CN107630706B - Tunnel bottom structure for eliminating tunnel inverted arch bulge in high-earth-pressure area and construction method - Google Patents
Tunnel bottom structure for eliminating tunnel inverted arch bulge in high-earth-pressure area and construction method Download PDFInfo
- Publication number
- CN107630706B CN107630706B CN201711002734.3A CN201711002734A CN107630706B CN 107630706 B CN107630706 B CN 107630706B CN 201711002734 A CN201711002734 A CN 201711002734A CN 107630706 B CN107630706 B CN 107630706B
- Authority
- CN
- China
- Prior art keywords
- tunnel
- pressure relief
- inverted arch
- steel pipe
- backfill layer
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Images
Classifications
-
- 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
Landscapes
- Underground Structures, Protecting, Testing And Restoring Foundations (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The utility model relates to the technical structure field of tunnel defect remediation, in particular to a tunnel bottom structure for eliminating tunnel inverted arch uplift in a high-earth-pressure area and a construction method. Comprises an inverted arch and an overexcavation backfill layer; a plurality of groups of pressure relief holes are drilled in the super-excavation backfill layer at intervals along the transverse direction of the tunnel, and each group of pressure relief holes comprises a plurality of pressure relief holes which are arranged at intervals along the longitudinal direction of the tunnel; the lower end of the pressure relief hole extends into surrounding rock below the tunnel bottom; the inverted arch is provided with a plurality of drainage ditches which are arranged at intervals along the transverse direction of the tunnel; a group of steel pipes are arranged in the drainage ditch; the steel pipe is filled with broken stone, and the steel pipe, the super-excavated backfill layer and the holes in the pressure relief holes are communicated. The tunnel bottom structure is orderly arranged, the construction process is convenient and compact, and the economic and environment-friendly effects are obvious. When the inverted arch is prevented from being raised and damaged due to the vertical upward high-stress effect, the method can effectively release the ground stress and discharge high-water-level underground water, so that the potential safety hazard of later-period operation of the tunnel is eliminated, and the effect of preventing the inverted arch from being raised and controlling the root cause is achieved.
Description
Technical Field
The utility model relates to the technical structure field of tunnel defect remediation, in particular to a tunnel bottom structure for eliminating tunnel inverted arch uplift in a high-earth-pressure area and a construction method.
Background
Under the high-earth-pressure area environment, due to the combined action of high stress and high stress, the built tunnel changes along with time, and the inverted arch bulge damage phenomenon can occur when the ground stress under the inverted arch is slowly released. In order to ensure good conditions of the later-period operation traffic of the tunnel, a certain technical means is needed to be adopted to prevent the inverted arch from rising during tunnel construction, and three general technical methods exist in the prior art: and (5) applying an ultra-long underground anchor rod, a pulling-resistant pile and grouting reinforcement on the bottom surface of the tunnel. The three technical methods take the upward-resisting ground stress as a starting point for field construction, the effect of preventing the inverted arch from rising is achieved within a certain period of time, but as time is accumulated, the surrounding rock stress is slowly released, so that the vertical upward-resisting ground stress at the lower part of the inverted arch is increased, the inverted arch is damaged, and the prior technical method only has the effect of treating the symptoms and the root causes.
The Chinese patent with the patent number of CN206092002U, namely a tunnel bottom structure for reducing the water pressure of an inverted arch of an existing tunnel, introduces a tunnel bottom structure, a central ditch is longitudinally arranged at the central position of the inverted arch by arranging an inverted arch filling layer at the bottom of the tunnel, pressure release holes are drilled in the central ditch and the inverted arch filling layer, and pressure release steel pipes are arranged in the pressure release holes, so that the underground water in surrounding rocks is discharged into the central ditch by the steel pipes, and the underground water pressure is released, and the damage to the bottom of the tunnel caused by the overhigh water pressure in the surrounding rocks is avoided. Although the tunnel bottom structure is relatively simple, in practice, the installation of the pressure relief steel pipe in the pressure relief hole is unfavorable for the drainage of underground water, and because the steel pipe is only provided with outlets at the bottom and the side, the underground water can only enter the steel pipe through the side and the bottom of the steel pipe, the drainage rate is too low, in addition, the steel pipe provided with the water outlet hole is drilled into surrounding rock, the construction difficulty is improved intangibly, the strength of the steel pipe is greatly reduced after the steel pipe is perforated, and the pile sinking construction is unfavorable. In addition, the steel pipe is actually used as a rigid member, is unfavorable for dissipating the ground stress, is easy to cause the inverted arch to bulge, and cannot achieve the purpose of dissipating the ground stress.
