b grade steels.
In the step 5, the secondary lining is made of molded reinforced concrete, the thickness is 300-350 mm, the strength of the concrete is C35, and the impermeability grade is P12.
According to the invention, the open cut section structure is arranged on the ground, after the complete and damaged shield tunnel is isolated, the open cut section structure is horizontally frozen and excavated by a mine method, so that the open cut section structure is connected with the complete shield tunnel. The method has the characteristics of mature process, high construction speed, high engineering quality guarantee degree and the like, and is successfully applied to shield repair engineering cases at present.
Drawings
FIG. 1 is a plan view of a repair shield tunnel structure;
FIG. 2 is a vertical layout of a repair shield tunnel structure;
FIG. 3 is a cross-sectional layout of a repair shield tunnel structure;
FIG. 4 is a schematic view of a repair shield tunnel construction step 1;
FIG. 5 is a schematic diagram of a repair shield tunnel construction step 2;
FIG. 6 is a schematic diagram of a repair shield tunnel construction step 3;
FIG. 7 is a schematic view of a repair shield tunnel construction step 4;
fig. 8 is a schematic diagram of a repair shield tunnel construction step 5.
Wherein: 1-1-complete shield tunnel, 1-2-broken shield tunnel, 1-3-shield machine, 1-4-sealing brush, 2-1-open excavation section underground continuous wall, 2-2-open excavation section internal structure, 3-1-horizontal freezing hole, 3-2-freezing reinforced structure, 4-1-primary support, 4-2-secondary lining, 5-ground drilling and 6-high-pressure rotary jet pile reinforced structure.
Detailed Description
The invention will be further described in detail with reference to the following drawings and specific examples, which are not intended to limit the invention, but are for clear understanding.
As shown in fig. 4, in the construction process of the shield tunnel under the geological conditions of rich water and rich sand, the external high confined water easily punctures the sealing brush 1-4 at the tail of the shield machine 1-3 due to various reasons, so that external sandy soil and underground water are flushed into the shield machine 1-3, the whole shield machine 1-3 and the shield tunnel finished in the early stage are submerged by the external sandy soil and underground water when the sealing brush is not plugged in time, and the ground subsidence is caused by water and soil loss at the upper part of the tunnel. Wherein, the partial tunnel causes the tunnel structure of the upper half to collapse due to uneven stress, thereby causing the ground to further collapse.
As shown in fig. 4-8, the construction method for repairing the collapsed tunnel of the present invention comprises the following steps: and constructing an open cut section structure, isolating the complete shield tunnel from the damaged shield tunnel, horizontally freezing in the open cut section structure, excavating by a mine method, and connecting the open cut section structure with the complete shield tunnel.
Specifically comprises
Step 1: judging the range of the tunnel collapse area on the ground; the collapsed tunnel is filled with sandy soil and underground water, a part of tunnels have collapsed shield segment structures, in order to reduce the engineering investment and shorten the engineering scale, the scale of the open excavation segment structure is reduced as much as possible, and the complete shield tunnel at the lower part is fully utilized, so that the collapse range of the tunnel is judged on the ground by comprehensive means such as ground hole probing, geophysical prospecting scanning and the like at the beginning of the engineering,
step 2: setting an open excavation section foundation pit starting point at a boundary point of a complete shield tunnel 1-1 and a damaged shield tunnel 1-2 in the tunnel collapse area range; after judging the range of the complete and damaged tunnel, arranging an open cut section structure at a boundary point of the complete and damaged tunnel, wherein the difference between the open cut section structure and the common open cut section engineering lies in how to smoothly construct the underground continuous wall under the condition that an underground barrier (a complete shield tunnel) is arranged at the lower part of the open cut section structure;
and step 3: excavating an open cut section foundation pit, constructing an open cut section underground continuous wall 2-1 and an open cut section internal structure 2-2 of an open cut section structure, setting a horizontal freezing hole 3-1 in the open cut section structure, and horizontally freezing;
and 4, step 4: after the horizontal freezing reaches the strength, excavating a tunnel by a mining method and erecting a primary support 4-1 in time;
and 5: and (4) pouring a secondary lining 4-2, connecting the complete shield tunnel 1-1 with the open cut section structure, cleaning sand in the tunnel, and completing the repair of the whole shield tunnel.
In the above step 3, the construction open cut section structure includes: the method comprises the following steps of drilling on the ground, reinforcing a high-pressure jet grouting pile, cleaning underground barriers, constructing an underground diaphragm wall of an open cut section and constructing an internal structure of the open cut section.
In the step 4, the horizontal freezing holes are formed in the side walls of the open excavation section structure, the complete shield tunnel and the peripheral soil body are frozen into a horizontal cylinder, manual excavation is performed after certain strength is achieved, the complete shield tunnel is excavated along the line direction, two to three ring pipe pieces are removed, then a section of mine method tunnel is cast in situ, and the complete shield tunnel and the open excavation section structure are connected in a seamless mode.