Disclosure of Invention
The utility model aims to solve the problems that the tunnel bottom structure in the prior art is unfavorable for groundwater discharge and ground stress dissipation in the background art, and provides a tunnel bottom structure for eliminating the bulge of the inverted arch of a tunnel in a high-ground-pressure area and a construction method.
The technical scheme of the utility model is as follows: the utility model provides an eliminate tunnel bottom structure of high ground area tunnel invert arch uplift, includes the invert that is located the tunnel bottom, its characterized in that: the super-excavation backfill layer is positioned below the inverted arch; the super-excavation backfill layer is of a pore structure filled with broken stone, a plurality of pressure relief holes are drilled in surrounding rock below the super-excavation backfill layer, and the pressure relief holes are arranged below the tunnel bottom in an array mode of being transversely arranged in rows and longitudinally arranged in columns; the lower end of the pressure relief hole extends into surrounding rock below the tunnel bottom, the upper end of the pressure relief hole is leveled with the lower end of the super-excavated backfill layer, and broken stone is filled in the pressure relief hole; the inverted arch is a concrete layer poured on the super-excavated backfill layer, and a plurality of drainage ditches which are arranged at intervals along the transverse direction of the tunnel are arranged on the inverted arch; the drainage ditch is a water collecting tank longitudinally arranged along the tunnel, a group of steel pipes are arranged in the drainage ditch, and each group of steel pipes comprises a plurality of steel pipes longitudinally arranged at intervals along the tunnel; the steel pipe is filled with broken stone, the lower end of the steel pipe extends into the super-excavation backfill layer, and the steel pipe, the super-excavation backfill layer and the holes in the pressure relief holes are communicated.
Further steel pipe link up the escape canal along vertical direction, the lower extreme stretches into and digs back filling layer more, its upper end is higher than the escape canal bottom surface and is lower than the up end of invert.
Further, each steel pipe is located between two adjacent pressure relief holes in the transverse direction, and the steel pipes and the pressure relief holes are not overlapped in the vertical direction.
The diameter of the steel pipe is 20-40 cm, the length of the steel pipe is 1-2 m, the distance between adjacent steel pipes in the transverse direction of the tunnel is 4-5 m, and the distance between adjacent steel pipes in the same drainage ditch in the longitudinal direction of the tunnel is 10-15 m.
The lower end of the steel pipe extends into the super-excavation backfill layer for 20-40 cm, and the upper end extends out of the bottom surface of the drainage ditch for 10-20 cm.
A construction method for eliminating the bulge of an inverted arch of a tunnel in a high-earth-pressure area is characterized by comprising the following steps: after the primary support of the tunnel is completed, excavating the bottom of the tunnel to form an overexcavation filling area, drilling a pressure relief hole in surrounding rock below the overexcavation filling area, backfilling broken stone in the pressure relief hole and the overexcavation filling area to form an overexcavation backfill layer, embedding the lower end of a steel pipe in broken stone of the overexcavation backfill layer, enabling the upper end of the steel pipe to be exposed out of the bottom surface of a drainage ditch to be poured, filling broken stone into the steel pipe to an upper pipe orifice after the embedding of the steel pipe is completed, and pouring concrete on the overexcavation backfill layer to form an inverted arch with a plurality of drainage ditches.
The method for further excavating the bottom of the tunnel to form the overexcavation filling area comprises the following steps: and excavating the lower part of the inverted arch design area, and excavating 40-60 cm downwards along the lower end surface of the inverted arch design area to form an overexcavation filling area.
The method for drilling the pressure relief holes in the surrounding rock below the overexcavation filling area is as follows: pressure relief holes with the diameter of 10-30 cm and the lower end extending into the surrounding rock by 20-30 m vertically are drilled on the surrounding rock below the overdrawing filling area along the transverse direction of the tunnel at intervals of 2-4 m and the longitudinal direction of 5-8 m, the pressure relief holes on the transverse two sides of the tunnel are firstly constructed symmetrically, and then pressure relief hole drilling construction is sequentially carried out according to the direction from the transverse side part of the tunnel to the middle of the tunnel.
The method for further backfilling broken stone into the pressure relief hole and the overexcavation filling area to form the overexcavation backfill layer comprises the following steps: and after the drilling is completed, backfilling broken stone with the grain size of 3-5 cm into the pressure relief hole and the overexcavation filling area, so that the broken stone in the pressure relief hole is communicated with the broken stone in the overexcavation backfill layer.
Further comprising the steps of: 1) After the primary support of the tunnel is completed, excavating downwards 40-60 cm along the lower end face of the inverted arch design area to form an overexcavation backfill area;
2) Constructing pressure relief holes with the diameter of 10-30 cm towards surrounding rock below the super-excavation backfill area and the lower end extending into the surrounding rock along the vertical direction for 20-30 m to form pressure relief Kong Kongqun with the interval of 2-4 m along the transverse direction and the interval of 5-8 m along the longitudinal direction of the tunnel;
3) Backfilling broken stone with the grain diameter of 3-5 cm into the pressure relief hole and the overexcavation backfill area to form an overexcavation backfill layer;
4) Embedding a vertical steel pipe with the diameter of 20-40 cm and the length of 1-2 m on the super-excavation backfill layer along the design position of the drainage ditch, embedding a part with the length of 20-40 cm at the lower end of the steel pipe into the super-excavation backfill layer, and filling broken stone with the length of 3-5 cm into the steel pipe to the upper end of the steel pipe;
5) And pouring concrete on the super-excavated backfill layer to form an inverted arch with a plurality of drainage ditches, exposing the upper end of the steel pipe to the bottom surface of the drainage ditches by 10-20 cm, and completing tunnel bottom structure construction after the inverted arch concrete is stabilized.
The utility model has the advantages that: 1. by arranging the pressure relief holes and filling broken stone into the pressure relief holes, the ground stress of the soil layer below the inverted arch can be effectively released, and the groundwater in the surrounding rock can be discharged through the pressure relief holes, so that the damage of the ground stress of the surrounding rock to the inverted arch is effectively reduced;
2. the underground water can be effectively led out through the arrangement of the steel pipe communicated super-excavation backfill layer, and the steel pipe can also ensure that the inverted arch has good strength, so that the inverted arch structure is not damaged due to excavation and drilling;
3. the broken stone in the pressure relief hole, the broken stone in the overexcavation backfill layer and the broken stone in the steel pipe are communicated through the holes, so that the groundwater is quickly permeated and discharged through capillary action, and the damage of ground stress to the inverted arch is effectively reduced.
The tunnel bottom structure is orderly arranged, the construction process is convenient and compact, and the economic and environment-friendly effects are obvious. When the inverted arch is prevented from being raised and damaged due to the vertical upward high-stress effect, the method can effectively release the ground stress and discharge high-water-level underground water, so that the potential safety hazard of later-period operation of the tunnel is eliminated, and the effect of preventing the inverted arch from being raised and controlling the root cause is achieved.
Drawings
Fig. 1: a schematic diagram of a gravel filling structure in the super-excavated backfill layer and the pressure relief hole;
fig. 2: schematic structural diagram of pre-buried steel pipe;
fig. 3: the construction structure of the utility model is schematically shown;
wherein: 1-primary support; 2-inverted arch; 3-overexcavation of the backfill layer; 4-drainage ditch; 5-a steel pipe; and 6, a pressure relief hole.
Detailed Description
The utility model will now be described in further detail with reference to the drawings and to specific examples.
As shown in fig. 1 to 3, a tunnel bottom structure for eliminating the bulge of the inverted arch of a tunnel in a high-ground area is disclosed, after the primary support 1 of the tunnel is completed, an inverted arch 2 is excavated below a designed area, 40cm to 60cm is excavated downwards to form an over-excavated backfill area, the over-excavated backfill area is used for backfilling gravels to form an over-excavated backfill layer 3, supporting layers with a plurality of holes are filled with gravels, the hole structure can effectively dissipate ground stress, and in addition, the hole structure can drain underground water through capillary phenomenon, so that the damage to the inverted arch 2 caused by excessive water pressure is avoided.