In the step 3, the uniaxial compression resistance, the bending tensile resistance and the shearing resistance of the horizontally frozen and reinforced soil body are not less than 3.6MPa, not less than 2.0MPa and not less than 1.5MPa, the thickness of the frozen longitudinal curtain is two to three ring tube sheet widths plus 3.0m, and the average temperature of the frozen curtain is minus 10 ℃.
In the step 4, early strength shotcrete is adopted for primary support, the thickness is 200-300 mm, the strength of the concrete is C35, and the anti-permeability grade is P10; the section steel arch center between the sprayed concretes adopts I-shaped steels I16-I22, the section steels are connected by angle steels and steel plates, and the types of the steel materials are Q235b grade steels.
In the step 5, the secondary lining is made of molded reinforced concrete, the thickness is 300-350 mm, the strength of the concrete is C35, and the impermeability grade is P12. As shown in fig. 1-3, the repaired shield tunnel structure of the present invention is shown. The tunnel freezing device comprises an open cut section structure arranged at a boundary point of a complete shield tunnel 1-1 and a damaged shield tunnel 1-2, wherein the open cut section structure comprises an open cut section underground continuous wall 2-1 and an open cut section internal structure 2-2, a freezing reinforcing structure 3-2 is arranged on a side wall of the open cut section structure, a section of mine method tunnel is arranged in the freezing reinforcing structure 3-2, the complete shield tunnel 1-1 and peripheral soil, and the complete shield tunnel 1-1 and the open cut section structure are connected in a seamless mode. And a ground drilling hole 5 and a high-pressure jet grouting pile reinforcing structure 6 are arranged at the boundary point of the complete shield tunnel 1-1 and the damaged shield tunnel 1-2 and used for reinforcing the open cut section structure. The mine-method tunnel comprises a primary support 4-1 and a secondary lining 4-2 which are arranged on the inner wall of the freezing and reinforcing structure. The internal structure of the open cut section is a frame stress structure inside the underground continuous wall 2-1 of the open cut section.
In the step 3, the tunnel is usually in a high confined water stratum when the tunnel collapses, so that the open cut section enclosure structure is a mature process with high water-stopping performance, large structural rigidity and high construction speed, such as an underground continuous wall. In order to ensure the smooth pore-forming of the underground diaphragm wall, two auxiliary measures need to be taken in advance on the ground:
(1) And (3) treating collapsed holes of the underground diaphragm wall: the strength and the impermeability of water and soil on two sides of a groove formed by the underground diaphragm wall are improved by reinforcing the drilling high-pressure jet grouting pile, when the tunnel collapses, external water and soil gush from the collapse part of the tunnel and the end of the shield machine 1-3, underground water and sand filled in the complete shield tunnel flow in as water and soil outside the tunnel, and the underground water and the sand have the characteristics of loose structure, low strength, poor compactness and the like, and have great difference with an original soil body. In order to ensure that the underground continuous wall does not collapse when being grooved, the strength and the impermeability of soil bodies in a certain range at two sides of the grooved underground continuous wall can be improved by drilling the holes on the ground and reinforcing the high-pressure jet grouting piles.
The technical requirements of the high-pressure jet grouting pile are as follows:
the reinforced soil body should have certain homogeneity and self-supporting property, the 28-day unconfined compressive strength of the reinforced soil body is not less than 0.8MPa, and the longitudinal thickness of the reinforcement should be determined according to the stability requirement of the grooving. The deviation of the pile position is not more than 100mm, the deviation of the pile diameter is not more than 50mm, and the deviation of the verticality is not more than 1%. The slurry is preferably ordinary Portland cement of over 42.5 grades, and a proper amount of additive and admixture can be added according to the needs, and the dosage is determined by experiments, and the water-cement ratio of the cement slurry is 1.0-1.5. The lifting speed can be 10-15 cm/min, and the rotating speed is 8-12 rpm.
(2) Cleaning underground obstacles: the method comprises the steps of crushing a complete shield tunnel, wherein the structural strength grade of a shield tunnel segment is generally C50 or above, the compressive strength of a structural axis is up to 32MPa or above, the segment structure is difficult to be broken or the breaking progress is slow by the existing underground continuous wall grooving equipment (such as a hydraulic grab, a double-wheel mill and the like), if a percussion drilling process is adopted, the peripheral complete shield tunnel can be damaged by vibration in the construction process, and therefore a geological drilling machine or a full-circle full-casing drilling machine process can be adopted to quickly and safely penetrate the existing complete shield tunnel. After underground obstacles in the grooving range are removed, the underground continuous wall can be finished by adopting conventional grooving equipment.