In order to quickly discharge underground water in surrounding rock below a tunnel bottom, in the embodiment, holes are drilled in the surrounding rock below the overexcavation backfill layer 3, as shown in fig. 1-3, pressure relief holes 6 are drilled in the surrounding rock, the diameter of the holes is 10-30 cm along the surrounding rock below the overexcavation filling area at intervals of 2-4 m in the transverse direction of the tunnel and intervals of 5-8 m in the longitudinal direction of the holes, the lower ends of the holes vertically extend into the surrounding rock for 20-30 m, broken stones are filled in the pressure relief holes 6, the broken stones in the pressure relief holes 6 are communicated with the broken stones in the overexcavation backfill layer 3 on the holes, the underground water can be discharged through gaps among the broken stones, in addition, the broken stones are filled in the pressure relief holes 6, the pressure relief holes are practically equivalent to a flexible stress release structure, and the ground stress can be released through the broken stone hole by extrusion.
The inverted arch 2 of the embodiment is a concrete layer, a plurality of drainage ditches 4 which are arranged at intervals along the transverse direction of the tunnel are arranged on the inverted arch 2, the drainage ditches 4 are water collecting tanks which are arranged along the longitudinal direction of the tunnel, a group of steel pipes 5 are arranged in each drainage ditch 4, each group of steel pipes 5 comprises a plurality of steel pipes 5 which are arranged at intervals along the longitudinal direction of the tunnel, and broken stones are filled in the steel pipes 5. The steel pipe 5 of this embodiment is a pipe structure for discharging groundwater, and the steel pipe 5 runs through the drainage ditch 4 along the vertical direction, and the lower extreme stretches into the super-dig backfill layer 3, and its upper end is higher than the drainage ditch 4 bottom surface and is lower than the up end of the inverted arch 2. Each steel pipe 5 is located between two adjacent pressure relief holes 6 in the transverse direction, and the steel pipes 5 and the pressure relief holes 6 do not overlap in the vertical direction. The diameter of the steel pipe 5 is 20-40 cm, the length is 1-2 m, the distance between adjacent steel pipes 5 along the transverse direction of the tunnel is 4-5 m, and the distance between adjacent steel pipes 5 in the same drainage ditch along the longitudinal direction of the tunnel is 10-15 m. The lower end of the steel pipe 5 extends into the super-excavated backfill layer 3 for 20-40 cm, and the upper end extends out of the bottom surface of the drainage ditch 4 for 10-20 cm. And the holes in the steel pipe 5, the super-excavation backfill layer 3 and the pressure relief hole 6 are communicated. The groundwater is discharged into the drain 4 by capillary phenomenon.
During actual construction, the method comprises the following steps: 1. after the tunnel primary support 1 is completed, excavating downwards 40-60 cm along the lower end surface of the designed area of the inverted arch 2 to form an overexcavation backfill area;
2. constructing pressure relief holes 6 with the diameter of 10-30 cm and the lower end extending into surrounding rock by 20-30 m vertically to form pressure relief hole 6 hole groups with the interval of 2-4 m transversely and the interval of 5-8 m longitudinally along the tunnel;
3. backfilling broken stone with the grain diameter of 3-5 cm into the pressure relief hole 6 and the overexcavation backfill area to form an overexcavation backfill layer 3, as shown in figure 1;
4. embedding a vertical steel pipe 5 with the diameter of 20-40 cm and the length of 1-2 m on the super-excavated backfill layer 3 along the design position of the drainage ditch 4, embedding a part of 20-40 cm at the lower end of the steel pipe 5 into the super-excavated backfill layer 3, and filling broken stone with the diameter of 3-5 cm into the steel pipe 5 to the upper end of the steel pipe 5 as shown in figure 2;
5. and pouring concrete on the super-excavated backfill layer 3 to form an inverted arch 2 with a plurality of drainage ditches 4, exposing the upper end of the steel pipe 5 to the bottom surface 10-20 cm of the drainage ditches 4, and completing tunnel bottom structure construction after the concrete of the inverted arch 2 is stabilized as shown in fig. 3.
The crushed stone of the embodiment is crushed stone with the particle size of 3-5 cm.
The foregoing has shown and described the basic principles, principal features and advantages of the utility model. It will be understood by those skilled in the art that the present utility model is not limited to the embodiments described above, and that the above embodiments and descriptions are merely illustrative of the principles of the present utility model, and various changes and modifications may be made without departing from the spirit and scope of the utility model, which is defined in the appended claims. The scope of the utility model is defined by the appended claims and equivalents thereof.
Claims (5)
1. A construction method for eliminating the bulge of an inverted arch of a tunnel in a high-earth-pressure area is characterized by comprising the following steps:
comprises an inverted arch (2) positioned at the bottom of the tunnel and an overbreak backfill layer (3) positioned below the inverted arch (2); the super-excavation backfill layer (3) is of a pore structure filled with broken stone, a plurality of pressure relief holes (6) are drilled in surrounding rock below the super-excavation backfill layer (3), and the pressure relief holes (6) are arranged below the tunnel bottom according to an array mode of being transversely arrayed and longitudinally arrayed; the lower end of the pressure relief hole (6) stretches into surrounding rock below the tunnel bottom, the upper end of the pressure relief hole is leveled with the lower end of the super-excavated backfill layer (3), and broken stone is filled in the pressure relief hole (6); the inverted arch (2) is a concrete layer poured on the super-excavated backfill layer (3), and a plurality of drainage ditches (4) which are arranged at intervals along the transverse direction of the tunnel are arranged on the inverted arch (2); the drainage ditches (4) are water collecting tanks longitudinally arranged along the tunnel, a group of steel pipes (5) are arranged in each drainage ditch (4), and each group of steel pipes (5) comprises a plurality of steel pipes (5) longitudinally arranged at intervals along the tunnel; the steel pipe (5) is filled with broken stone, the lower end of the steel pipe (5) extends into the super-excavation backfill layer (3), and the steel pipe (5), the super-excavation backfill layer (3) and the holes in the pressure relief holes (6) are communicated;
the steel pipe (5) penetrates through the drainage ditch (4) along the vertical direction, the lower end of the steel pipe extends into the super-excavation backfill layer (3), and the upper end of the steel pipe is higher than the bottom surface of the drainage ditch (4) and lower than the upper end surface of the inverted arch (2);
each steel pipe (5) is positioned between two adjacent pressure relief holes (6) in the transverse direction, and the steel pipes (5) and the pressure relief holes (6) are not overlapped in the vertical direction;
after the tunnel primary support (1) is completed, excavating the bottom of the tunnel to form an overexcavation filling area, drilling a pressure relief hole (6) in surrounding rock below the overexcavation filling area, backfilling broken stone into the pressure relief hole (6) and the overexcavation filling area to form an overexcavation backfill layer (3), embedding the lower end of the steel pipe (5) in broken stone of the overexcavation backfill layer (3), enabling the upper end of the steel pipe (5) to be exposed out of the bottom surface of a drainage ditch (4) to be poured, filling broken stone into an upper end pipe orifice into the steel pipe (5) after the embedding of the steel pipe (5) is completed, and pouring concrete on the overexcavation backfill layer (3) to form an inverted arch (2) with a plurality of drainage ditches (4).
2. The construction method for eliminating the inverted arch of the tunnel in the high-earth-pressure area according to claim 1, wherein the construction method comprises the following steps: the method for excavating the bottom of the tunnel to form the overexcavation filling area comprises the following steps: and excavating the lower part of the design area of the inverted arch (2), and excavating downwards 40-60 cm along the lower end face of the design area of the inverted arch (2) to form an overexcavation filling area.
3. The construction method for eliminating the inverted arch of the tunnel in the high-earth-pressure area according to claim 1, wherein the construction method comprises the following steps: the method for drilling the pressure relief holes (6) on the surrounding rock below the overexcavation filling area comprises the following steps: the pressure relief holes (6) with the diameter of 10-30 cm are drilled on surrounding rocks below the overdrawing filling area along the transverse direction of the tunnel at intervals of 2-4 m and the longitudinal direction of 5-8 m, the lower ends of the pressure relief holes (6) vertically extend into the surrounding rocks for 20-30 m, the pressure relief holes (6) on the transverse two sides of the tunnel are firstly constructed symmetrically, and then the drilling construction of the pressure relief holes (6) is sequentially carried out according to the direction from the transverse two sides of the tunnel to the middle of the tunnel.