After the underground continuous wall is grooved, the open cut section structure construction can be completed by adopting common construction methods such as an open cut forward method, an open cut reverse method and the like.
A certain gap exists between the open excavation section structure and the complete shield tunnel due to construction of a geological drilling rig or a full-rotation full-casing drilling rig, the gap is communicated with external water and soil, and targeted treatment is required to be performed in the later period. The method comprises the steps of adopting a horizontal freezing construction scheme of an open cut section structure, freezing a complete shield tunnel and a peripheral soil body into a horizontal cylinder by arranging a horizontal freezing hole on a side wall of the open cut section structure, manually excavating after reaching a certain strength, casting a section of mine tunnel in situ after excavating two to three ring pipe pieces from the complete shield tunnel along the line direction, and finally realizing seamless connection of the complete shield tunnel and the open cut section structure.
The horizontal freezing method has the technical requirements of reinforcement:
the reinforced soil has uniaxial compression resistance of not less than 3.6MPa, bending tensile strength of not less than 2.0MPa, and shearing resistance of not less than 1.5MPa (-10 ℃). The thickness of the frozen longitudinal curtain is designed to be +3.0m of the width of two to three ring pipe sheets. Average frozen curtain temperature-10 ℃. In order to ensure that the average temperature of the frozen soil reaches the calculated value when the frozen soil is designed, the average temperature when the frozen soil is checked and accepted should not be higher than-10 ℃. When the freezing is actively carried out, no precipitation measure is required within the range of 200m near the freezing area. There must not be concentrated water flow in the soil layer in the freezing zone. And laying an insulating layer on the inner side of the open cut section structure at the periphery of the freezing wall, wherein the laying range is 3m outside the boundary of the designed freezing wall. The heat insulating layer is made of flame-retardant (or flame-retardant) flexible plastic foam board, the thickness is not less than 40mm, and the heat conductivity coefficient is not more than 0.04w/mk. The active freezing time is designed to be 40-50 days. The freezing flow rate of Kong Shankong is required to be not less than 5m 3 H; the brine temperature should be adjusted on positive freezing with the following rules: actively freezing for 7 days until the temperature of the saline is reduced to below-18 ℃; actively freezing for 15 days until the temperature of the saline is reduced to below-24 ℃. When excavating, the temperature difference of the salt water in the removing and returning circuits is not more than 2 ℃, and the temperature of the salt water is reduced to be below minus 28 ℃. If the brine temperature and the brine flow rate do not meet the design requirements, the active freezing time should be properly prolonged. The average temperature of the interface between the freezing wall and the station structure on the arrangement circle of the freezing holes on the periphery of the portal is not higher than-5 ℃. The average temperature of the freezing wall is designed to be less than or equal to-10 ℃ at other parts.
The technical requirements of the mine method tunnel are as follows:
early strength sprayed concrete is adopted for primary support, the thickness is 200-300 mm, the strength of the concrete is C35, and the impermeability grade is P10; the section steel arch center between the sprayed concretes adopts I-shaped steels I16-I22, the section steels are connected by angle steels and steel plates, and the types of the steel materials are Q235b grade steels. In order to improve the convenience of site operation, the steel arch frame is formed by splicing a plurality of blocks, and the splicing mode adopts bolt connection. The secondary lining is made of molded reinforced concrete, the thickness is 300-350 mm, the concrete strength is C35, and the impermeability grade is P12.
Those not described in detail in this specification are within the skill of the art.
Claims (7)
1. A construction method for repairing a collapsed tunnel is characterized in that: the method comprises the following steps: and constructing an open cut section structure, after isolating the complete shield tunnel from the damaged shield tunnel, horizontally freezing in the open cut section structure, excavating by a mining method, and connecting the open cut section structure with the complete shield tunnel.
2. The construction method for repairing the collapsed tunnel according to claim 1, wherein: specifically comprises
Step 1: judging the range of the tunnel collapse area on the ground;
step 2: setting an open excavation section foundation pit starting point at a boundary point of a complete shield tunnel and a damaged shield tunnel in the tunnel collapse area range;
and 3, step 3: excavating an open cut section foundation pit, constructing an open cut section underground continuous wall and an open cut section internal structure of an open cut section structure, setting up horizontal freezing holes in the open cut section structure, and performing horizontal freezing;
and 4, step 4: after the horizontal freezing reaches the strength, excavating a tunnel by a mining method and erecting primary supports in time;
and 5: and pouring a secondary lining, connecting the complete shield tunnel with the open cut section structure, cleaning sand in the tunnel, and completing the repair of the whole shield tunnel.