4. The construction method for eliminating the inverted arch of the tunnel in the high-earth-pressure area according to claim 1, wherein the construction method comprises the following steps: the method for backfilling broken stone into the pressure relief hole (6) and the overexcavation filling area to form the overexcavation backfill layer (3) comprises the following steps: and backfilling broken stone with the grain size of 3-5 cm into the pressure relief hole (6) and the overexcavation filling area after drilling is completed, so that the broken stone in the pressure relief hole (6) is communicated with the broken stone in the overexcavation backfill layer (3) through pores.
5. The construction method for eliminating the inverted arch of the tunnel in the high-earth-pressure area according to claim 1, wherein the construction method comprises the following steps: the method comprises the following steps: 1) After the tunnel primary support (1) is completed, excavating downwards 40-60 cm along the lower end face of the designed area of the inverted arch (2) to form an overexcavation backfill area;
2) Constructing pressure relief holes (6) with the diameter of 10-30 cm towards surrounding rocks below the super-excavation backfill area and the lower end extending into the surrounding rocks by 20-30 m vertically to form pressure relief holes (6) hole groups with the interval of 2-4 m along the transverse direction and the interval of 5-8 m along the longitudinal direction of the tunnel;
3) Backfilling broken stone with the grain diameter of 3-5 cm into the pressure relief hole (6) and the super-excavation backfill area to form a super-excavation backfill layer (3);
4) Embedding a vertical steel pipe (5) with the diameter of 20-40 cm and the length of 1-2 m on the super-excavated backfill layer (3) along the design position of the drainage ditch (4), embedding a part of 20-40 cm lower end of the steel pipe (5) into the super-excavated backfill layer (3), and filling broken stone with the diameter of 3-5 cm into the steel pipe (5) to the upper end of the steel pipe (5);
5) And pouring concrete on the super-excavated backfill layer (3) to form an inverted arch (2) with a plurality of drainage ditches (4), exposing the upper end of the steel pipe (5) to 10-20 cm of the bottom surface of the drainage ditches (4), and completing tunnel bottom structure construction after the concrete of the inverted arch (2) is stabilized.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201711002734.3A CN107630706B (en) | 2017-10-24 | 2017-10-24 | Tunnel bottom structure for eliminating tunnel inverted arch bulge in high-earth-pressure area and construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201711002734.3A CN107630706B (en) | 2017-10-24 | 2017-10-24 | Tunnel bottom structure for eliminating tunnel inverted arch bulge in high-earth-pressure area and construction method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN107630706A CN107630706A (en) | 2018-01-26 |
| CN107630706B true CN107630706B (en) | 2023-05-26 |
Family
ID=61106238
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201711002734.3A Active CN107630706B (en) | 2017-10-24 | 2017-10-24 | Tunnel bottom structure for eliminating tunnel inverted arch bulge in high-earth-pressure area and construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN107630706B (en) |
Families Citing this family (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108316062B (en) * | 2018-02-11 | 2020-04-21 | 中铁二院工程集团有限责任公司 | Construction method of control device for tunnel bottom upper arch of ballastless track |
| CN109706909B (en) * | 2019-02-21 | 2024-08-23 | 郑州市市政工程总公司 | Structure foundation reinforcing structure for underground shield underpass and construction method thereof |
| CN111779500A (en) * | 2020-06-29 | 2020-10-16 | 中铁第一勘察设计院集团有限公司 | Method for constructing tunnel structure |
Citations (18)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0673997A (en) * | 1992-08-25 | 1994-03-15 | Shimizu Corp | Construction of waterway tunnel |
| JPH11303592A (en) * | 1998-04-17 | 1999-11-02 | Shimizu Corp | Multiple timbering construction method |
| CN101644160A (en) * | 2009-06-05 | 2010-02-10 | 中国科学院武汉岩土力学研究所 | High ground stress soft rock stress-relief construction method |
| CN102787849A (en) * | 2012-08-28 | 2012-11-21 | 江苏建筑职业技术学院 | Deep coal mine tunnel with pressure yielding function |
| CN104612698A (en) * | 2015-01-24 | 2015-05-13 | 杭州天恒投资建设管理有限公司 | Method for constructing upper step middle partition wall of shallow-buried excavation tunnel |
| CN204552818U (en) * | 2014-12-11 | 2015-08-12 | 中铁十一局集团第五工程有限公司 | The drainage system of ditch, side, anti-tunnel bottom leaky |
| JP2015155626A (en) * | 2014-02-21 | 2015-08-27 | 大成建設株式会社 | Tunnel structure and lining back water pressure adjustment method |
| CN105178981A (en) * | 2015-09-30 | 2015-12-23 | 中国矿业大学 | Total-section closed type deep-shallow coupling yielding, bolting-grouting and supporting method for incompact and fractured soft-rock roadway |
| WO2016095629A1 (en) * | 2014-12-15 | 2016-06-23 | 中铁第四勘察设计院集团有限公司 | Advanced support structure for oversized variable-cross-section tunnel |
| CN106014446A (en) * | 2016-05-27 | 2016-10-12 | 中铁隧道集团有限公司 | Strengthening method for improving stability of high-ground-stress soft rock tunnel inverted arch structure |
| CN106121675A (en) * | 2016-08-22 | 2016-11-16 | 北京市市政工程研究院 | Small-sized solution cavity is positioned at tunnel excavation and karst cave treatment method time at the bottom of tunneling inverted arch |
| CN206092002U (en) * | 2016-10-12 | 2017-04-12 | 中铁西南科学研究院有限公司 | Tunnel bear building -up that reduces existing tunnel invert water pressure constructs |
| CN206233951U (en) * | 2016-11-11 | 2017-06-09 | 中铁十二局集团第三工程有限公司 | Depressurize drainage system in a kind of high-speed railway double track tunnel base |
| CN106968690A (en) * | 2017-04-20 | 2017-07-21 | 中冶建工集团有限公司 | The method for tunnel construction for soil property of caving in |
| CN106979013A (en) * | 2017-04-07 | 2017-07-25 | 中交第二航务工程局有限公司 | A kind of excavation construction method for the large section tunnel for biasing Shallow-Buried Soft Rock |
| CN107191223A (en) * | 2017-07-18 | 2017-09-22 | 中交第二航务工程局有限公司 | A kind of water discharge method for passing through rich water crushed zone small-clear-distance tunnel construction |
| CN107201913A (en) * | 2016-03-16 | 2017-09-26 | 中交公局厦门工程有限公司 | A kind of fine vibration-reducing blasting construction method of cross-over tunnel |
| CN107201908A (en) * | 2017-06-16 | 2017-09-26 | 中铁五局集团有限公司 | A kind of construction method of the regional buried Central drain in tunnel of bitter cold |
-
2017
- 2017-10-24 CN CN201711002734.3A patent/CN107630706B/en active Active
Patent Citations (18)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0673997A (en) * | 1992-08-25 | 1994-03-15 | Shimizu Corp | Construction of waterway tunnel |
| JPH11303592A (en) * | 1998-04-17 | 1999-11-02 | Shimizu Corp | Multiple timbering construction method |
| CN101644160A (en) * | 2009-06-05 | 2010-02-10 | 中国科学院武汉岩土力学研究所 | High ground stress soft rock stress-relief construction method |
| CN102787849A (en) * | 2012-08-28 | 2012-11-21 | 江苏建筑职业技术学院 | Deep coal mine tunnel with pressure yielding function |
| JP2015155626A (en) * | 2014-02-21 | 2015-08-27 | 大成建設株式会社 | Tunnel structure and lining back water pressure adjustment method |
| CN204552818U (en) * | 2014-12-11 | 2015-08-12 | 中铁十一局集团第五工程有限公司 | The drainage system of ditch, side, anti-tunnel bottom leaky |
| WO2016095629A1 (en) * | 2014-12-15 | 2016-06-23 | 中铁第四勘察设计院集团有限公司 | Advanced support structure for oversized variable-cross-section tunnel |
| CN104612698A (en) * | 2015-01-24 | 2015-05-13 | 杭州天恒投资建设管理有限公司 | Method for constructing upper step middle partition wall of shallow-buried excavation tunnel |
| CN105178981A (en) * | 2015-09-30 | 2015-12-23 | 中国矿业大学 | Total-section closed type deep-shallow coupling yielding, bolting-grouting and supporting method for incompact and fractured soft-rock roadway |
| CN107201913A (en) * | 2016-03-16 | 2017-09-26 | 中交公局厦门工程有限公司 | A kind of fine vibration-reducing blasting construction method of cross-over tunnel |
| CN106014446A (en) * | 2016-05-27 | 2016-10-12 | 中铁隧道集团有限公司 | Strengthening method for improving stability of high-ground-stress soft rock tunnel inverted arch structure |