3. The construction method for repairing a collapsed tunnel according to claim 2, wherein: in the above step 3, the construction open cut section structure includes: the method comprises the steps of drilling on the ground, reinforcing a high-pressure jet grouting pile, cleaning underground barriers, constructing an underground diaphragm wall of an open cut section and constructing an internal structure of the open cut section.
4. The construction method for repairing a collapsed tunnel according to claim 2, wherein: in the step 4, the horizontal freezing holes are formed in the side walls of the open excavation section structure, the complete shield tunnel and the peripheral soil body are frozen into a horizontal cylinder, manual excavation is performed after certain strength is achieved, the complete shield tunnel is excavated along the line direction, two to three ring pipe pieces are removed, then a section of mine method tunnel is cast in situ, and the complete shield tunnel and the open excavation section structure are connected in a seamless mode.
5. The construction method for repairing a collapsed tunnel according to claim 2, wherein: in the step 3, the uniaxial compression resistance, the bending tensile resistance and the shearing resistance of the soil body reinforced by horizontal freezing are not less than 3.6MPa, not less than 2.0MPa and not less than 1.5MPa, the thickness of the frozen longitudinal curtain is two to three circular tube sheet width plus 3.0m, and the average temperature of the frozen curtain is minus 10 ℃.
6. The construction method for repairing the collapsed tunnel according to claim 2, wherein: in the step 4, early strength shotcrete is adopted for the primary support, the thickness is 200-300 mm, the strength of the concrete is C35, and the anti-permeability grade is P10.
7. The construction method for repairing a collapsed tunnel according to claim 2, wherein: in the step 5, the secondary lining is made of molded reinforced concrete, the thickness is 300-350 mm, the strength of the concrete is C35, and the impermeability grade is P12.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210674084.1A CN115162408B (en) | 2022-06-14 | 2022-06-14 | Construction method for repairing collapse tunnel |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210674084.1A CN115162408B (en) | 2022-06-14 | 2022-06-14 | Construction method for repairing collapse tunnel |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN115162408A true CN115162408A (en) | 2022-10-11 |
| CN115162408B CN115162408B (en) | 2024-02-02 |
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| CN202210674084.1A Active CN115162408B (en) | 2022-06-14 | 2022-06-14 | Construction method for repairing collapse tunnel |
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Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH06346698A (en) * | 1993-06-08 | 1994-12-20 | Kajima Corp | Construction method of underground space |
| CN101864962A (en) * | 2010-05-12 | 2010-10-20 | 上海市城市建设设计研究院 | Soft soil layer channel freezing underground excavation in-situ remediation construction method |
| CN109441479A (en) * | 2018-10-23 | 2019-03-08 | 北京市城远市政工程有限责任公司 | A kind of bored tunnel sump remedy method |
| CN110748350A (en) * | 2019-10-28 | 2020-02-04 | 中国石油大学(华东) | Method for quickly treating collapse of urban subway tunnel passing through water-rich sand layer section |
| CN110820803A (en) * | 2019-11-11 | 2020-02-21 | 北京市市政工程设计研究总院有限公司 | Open excavation construction method for transverse connection channel of shield tunnel |
| CN114483056A (en) * | 2022-03-31 | 2022-05-13 | 中国电建市政建设集团有限公司 | Method for treating collapse roof caving hole of high-speed railway shallow tunnel within 15m of height of collapsed cavity |
-
2022
- 2022-06-14 CN CN202210674084.1A patent/CN115162408B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH06346698A (en) * | 1993-06-08 | 1994-12-20 | Kajima Corp | Construction method of underground space |
| CN101864962A (en) * | 2010-05-12 | 2010-10-20 | 上海市城市建设设计研究院 | Soft soil layer channel freezing underground excavation in-situ remediation construction method |
| CN109441479A (en) * | 2018-10-23 | 2019-03-08 | 北京市城远市政工程有限责任公司 | A kind of bored tunnel sump remedy method |
| CN110748350A (en) * | 2019-10-28 | 2020-02-04 | 中国石油大学(华东) | Method for quickly treating collapse of urban subway tunnel passing through water-rich sand layer section |
| CN110820803A (en) * | 2019-11-11 | 2020-02-21 | 北京市市政工程设计研究总院有限公司 | Open excavation construction method for transverse connection channel of shield tunnel |
| CN114483056A (en) * | 2022-03-31 | 2022-05-13 | 中国电建市政建设集团有限公司 | Method for treating collapse roof caving hole of high-speed railway shallow tunnel within 15m of height of collapsed cavity |
Non-Patent Citations (2)
| Title |
|---|
| 中国建筑业协深基础施工分会编，王新杰主编: "海峡两岸地工技术/岩土工程交流研讨会论文集", 中国科学技术出版社, pages: 305 * |
| 张存: "塌陷盾构隧道抢险修复", 现代城市轨道交通, no. 03, pages 85 - 87 * |
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