| CN106121675A (en) * | 2016-08-22 | 2016-11-16 | 北京市市政工程研究院 | Small-sized solution cavity is positioned at tunnel excavation and karst cave treatment method time at the bottom of tunneling inverted arch |
| CN206092002U (en) * | 2016-10-12 | 2017-04-12 | 中铁西南科学研究院有限公司 | Tunnel bear building -up that reduces existing tunnel invert water pressure constructs |
| CN206233951U (en) * | 2016-11-11 | 2017-06-09 | 中铁十二局集团第三工程有限公司 | Depressurize drainage system in a kind of high-speed railway double track tunnel base |
| CN106979013A (en) * | 2017-04-07 | 2017-07-25 | 中交第二航务工程局有限公司 | A kind of excavation construction method for the large section tunnel for biasing Shallow-Buried Soft Rock |
| CN106968690A (en) * | 2017-04-20 | 2017-07-21 | 中冶建工集团有限公司 | The method for tunnel construction for soil property of caving in |
| CN107201908A (en) * | 2017-06-16 | 2017-09-26 | 中铁五局集团有限公司 | A kind of construction method of the regional buried Central drain in tunnel of bitter cold |
| CN107191223A (en) * | 2017-07-18 | 2017-09-22 | 中交第二航务工程局有限公司 | A kind of water discharge method for passing through rich water crushed zone small-clear-distance tunnel construction |
Also Published As
| Publication number | Publication date |
|---|---|
| CN107630706A (en) | 2018-01-26 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN106522242B (en) | For soft stratum close to underground structure foundation pit supporting system construction method | |
| CN107503257B (en) | One kind being close to mountain high-filled subgrade stabilization and Deformation control structure and construction method | |
| CN107905811B (en) | Inverted arch-free lining of foundation hollow longitudinal beam bearing arch structure | |
| CN111364486B (en) | Remediation and reinforcement device and method for emergency rescue of slide-resistant pile side slope | |
| CN107630706B (en) | Tunnel bottom structure for eliminating tunnel inverted arch bulge in high-earth-pressure area and construction method | |
| CN111594232A (en) | Large-scale filling type karst cave geological tunnel foundation reinforcing structure and construction method thereof | |
| CN112963156A (en) | Composite reinforcing method and composite reinforcing structure for shallow tunnel in soil-rock composite stratum | |
| CN105201001A (en) | Composite seepage-proofing structure of large karst cave in karst region and construction method thereof | |
| CN105569051A (en) | Foundation pit support system of sandy pebble boulder geological stratification and construction method | |
| CN109208619B (en) | Treatment method suitable for subgrade slope collapse | |
| CN102660955A (en) | Quick construction method for foundation pit slope support | |
| CN103334371B (en) | Roadbed subsidence grouting treatment structure and construction method thereof | |
| CN104131566B (en) | A kind of basement is without the construction method of horizontal support foundation ditch | |
| CN109826212B (en) | Composite structure for repairing high-fill embankment collapse and construction method | |
| CN202644591U (en) | A reinforced bridge pile foundation in tunnel construction under the geological condition of water-rich quicksand | |
| CN205024710U (en) | Adopt raft foundation structure of anti prestressed anchorage of floating cable | |
| CN205035768U (en) | Enrockment concrete permeable dike | |
| CN110805049B (en) | Construction method of mountain slope ultra-thickness spray anchor permanent supporting structure | |
| CN109184749A (en) | A kind of deep-well high stress weak broken floor lift in gallery control method | |
| CN117888954A (en) | Structure for protecting original underground water system channel in tunnel and construction method | |
| CN102425179A (en) | Reinforced soil infiltration ditch structure supported by miniature steel pipe cast-in-place pile | |
| CN105484791A (en) | Comprehensive tunnel drainage, precipitation and pressure reduction construction method | |
| CN211447015U (en) | H-shaped anti-slide pile plate wall | |
| CN104929081A (en) | Enrockment concrete permeable dike and construction method thereof | |
| CN212247676U (en) | Structure is rebuild to existing railway roadbed underground drainage system |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |