WO2021227383A1 - 一种高寒地区隧道渗漏水治理方法 - Google Patents

一种高寒地区隧道渗漏水治理方法 Download PDF

Info

Publication number
WO2021227383A1
WO2021227383A1 PCT/CN2020/124914 CN2020124914W WO2021227383A1 WO 2021227383 A1 WO2021227383 A1 WO 2021227383A1 CN 2020124914 W CN2020124914 W CN 2020124914W WO 2021227383 A1 WO2021227383 A1 WO 2021227383A1
Authority
WO
WIPO (PCT)
Prior art keywords
tunnel
water
pilot pit
drainage
pit
Prior art date
Application number
PCT/CN2020/124914
Other languages
English (en)
French (fr)
Inventor
姚志军
张少兵
唐明治
冯侠
郭伟
陈迪
王朋鹏
孔任祥
Original Assignee
中铁一局集团有限公司
中铁一局集团第四工程有限公司
Priority date (The priority date 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 date listed.)
Filing date
Publication date
Application filed by 中铁一局集团有限公司, 中铁一局集团第四工程有限公司 filed Critical 中铁一局集团有限公司
Publication of WO2021227383A1 publication Critical patent/WO2021227383A1/zh

Links

Images

Classifications

    • 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
    • E21F16/00—Drainage
    • E21F16/02—Drainage of tunnels
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
    • E21D9/14—Layout of tunnels or galleries; Constructional features of tunnels or galleries, not otherwise provided for, e.g. portals, day-light attenuation at tunnel openings
    • 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

Definitions

  • the invention belongs to the technical field of tunnel leakage treatment in high-cold areas, and specifically relates to a method for treatment of tunnel leakage in high-cold areas.
  • the current tunnel lining design generally uses C35 concrete with a thickness of 30cm--60cm according to the type of external surrounding rock. This thickness has no effect in areas with better plain temperatures.
  • the tunnel waterproof and drainage system can normally play the role of interception and drainage.
  • the tunnels in the plateau alpine region or the high latitude extreme cold region are affected by different degrees of extreme low temperature and duration, as well as by the freezing depth to varying degrees. Frozen soil layer is common in these areas.
  • lining concrete has better heat transfer than frozen soil. In fact, the freezing depth of the lining is deeper than that of frozen soil. In the tunnel, especially the entrance section, there is no continuous low-temperature cooling due to solar radiation.
  • the amount is more, and as the tunnel deepens gradually away from the entrance, the original ground temperature in the surrounding rock gradually increases and the freezing depth gradually decreases.
  • the ambient temperature in the cave, especially at the entrance of the cave drops, and the lining concrete is frozen under the condition of continuous extreme low temperature.
  • the freezing depth will pass through the concrete lining of the tunnel.
  • the outer initial supporting concrete layer even has a certain depth of freezing influence on the outer surrounding rock.
  • the exterior of the tunnel lining is the waterproof sheet geotextile of the waterproof and drainage system and the circular longitudinal drainage pipe.
  • the plugging and repairing method, the reinforcement method in the cave, and the surface treatment method are basically the design intent of the plugging, and it is difficult to achieve 100% leakage-free.
  • the central deep-buried drainage pipe method, cold-proof water ditch method, and heating water ditch method are basically designed to increase heat preservation and avoid water freezing. They only have a certain meaning in the part of the tunnel, and have little effect on the drainage system after the lining. None of the above can solve the problem of lining leakage due to freezing and blockage of the ring longitudinal blind pipe in the environment of alpine regions, and the rising of groundwater hoarding water level.
  • the vertical well (well point precipitation) method and the diversion tunnel method, the pumping diversion method reduces the groundwater level, which is an effective treatment method.
  • the vertical shaft (well point precipitation) method needs to form precipitation for each water-rich section of the tunnel's frozen area, and the precipitation effect is good.
  • the drainage effect is general. Many vertical shafts were constructed from the surface downwards, and the amount of construction work and the subsequent maintenance costs of the project were huge.
  • the deep underground tunnel shaft needs to penetrate multiple water-rich geological layers, consumes a lot of electric energy for a long time, and also invests a lot of manpower and material resources in the heating and insulation of the drainage system and subsequent maintenance.
  • the diversion tunnel method needs to form precipitation for each water-rich section of the tunnel's frozen area, and the drainage effect is good, and the precipitation effect is average.
  • Adopting the branch drainage tunnel method requires the construction of multiple branch drainage tunnels according to the terrain. The amount of work is huge, and the terrain is difficult to meet the requirements.
  • the parallel tunnel method on the side of the tunnel requires the construction of a tunnel with the same length as the frozen length of the main tunnel of the tunnel. The associated problem is whether a parallel tunnel is also constructed on the other side of the tunnel.
  • the internal heating facilities and equipment are also indispensable, and the project investment cost is huge.
  • the use of the under-tunnel central drainage tunnel method requires the addition of the under-tunnel central drainage tunnel at the same time as the tunnel or after it is opened to traffic. It is located in the center of the tunnel bottom from the structural construction point of view, which is not conducive to the stability of tunnel lining and support and construction safety. After opening to traffic, it is set to ensure the stability of the tunnel. The position of the central discharge tunnel under the tunnel will be deeper, and it is difficult to connect the external drainage system of the tunnel lining.
  • the central drainage tunnel under the cave has the same concept as the central deep-buried drainage pipe.
  • the central deep-buried drainage pipe method is adopted during construction, and it can be connected with the drainage system pipeline after the lining for drainage.
  • the central drainage tunnel method under the cave is of little significance. .
  • the technical problem to be solved by the present invention is to solve the above-mentioned shortcomings in the prior art, and to provide a method for treating tunnel leakage in high-cold areas.
  • the tunnel is suitable for excavation and construction.
  • the parallel pilot pits in the T-shaped tunnel sidewall pilot pits concentrate precipitation outside the tunnel without disturbing the safety of the tunnel, which can drain the moisture in the foundation soil outside the tunnel, promote the consolidation of the soil, and improve The foundation strength reduces the lateral displacement and settlement of the soil slope.
  • the vertical pilot pit in the side wall of the T-shaped tunnel provides a later inspection channel while conducting water to facilitate the tunnel seepage treatment.
  • the groundwater can enter the pilot pit through the radial underground perforation seepage drainage pipe, and then discharge the tunnel through the central drainage pipe.
  • the radial underground perforation seepage drainage pipe guides the groundwater into the pilot pit on a large scale, and the construction cost is invested.
  • Significant reduction, simple and easy construction, excellent interception and drainage effect effectively solving the problem of icing and blocking of the outer circumferential and longitudinal blind pipes of the lining due to the tunnel's location in the high-cold area, causing water leakage on the vault and side walls of the tunnel, and icing on the road Diseases that affect traffic ensure the safe operation of tunnels in low-temperature environments.
  • the leakage treatment can be implemented in existing tunnels and tunnels under construction, as well as water-rich tunnels in general temperature areas, which is convenient for promotion and use.
  • the technical solution adopted by the present invention is: a method for treating tunnel leakage in an alpine region, which is characterized in that the method includes the following steps:
  • Step 1 Investigate the water-seepage section and water-rich section of the tunnel: According to the design drawings of the tunnel in the high-cold area and the description of the geological survey during the construction period, circle the broken water-seepage section and the water-rich section of the tunnel in the high-cold area, and break the surrounding rock of the tunnel Estimate the amount of water in the seepage zone and the water-rich zone;
  • Step 2 Determine the size of the diversion and drainage structure of the sidewall of the tunnel: According to the estimated water volume at the location of the tunnel surrounding rock broken and seepage section or the water-rich section in the high-cold area, and the tunnel surrounding rock broken and seepage section or the water-rich section in the high-cold area The length determines the size of the drainage structure of the side wall of the tunnel at the corresponding location;
  • the diversion and drainage structure of the tunnel sidewall diversion pit includes a vertical diversion pit excavated in a direction perpendicular to the tunnel lining and a parallel diversion pit excavated in a direction parallel to the tunnel lining and connected with the end of the vertical diversion pit away from the tunnel in the alpine region.
  • the pit and the parallel pilot pit constitute the pilot pit on the side wall of the T-shaped tunnel;
  • the length of the parallel pilot pit is equal to the length of the broken water seepage section or the water-rich section of the tunnel surrounding rock in the alpine region at the corresponding location;
  • Step 3 Excavate the tunnel lining: In the high-cold area, the tunnel surrounding rock is broken and seepage section or the length of the water-rich section is corresponding to the length of the tunnel. , The cutting edges and corners of the portal line are neat. The cutting starts from the secondary lining of the tunnel, passes through the waterproof layer and the primary lining of the tunnel in turn, and supports and strengthens the secondary lining of the tunnel and the primary lining of the tunnel;
  • the portal line is located in the middle of the broken water seepage section of the tunnel surrounding rock or the middle of the water-rich section in the alpine region;
  • Step 4 Excavate the drainage structure of the pilot pit on the sidewall of the tunnel: excavate and support the vertical pilot pit in the direction perpendicular to the tunnel lining. Pits, vertical pilot pits and parallel pilot pits form a T-shaped tunnel sidewall pilot pit;
  • Step 5 Drill multiple underground perforated seepage drainage pipes radially: drive multiple underground perforated seepage drainage pipes radially upwards from the side walls of the vertical pilot pits and parallel pilot pits into the surrounding rock of the formation to drain into the surrounding rock. Of groundwater enters the pilot pit;
  • Step 6 Excavation of the water-collecting grit sink: at the intersection of the vertical pilot pit and the parallel pilot pit, excavate the water-collecting grit sink that is connected to both the vertical pilot pit and the parallel pilot pit, and the inside of the vertical pilot pit.
  • the ground and the inner ground of the parallel pilot pit located on both sides of the water-collecting grit sink are slope surfaces, the slope of the slope is 5% to 15%, and the side of the slope close to the water-collecting grit sink is lower than It is far away from the side of the water-collecting sand well, so that the groundwater entering the pilot pit is discharged into the water-collecting sand well;
  • Step 7 Excavate and bury the connecting drainage pipe: excavate and bury the connecting drainage pipe between the collection sinking well and the central drainage pipe.
  • the end of the connecting drainage pipe connected to the collection sinking well is higher than the connecting drainage pipe and the central drainage pipe.
  • the bottom elevation of the end of the pipe connecting the drainage pipe and the water collection grit sink is higher than the bottom elevation of the water collection grit sink. It is used for the sedimentation of the water collection grit sink, and the groundwater deposited in the water collection grit sink.
  • Step 8 Drainage from the cutting part of the original tunnel waterproof layer and the longitudinal blind drain pipe: the cutting part of the waterproof layer between the secondary lining of the tunnel and the primary lining of the tunnel, and the cutting part of the circular perforated blind drain pipe are all connected by the pilot pit. Enter the catchment sand well;
  • Step 9 Install the inspection door: install an electric heating automatic temperature control device in the vertical pilot pit. The intersection between the vertical pilot pit and the primary lining of the tunnel to the secondary lining of the tunnel is blocked by a molded concrete wall and installed on the molded concrete wall Check the door.
  • step 4 a pneumatic pick or blasting method is used to excavate the drainage structure of the side wall of the tunnel, and the vertical and parallel pilot pits use steel arches and jets When the surrounding rock of the vertical pilot pit and parallel pilot pit is broken, it is supported by concrete support.
  • the above-mentioned method for treatment of tunnel water leakage in high-cold area is characterized in that: a hollow manhole cover is installed on the top of the water-collecting sand sink.
  • the electric heating automatic temperature control device includes an XGD type electric heater.
  • the above-mentioned method for treatment of tunnel water leakage in the alpine region is characterized in that the bottom elevation of the end of the pipe connecting the drainage pipe and the water collection grit sink is higher than that of the water collection grit sink by 50 cm-100 cm.
  • the present invention has the following advantages:
  • parallel pilot pits parallel to the direction of the tunnel lining are arranged on the outer side of the tunnel in the water-seepage section or the water-rich section of the alpine region, and concentrated precipitation outside the tunnel, which can drain the water in the outer foundation soil of the tunnel and promote the soil. Consolidation improves the strength of the foundation and reduces the lateral displacement and settlement of the soil slope.
  • the parallel pilot pit is connected to the tunnel in the alpine region through the vertical pilot pit perpendicular to the direction of the tunnel lining. The construction cost of the project is greatly reduced, and the construction is simple and easy.
  • the effect of blocking and drainage is excellent, effectively solving the problem of water leakage in tunnels in high-cold areas, ensuring safe operation of tunnels in low-temperature environments, and at the same time in the existing tunnels and tunnels under construction, and even in general water-rich tunnels in normal temperature areas. Water leakage drainage can be implemented, which is convenient for promotion and use.
  • a water-collecting grit sink connected with the vertical piloting pit and the parallel piloting pit is excavated vertically downwards to settle the sand and gravel present in the seepage water to avoid later connection
  • the drainage pipe drains to the central drainage pipe and causes the blockage of the central drainage pipe.
  • An electric heating automatic temperature control device is installed in the vertical pilot pit to ensure that in the low temperature environment of the tunnel, the groundwater can enter the pilot pit through the radial underground perforation and seepage drainage pipe, and then drain through the central drainage.
  • the pipe is discharged from the tunnel to solve the problem that the outer circumferential and longitudinal blind pipes of the lining are frozen and blocked due to the tunnel's location in the high-cold area.
  • a plurality of underground perforated water seepage drainage and drainage pipes which are connected to the vertical and parallel pilot pits, are radially driven into the upper rock layer of the T-shaped tunnel sidewall pilot pit on the vertical pilot pit and the parallel pilot pit.
  • the underground perforated seepage water diversion and drainage pipe guides the groundwater into the pilot pit in a large area, and realizes the rapid drainage and drainage of the water in the foundation soil outside the tunnel, and the use effect is excellent.
  • the method of the present invention has simple steps, drains the original tunnel lining the original tunnel waterproof layer and the cutting part of the longitudinal blind drainage pipe, the cutting part of the waterproof layer between the tunnel secondary lining and the tunnel primary lining, and the circumferential perforated drainage
  • the cutting part of the blind pipe is connected to the water-collecting sand sink through the pilot pit to ensure the normal water diversion of the cut part of the tunnel waterproof structure, and to avoid the damage to the original tunnel by the excavation of the pilot pit drainage structure on the side wall of the tunnel. It can be used in similar environmental conditions.
  • tunnel sidewall diversion and drainage structure which will serve as an important reference for the construction of similar tunnels in the future. Guiding function, easy to promote and use.
  • the present invention constructs a drainage structure of suitable size by excavating outside the tunnel in view of the water volume in the water seepage section or the water-rich section of the tunnel in the high-cold area. Under the premise of intensive precipitation outside the tunnel, it can drain the moisture in the foundation soil outside the tunnel, promote the consolidation of the soil, increase the strength of the foundation, and reduce the lateral displacement and settlement of the soil slope.
  • the T-shaped tunnel sidewall guide pit The vertical pilot pit provides a later inspection channel while conducting water to facilitate tunnel seepage treatment.
  • An electric heating automatic temperature control device is installed in the vertical pilot pit to ensure that under the low temperature environment of the tunnel, groundwater can enter the pilot pit through radial underground perforated water seepage drainage pipes.
  • the tunnel is discharged through the central drainage pipe, and the radial underground perforation seepage water diversion and drainage pipe guides the groundwater into the pilot pit on a large scale.
  • the construction cost of the project is greatly reduced, the construction is simple and easy, and the interception and drainage effect is excellent.
  • the outer circumferential and longitudinal blind pipes of the lining are blocked by icing, causing water leakage on the vault and side walls of the tunnel, and road icing that affects traffic. It ensures the safe operation of tunnels in low-temperature environments and at the same time in existing tunnels. And the tunnels under construction, and even the water-rich tunnels in the general temperature area can be implemented to facilitate the promotion and use.
  • Figure 1 is a schematic diagram of the positional relationship between the diversion and drainage structure of the side wall of the tunnel and the tunnel according to the present invention.
  • Fig. 2 is a top view of Fig. 1.
  • Fig. 3 is a three-dimensional schematic diagram of the cooperative relationship between the drainage structure of the present invention and the tunnel.
  • Fig. 4 is a flowchart of the method of the present invention.
  • the method for treating tunnel leakage in an alpine region of the present invention includes the following steps:
  • Step 1 Investigate the water-seepage section and water-rich section of the tunnel: According to the design drawings of the tunnel in the high-cold area and the description of the geological survey during the construction period, circle the broken water-seepage section and the water-rich section of the tunnel in the high-cold area, and break the surrounding rock of the tunnel Estimate the amount of water in the seepage zone and the water-rich zone;
  • Step 2 Determine the size of the diversion and drainage structure of the sidewall of the tunnel: According to the estimated water volume at the location of the tunnel surrounding rock broken and seepage section or the water-rich section in the high-cold area, and the tunnel surrounding rock broken and seepage section or the water-rich section in the high-cold area The length determines the size of the drainage structure of the side wall of the tunnel at the corresponding location;
  • the diversion and drainage structure of the tunnel sidewall pilot pit includes a vertical pilot pit 9 excavated in a direction perpendicular to the tunnel lining and a parallel pilot pit 10 excavated in a direction parallel to the tunnel lining and connected to the end of the vertical pilot pit 9 away from the tunnel in the alpine region.
  • the vertical pilot pit 9 and the parallel pilot pit 10 form a T-shaped tunnel sidewall pilot pit;
  • the length of the parallel pilot pit 10 is equal to the length of the broken water seepage section or the water-rich section of the tunnel surrounding rock in the alpine region at the corresponding location;
  • Step 3 Excavate the tunnel lining: in the high-cold area, the tunnel surrounding rock is broken and seepage section or the length of the water-rich section is restricted in the tunnel. Loft the gate line of the vertical pilot pit 9 on the secondary lining 3 of the tunnel and cut the hole The door line and the tunnel door line are cut neatly with edges and corners. The cutting starts from the secondary tunnel lining 3, passes through the waterproof layer 2 and the tunnel primary lining 1 in turn, and supports and strengthens the tunnel secondary lining 3 and the tunnel primary lining 1;
  • the portal line is located in the middle of the broken water seepage section of the tunnel surrounding rock or the middle of the water-rich section in the alpine region;
  • Step 4 Excavate the drainage structure of the pilot pit on the sidewall of the tunnel: excavate and support the vertical pilot pit 9 along the direction perpendicular to the tunnel lining.
  • Parallel pilot pit 10, vertical pilot pit 9 and parallel pilot pit 10 form a T-shaped tunnel sidewall pilot pit;
  • step 4 a pneumatic pick or blasting method is used to excavate the drainage structure of the pilot pit on the side wall of the tunnel.
  • the vertical pilot pit 9 and the parallel pilot pit 10 are supported by steel arches and shotcrete. When the surrounding rock of the pilot pit 10 is broken, an advanced small pipe or an advanced bolt is added for support.
  • Step 5 Drill multiple underground perforated water seepage drainage pipes radially: drive multiple underground perforated water seepage drainage pipes 15 radially upward from the side walls of the vertical pilot pit 9 and parallel pilot pit 10 into the surrounding rock of the formation for drainage Groundwater in the surrounding rock enters the pilot pit;
  • Step 6 Excavate the sand sinking well: at the intersection of the vertical pilot pit 9 and the parallel pilot pit 10, excavate the water-collecting grit sink 11 connected with the vertical pilot pit 9 and the parallel pilot pit 10 vertically downwards.
  • the inner ground of the vertical pilot pit 9 and the inner ground of the parallel pilot pit 10 located on both sides of the water-collecting sand well 11 are both slope surfaces, the slope of the slope is 5% to 15%, and the slope is close to the water collection
  • the side of the grit sink 11 is lower than its side far away from the water-collecting grit sink 11, so that the groundwater entering the pilot pit is discharged into the water-collecting grit sink 11;
  • Step 7 Excavate and bury the connecting drainage pipe: excavate and bury the connecting drainage pipe 12 between the water collection sinking well 11 and the central drainage pipe 8.
  • the end of the connecting drainage pipe 12 that communicates with the water collection sinking well 11 is higher than the connecting drainage pipe 12
  • the end connected to the central drainage pipe 8, and the end of the drainage pipe 12 connected to the water collection grit sink 11 has a bottom elevation higher than that of the water collection grit sink 11, and is used for the water collection grit sink 11 grit sink ,
  • the groundwater precipitated in the water-collecting sand well 11 enters the central drainage pipe 8 which is designed to be deeply buried in the tunnel through the connecting drainage pipe 12 and is discharged out of the tunnel;
  • Step 8 Drainage from the cutting part of the original tunnel waterproof layer and the longitudinal blind drain pipe: the cutting part of the waterproof layer 2 between the secondary lining 3 of the tunnel and the primary lining 1 of the tunnel, and the cutting part of the circular perforated blind drain pipe 4 are both Access to the water-collecting sand sink 11 via the pilot pit;
  • Step 9 Install the inspection door: install an electric heating automatic temperature control device in the vertical pilot pit 9. The intersection between the vertical pilot pit 9 and the tunnel primary lining 1 to the tunnel secondary lining 3 is blocked by a molded concrete wall. Install inspection door 13 on the concrete wall.
  • tunnels in high-cold areas are affected by the high-cold temperature, wind speed and direction in the tunnel entrance, the elevation of the entrance and exit of the tunnel, the sunshine time of the tunnel entrance, etc., and the corresponding freeze-thaw circle and freezing depth will be generated due to the influence of different environmental factors.
  • the anti-drainage system is also affected by different degrees of freezing.
  • the general formation process is divided into the following four stages: the first stage, the initial stage of cooling causes the freezing depth to gradually increase circumferentially outwards, and the circumferential direction of the vertical hole in the blind drainage pipe 4
  • the blind drainage pipe 6 and the lateral drainage branch pipe 7 at the bottom of the side wall gradually freeze.
  • the drainage section decreases, and the groundwater gradually hoards.
  • the water pressure When the water pressure reaches a certain level, it will look for the weak points of the drainage system and lining to enter the tunnel, causing cooling.
  • the amount of water leakage in the lining has increased from small to large; in the second stage, as the freezing depth continues to increase with the continuous low temperature weather, the vertical drainage blind pipe 6 and the bottom of the blind drainage pipe 4 are punched in the ring direction.
  • the lateral drainage branch pipe 7 of the side wall freezes and blocks, and loses the function of interception and drainage.
  • the groundwater that gradually hoards the rising water level also freezes to form an impervious layer.
  • the amount of water leakage from the lining varies from large to small, and even the tunnel lining leaks for a period of time.
  • the freezing depth gradually thaws outwards. Due to the blockage in the vertical ring drainage blind pipe, the ice is relatively concentrated and melts slowly, forming a melt on the outside of the lining. In the water layer, the level of melt water is constantly hoarding. When the melt water pressure reaches a certain level, the weak points of the drainage system and lining will enter the tunnel.
  • the waterproof and drainage system between the tunnel lining and the initial support is affected to varying degrees, reducing or even losing the effectiveness of the waterproof and drainage system.
  • Parallel pilot pit 10 parallel to the tunnel lining direction is set on the outside of the section or the water-rich section to concentrate precipitation outside the tunnel, which can drain the moisture in the foundation soil outside the tunnel, promote soil consolidation, improve the strength of the foundation, and reduce the soil slope Due to the lateral displacement and settlement of the body, the parallel pilot pit 10 is connected to the tunnel in the alpine region through the vertical pilot pit 9 perpendicular to the direction of the tunnel lining.
  • the construction cost of the project is greatly reduced, the construction is simple and easy, and the blocking drainage effect is excellent, which is an effective solution.
  • the problem of water leakage in the tunnels in the high-cold area is ensured to ensure the safe operation of the tunnel in the low temperature environment.
  • the leakage water drainage can be implemented in the existing tunnels and tunnels under construction, and even the water-rich tunnels in the normal temperature areas; in the vertical At the intersection of the pilot pit 9 and the parallel pilot pit 10, a water-collecting grit sink 11 connected with the vertical pilot pit 9 and the parallel pilot pit 10 is excavated vertically downwards to settle the sand and gravel existing in the seepage water to avoid subsequent connection to drainage
  • the pipe 12 drains to the central drainage pipe 8 and causes the central drainage pipe 8 to be blocked.
  • An electric heating automatic temperature control device is installed in the vertical pilot pit 9 to ensure that under the low temperature environment of the tunnel, the groundwater can enter the pilot pit through the radial underground perforation and seepage drainage pipe.
  • the pilot pit 9 and the parallel pilot pit 10 are radially driven into the upper rock formation of the T-shaped tunnel sidewall pilot pit, and a plurality of underground perforated water seepage drainage pipes 15 which are all connected with the vertical pilot pit 9 and the parallel pilot pit 10 are drilled radially underground.
  • the hole seepage water diversion and drainage pipe guides the groundwater into the pilot pit in a large range, realizes the rapid drainage of the water in the foundation soil outside the tunnel, and has excellent use effect; the method steps are simple, and the original tunnel waterproof layer and the cutting part of the longitudinal drainage blind pipe are drained.
  • the cutting part of the waterproof layer between the secondary lining and the primary lining of the tunnel, and the cutting part of the circular perforated drainage blind pipe are connected to the water-collecting sand sink through the pilot pit to ensure the normal water diversion of the cut part of the tunnel waterproof structure and avoid excavation
  • the diversion and drainage structure of the side wall of the tunnel can damage the original tunnel.
  • a hollow manhole cover 14 is installed on the top of the water-collecting sand sinking well 11.
  • the electric heating automatic temperature control device includes an XGD type electric heater.
  • the bottom elevation of the end of the pipe connecting the drainage pipe 12 and the water collection grit sink 11 is higher than that of the water collection grit sink 11 by 50 cm-100 cm.
  • the bottom elevation of the end of the pipe connecting the drainage pipe 12 and the water collection grit sink 11 is higher than the bottom elevation of the water collection grit well 11 by 50 cm to 100 cm, and the purpose is to settle the ground water in the well.
  • the connecting drainage pipe 12 Through the connecting drainage pipe 12, it enters the central drainage pipe 12 which is deeply buried in the tunnel design and exits the tunnel.
  • the drainage structure of the pilot pit on the sidewall of the tunnel In actual use, the drainage structure of the pilot pit on the sidewall of the tunnel. After the construction acceptance is completed, an inspection gate 13 is installed on the concrete wall to regularly check the stability of the support in the pilot pit, the water connection of the drainage pipe 12, and the sinking of the water.
  • the sedimentation situation of the sandwell 11 and the safe operation of the electric heating automatic temperature control device especially before and after the temperature rise in the tunnel every year, check whether the structure and supporting facilities are working properly, and regularly clean and maintain it to ensure safe and reliable use.

Landscapes

  • Engineering & Computer Science (AREA)
  • Mining & Mineral Resources (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Geochemistry & Mineralogy (AREA)
  • Geology (AREA)
  • Environmental & Geological Engineering (AREA)
  • Lining And Supports For Tunnels (AREA)

Abstract

一种高寒地区隧道渗漏水治理方法，包括以下步骤：一、勘察隧道渗水区段及富水区段；二、确定隧道侧壁导坑引排水结构尺寸；三、开凿隧道衬砌；四、开凿隧道侧壁导坑引排水结构；五、放射状打入多根地下打孔渗水引排水导管；六、开挖集水沉砂井；七、开挖埋设连接排水管；八、原有隧道防水层和纵向排水盲管的切割部引流；九、安装检查门，在不干扰隧道安全的前提下，在隧道外集中降水，安装电热自动温控装置，确保隧道低温环境下，地下水可以通过放射状地下打孔渗水引排水导管进入导坑，再通过中央排水管排出隧道，解决因隧道地处高寒地区，衬砌外侧环向及纵向盲管结冰堵塞，造成隧道拱顶及侧墙渗漏水，路面结冰影响通行的病害。

Description

一种高寒地区隧道渗漏水治理方法 技术领域
本发明属于高寒地区隧道渗漏水治理技术领域，具体涉及一种高寒地区隧道渗漏水治理方法。
背景技术
目前的隧道衬砌设计根据外部围岩类别，普遍采用厚度30cm--60cm的C35砼，这个厚度在平原气温较好的地区是没有什么影响的，隧道防排水系统可以正常发挥堵截引排作用。但在高原高寒地区或高纬度极寒地区的隧道，受到不同程度极端低气温以及持续时间长短的影响，也不同程度的受到冻结深度的影响。这些地区普遍存在着冻土层，相比冻土衬砌混凝土比冻土的传热性好，实际上衬砌的冻结深度比冻土还要深，隧道内尤其是洞口段，没有太阳辐射持续低温冷量更多，随着隧道的深入逐渐远离洞口，围岩中的原始地温逐渐升高冻结深度也随之逐渐减少。在高原高寒地区或高纬度极寒地区，受到高寒极寒天气的影响，洞内特别是洞口段环境温度下降，持续极端低温气候情况下衬砌砼受冻，冻结深度会穿过隧道衬砌砼，抵达外侧初期支护砼层，甚至对外部围岩产生一定深度的冻结影响。隧道衬砌外部就是防排水系统的防水板土工布及环纵向排水管，在持续高寒极寒天气情况下，隧道衬砌与初期支护之间的防排水系统也受到了不同程度的影响，降低甚至积冰堵塞丧失防排水系统的功效。在我国东北和西北高纬度地区，西藏青海等高海拔地区的铁路隧道存在不同程度的冻害，有的冻害严重，在建成后普遍存在季节性隧道内渗水漏水、挂冰积冰、水沟积冰漫上路面影响交通。对应也产生了诸多的高寒地区渗漏水隧道处理病害措施。其中，堵漏修补法，洞内加强法，地表处理法，基本属于堵的设计意图，很难做到100％的无渗漏。中心深埋排水管法，防寒水沟法，采暖水沟法，基本属于升温保温避免水冻结的设 计意图，仅对洞内局部有一定意义，对衬砌后的排水体系影响不大。以上均不能解决环纵向盲管在高寒地区环境下冻结堵塞，地下水囤积水位升高衬砌渗漏水问题。
竖井(井点降水)法及引泄水洞法，抽水引排降低了地下水水位，是有效的治理方式。但是以隧道地表埋深大，长大隧道地质复杂，存在多处富水断面的隧道的，竖井(井点降水)法，需要针对隧道受冻范围每个富水区段形成降水，降水效果良好，排水效果一般。从地表向下施工多处竖井，施工工程量及工程后期维护费用投入巨大。地表埋深大的隧道竖井需要穿透多个富水地质层，长期耗用大量电能，还要在抽排水系统升温保温及后期维护投入大量人力物力。而引泄水洞法需要针对隧道受冻范围每个富水区段形成降水，排水效果良好，降水效果一般。采用支导泄水洞法就需要根据地形施工多个支导泄水洞工程量巨大，地形很难满足要求。采用洞侧平行泄水洞法就需要施工一条与隧道主洞受冻长度等长的泄水洞，与之伴生的问题：隧道另外一侧是否也施工一条平行泄水洞，平行泄水洞洞内升温设施设备也不能少，工程投入费用巨大。采用洞下中心泄水洞法就需要与隧道同期或通车后增设洞下中心泄水洞，从结构施工上位于洞底中央，不利于隧道衬砌及支护稳定性及施工安全。通车后增设为保证隧道稳定洞下中心泄水洞位置会更深，很难连通隧道衬砌外排水水系。并且洞下中心泄水洞与中心深埋排水管理念相同，施工时采用中心深埋排水管法，并可与衬砌后排水系统管道连接引排，洞下中心泄水洞法存在的意义不大。
发明内容
本发明所要解决的技术问题在于针对上述现有技术中的不足，提供一种高寒地区隧道渗漏水治理方法，针对高寒地区隧道渗水区段或富水区段水量情况在隧道外开挖构筑适宜尺寸的引排水结构，T字形隧道侧壁导坑中平行导坑在不干扰隧道安全的前提下，在隧道外集中降水，能疏干隧道外基土中的水分、促使土体固结，提高地基强度，减少土坡土体侧向位移 与沉降，T字形隧道侧壁导坑中垂直导坑在导水的同时提供后期检查通道，便于隧道渗水治理，在垂直导坑内安装电热自动温控装置，确保隧道低温环境下，地下水可以通过放射状地下打孔渗水引排水导管进入导坑，再通过中央排水管排出隧道，放射状地下打孔渗水引排水导管大范围引导地下水进入导坑，工程施工成本投入大幅降低，工程施工简单易行，堵截引排效果优异，有效解决因隧道地处高寒地区，衬砌外侧环向及纵向盲管结冰堵塞，造成隧道拱顶及侧墙渗漏水，路面结冰影响通行的病害，确保了低温环境下隧道内通车运营安全，同时在既有通车隧道及在建隧道，乃至于普通常温地区富水隧道的渗漏水治理均可实施，便于推广使用。
为解决上述技术问题，本发明采用的技术方案是：一种高寒地区隧道渗漏水治理方法，其特征在于，该方法包括以下步骤：
步骤一、勘察隧道渗水区段及富水区段：根据高寒地区隧道设计图纸及施工期间的地质勘察描述，圈出高寒地区隧道围岩破碎渗水区段及富水区间，并对隧道围岩破碎渗水区段及富水区间的水量大小进行预估；
步骤二、确定隧道侧壁导坑引排水结构尺寸：根据高寒地区隧道围岩破碎渗水区段或富水区间位置处预估的水量大小，以及高寒地区隧道围岩破碎渗水区段或富水区间长度确定对应位置处隧道侧壁导坑引排水结构尺寸；
所述隧道侧壁导坑引排水结构包括沿垂直于隧道衬砌方向开挖的垂直导坑和沿平行于隧道衬砌方向开挖且与垂直导坑远离高寒地区隧道一端连通的平行导坑，垂直导坑和平行导坑构成T字形隧道侧壁导坑；
平行导坑的长度等于对应位置处高寒地区隧道围岩破碎渗水区段或富水区间长度；
步骤三、开凿隧道衬砌：在高寒地区隧道围岩破碎渗水区段或富水区间长度对应的隧道内限道围挡，在隧道二次衬砌上放样垂直导坑的洞门线并切割洞门线，洞门线切割棱角整齐，切割从隧道二次衬砌开始，依次经过防水层和隧道一次衬砌，并对隧道二次衬砌和隧道一次衬砌进行支护加 强；
洞门线位于高寒地区隧道围岩破碎渗水区段或富水区间中间位置；
步骤四、开凿隧道侧壁导坑引排水结构：沿垂直于隧道衬砌方向开挖并支护垂直导坑，在垂直导坑远离高寒地区隧道一端向两侧分别开挖并支护，形成平行导坑，垂直导坑和平行导坑构成T字形隧道侧壁导坑；
步骤五、放射状打入多根地下打孔渗水引排水导管：将多根地下打孔渗水引排水导管从垂直导坑和平行导坑的侧壁中放射状向上打入地层围岩，引流围岩中的地下水进入导坑；
步骤六、开挖集水沉砂井：在垂直导坑和平行导坑交汇位置处竖直向下开挖与垂直导坑和平行导坑均连通的集水沉砂井，垂直导坑的内地面和平行导坑位于集水沉砂井两侧的内地面均为坡面，所述坡面的坡度为5％～15％，且所述坡面靠近集水沉砂井的一侧低于其远离集水沉砂井的一侧，使进入导坑的地下水排入集水沉沙井；
步骤七、开挖埋设连接排水管：在集水沉沙井至中央排水管之间开挖埋设连接排水管，连接排水管与集水沉砂井连通的一端高于连接排水管与中央排水管连通的一端，连接排水管与集水沉砂井连接的一端管底标高高于集水沉砂井的井底标高，用于集水沉砂井沉砂，集水沉砂井内经沉淀的地下水，经连接排水管进入隧道设计深埋的中央排水管中并排出隧道；
步骤八、原有隧道防水层和纵向排水盲管的切割部引流：隧道二次衬砌和隧道一次衬砌之间的防水层的切割部、环向打孔排水盲管的切割部均经导坑接入集水沉砂井；
步骤九、安装检查门：在垂直导坑内安装电热自动温控装置，垂直导坑与隧道一次衬砌至隧道二次衬砌之间的交汇段通过模筑混凝土墙封堵，在模筑混凝土墙上安装检查门。
上述的一种高寒地区隧道渗漏水治理方法，其特征在于：步骤四中，利用风镐或爆破方式开凿隧道侧壁导坑引排水结构，垂直导坑和平行导坑采用钢拱架及喷射混凝土支护，垂直导坑和平行导坑的围岩破碎时加设超 前小导管或超前锚杆支护。
上述的一种高寒地区隧道渗漏水治理方法，其特征在于：所述集水沉砂井的顶部安装有镂空井盖。
上述的一种高寒地区隧道渗漏水治理方法，其特征在于：所述电热自动温控装置包括XGD式电加热器。
上述的一种高寒地区隧道渗漏水治理方法，其特征在于：所述连接排水管与集水沉砂井连接的一端管底标高高于集水沉砂井的井底标高50cm～100cm。
本发明与现有技术相比具有以下优点：
1、本发明通过在高寒地区隧道渗水区段或富水区段外侧设置与隧道衬砌方向平行的平行导坑，在隧道外集中降水，能引流疏干隧道外基土中的水分、促使土体固结，提高地基强度，减少土坡土体侧向位移与沉降，平行导坑通过沿垂直于隧道衬砌方向的垂直导坑与高寒地区隧道连通，工程施工成本投入大幅降低，工程施工简单易行，堵截引排效果优异，有效解决了高寒地区隧道渗漏水问题，确保了低温环境下隧道内通车运营安全，同时在既有通车隧道及在建隧道，乃至于普通常温地区富水隧道的渗漏水引排均可实施，便于推广使用。
2、本发明在垂直导坑和平行导坑交汇位置处竖直向下开挖有与垂直导坑和平行导坑均连通的集水沉砂井，沉淀渗水中存在的砂石，避免后期连接排水管向中央排水管排水造成中央排水管的堵塞，垂直导坑内安装有电热自动温控装置，确保隧道低温环境下，地下水可以通过放射状地下打孔渗水引排水导管进入导坑，再通过中央排水管排出隧道，解决因隧道地处高寒地区，衬砌外侧环向及纵向盲管结冰堵塞，造成隧道拱顶及侧墙渗漏水，路面结冰影响通行的病害，可靠稳定，使用效果好。
3、本发明通过在垂直导坑和平行导坑上呈放射状向T字形隧道侧壁导坑上部岩层打入多根均与垂直导坑和平行导坑连通的地下打孔渗水引排水导管，放射状地下打孔渗水引排水导管大范围引导地下水进入导坑，实 现隧道外基土中的水分快速引流疏导，使用效果优异。
4、本发明方法步骤简单，对原有隧道衬砌原有隧道防水层和纵向排水盲管的切割部引流，隧道二次衬砌和隧道一次衬砌之间的防水层的切割部、环向打孔排水盲管的切割部均经导坑接入集水沉砂井，确保隧道防水结构被切割的部分引水正常，避免开凿隧道侧壁导坑引排水结构对原有隧道的破坏，可在类似环境情况下，在建隧道设计增加应用，也可在既有通车隧道病害治理时应用，乃至于普通常温地区富水隧道采用隧道侧壁导坑引排水结构，对以后同类隧道施工将起到重要借鉴及指导作用，便于推广使用。
综上所述，本发明针对高寒地区隧道渗水区段或富水区段水量情况在隧道外开挖构筑适宜尺寸的引排水结构，T字形隧道侧壁导坑中平行导坑在不干扰隧道安全的前提下，在隧道外集中降水，能疏干隧道外基土中的水分、促使土体固结，提高地基强度，减少土坡土体侧向位移与沉降，T字形隧道侧壁导坑中垂直导坑在导水的同时提供后期检查通道，便于隧道渗水治理，在垂直导坑内安装电热自动温控装置，确保隧道低温环境下，地下水可以通过放射状地下打孔渗水引排水导管进入导坑，再通过中央排水管排出隧道，放射状地下打孔渗水引排水导管大范围引导地下水进入导坑，工程施工成本投入大幅降低，工程施工简单易行，堵截引排效果优异，有效解决因隧道地处高寒地区，衬砌外侧环向及纵向盲管结冰堵塞，造成隧道拱顶及侧墙渗漏水，路面结冰影响通行的病害，确保了低温环境下隧道内通车运营安全，同时在既有通车隧道及在建隧道，乃至于普通常温地区富水隧道的渗漏水治理均可实施，便于推广使用。
下面通过附图和实施例，对本发明的技术方案做进一步的详细描述。
附图说明
图1为本发明隧道侧壁导坑引排水结构与隧道的位置关系示意图。
图2为图1的俯视图。
图3为本发明引排水结构与隧道的配合关系立体示意图。
图4为本发明方法的流程框图。
附图标记说明:
1—隧道一次衬砌；     2—防水层；           3—隧道二次衬砌；
4—环向打孔排水盲管； 5—施工缝止水条；     6—纵向排水盲管；
7—边墙横向排水支管； 8—中央排水管；       9—垂直导坑；
10—平行导坑；        11—集水沉砂井；      12—连接排水管；
13—检查门；                    14—镂空井盖；
15—地下打孔渗水引排水导管。
具体实施方式
如图1至图4所示，本发明的一种高寒地区隧道渗漏水治理方法，包括以下步骤：
步骤一、勘察隧道渗水区段及富水区段：根据高寒地区隧道设计图纸及施工期间的地质勘察描述，圈出高寒地区隧道围岩破碎渗水区段及富水区间，并对隧道围岩破碎渗水区段及富水区间的水量大小进行预估；
步骤二、确定隧道侧壁导坑引排水结构尺寸：根据高寒地区隧道围岩破碎渗水区段或富水区间位置处预估的水量大小，以及高寒地区隧道围岩破碎渗水区段或富水区间长度确定对应位置处隧道侧壁导坑引排水结构尺寸；
所述隧道侧壁导坑引排水结构包括沿垂直于隧道衬砌方向开挖的垂直导坑9和沿平行于隧道衬砌方向开挖且与垂直导坑9远离高寒地区隧道一端连通的平行导坑10，垂直导坑9和平行导坑10构成T字形隧道侧壁导坑；
平行导坑10的长度等于对应位置处高寒地区隧道围岩破碎渗水区段或富水区间长度；
步骤三、开凿隧道衬砌：在高寒地区隧道围岩破碎渗水区段或富水区间长度对应的隧道内限道围挡，在隧道二次衬砌3上放样垂直导坑9的洞 门线并切割洞门线，洞门线切割棱角整齐，切割从隧道二次衬砌3开始，依次经过防水层2和隧道一次衬砌1，并对隧道二次衬砌3和隧道一次衬砌1进行支护加强；
洞门线位于高寒地区隧道围岩破碎渗水区段或富水区间中间位置；
步骤四、开凿隧道侧壁导坑引排水结构：沿垂直于隧道衬砌方向开挖并支护垂直导坑9，在垂直导坑9远离高寒地区隧道一端向两侧分别开挖并支护，形成平行导坑10，垂直导坑9和平行导坑10构成T字形隧道侧壁导坑；
本实施例中，步骤四中，利用风镐或爆破方式开凿隧道侧壁导坑引排水结构，垂直导坑9和平行导坑10采用钢拱架及喷射混凝土支护，垂直导坑9和平行导坑10的围岩破碎时加设超前小导管或超前锚杆支护。
步骤五、放射状打入多根地下打孔渗水引排水导管：将多根地下打孔渗水引排水导管15从垂直导坑9和平行导坑10的侧壁中放射状向上打入地层围岩，引流围岩中的地下水进入导坑；
步骤六、开挖集水沉砂井：在垂直导坑9和平行导坑10交汇位置处竖直向下开挖与垂直导坑9和平行导坑10均连通的集水沉砂井11，垂直导坑9的内地面和平行导坑10位于集水沉砂井11两侧的内地面均为坡面，所述坡面的坡度为5％～15％，且所述坡面靠近集水沉砂井11的一侧低于其远离集水沉砂井11的一侧，使进入导坑的地下水排入集水沉沙井11；
步骤七、开挖埋设连接排水管：在集水沉沙井11至中央排水管8之间开挖埋设连接排水管12，连接排水管12与集水沉砂井11连通的一端高于连接排水管12与中央排水管8连通的一端，连接排水管12与集水沉砂井11连接的一端管底标高高于集水沉砂井11的井底标高，用于集水沉砂井11沉砂，集水沉砂井11内经沉淀的地下水，经连接排水管12进入隧道设计深埋的中央排水管8中并排出隧道；
步骤八、原有隧道防水层和纵向排水盲管的切割部引流：隧道二次衬砌3和隧道一次衬砌1之间的防水层2的切割部、环向打孔排水盲管4的 切割部均经导坑接入集水沉砂井11；
步骤九、安装检查门：在垂直导坑9内安装电热自动温控装置，垂直导坑9与隧道一次衬砌1至隧道二次衬砌3之间的交汇段通过模筑混凝土墙封堵，在模筑混凝土墙上安装检查门13。
需要说明的是，在高寒地区隧道，受到高寒气温，洞口洞内风速风向，隧道进出口标高，隧道洞口日照时间等，受不同环境因素的影响，会产生相应的冻融圈和冻结深度，从而造成防排水系统也受到了不同程度的冻结影响，普遍形成过程分以下四个阶段：第一阶段、降温初期造成冻结深度环向向外逐渐加大，环向打孔排水盲管4内的纵向排水盲管6和底部的边墙横向排水支管7内逐渐结冰排水截面缩小，地下水逐渐囤积水位上升，水压达到一定程度的情况下会寻找排水系统及衬砌的薄弱点进入隧道内，造成降温初期隧道渗漏水现象，衬砌渗漏水量由小到大；第二阶段、随着持续的低温天气冻结深度不断加大，将环向打孔排水盲管4内的纵向排水盲管6和底部的边墙横向排水支管7内冻结堵塞，失去截流引排的功能，逐渐囤积水位上升的地下水也随之冻结形成不透水层，衬砌渗漏水量由大到小，甚至隧道衬砌渗漏水一段时间后不再渗漏；第三阶段、换季后随着环境温度的逐渐提升，造成冻结深度环向向外逐渐解冻，由于纵环排水盲管内的堵塞冰相对集中融化较慢，在衬砌外侧形成融水层，融水不断囤积水位上升，融水水压达到一定程度的情况下会寻找排水系统及衬砌的薄弱点进入隧道内，环境升温中期隧道渗漏水现象；第四阶段、随着换季后进一步环境温度的逐渐提升，由于环向打孔排水盲管4内的纵向排水盲管6和底部的边墙横向排水支管7内堵塞的冰也随之融化，隧道二次衬砌3内的施工缝止水条5发挥作用，通畅后的防排水系统也恢复了功能，外侧融水及地下水通过排水系统正常引排到了隧道中央排水管，环境升温后期隧道渗漏水现象逐渐从上向下消失了。因此，在持续高寒天气情况下，隧道衬砌与初期支护之间的防排水系统受到不同程度的影响，降低甚至丧失防排水系统的功效，针对防排水系统失效的时段，在高寒地区隧道渗水区段 或富水区段外侧设置与隧道衬砌方向平行的平行导坑10，在隧道外集中降水，能疏干隧道外基土中的水分、促使土体固结，提高地基强度，减少土坡土体侧向位移与沉降，平行导坑10通过沿垂直于隧道衬砌方向的垂直导坑9与高寒地区隧道连通，工程施工成本投入大幅降低，工程施工简单易行，堵截引排效果优异，有效解决了高寒地区隧道渗漏水问题，确保了低温环境下隧道内通车运营安全，同时在既有通车隧道及在建隧道，乃至于普通常温地区富水隧道的渗漏水引排均可实施；在垂直导坑9和平行导坑10交汇位置处竖直向下开挖有与垂直导坑9和平行导坑10均连通的集水沉砂井11，沉淀渗水中存在的砂石，避免后期连接排水管12向中央排水管8排水造成中央排水管8的堵塞，垂直导坑9内安装有电热自动温控装置，确保隧道低温环境下，地下水可以通过放射状地下打孔渗水引排水导管进入导坑，再通过中央排水管排出隧道，解决因隧道地处高寒地区，衬砌外侧环向及纵向盲管结冰堵塞，造成隧道拱顶及侧墙渗漏水，路面结冰影响通行的病害；通过在垂直导坑9和平行导坑10上呈放射状向T字形隧道侧壁导坑上部岩层打入多根均与垂直导坑9和平行导坑10连通的地下打孔渗水引排水导管15，放射状地下打孔渗水引排水导管大范围引导地下水进入导坑，实现隧道外基土中的水分快速疏导，使用效果优异；方法步骤简单，对原有隧道防水层和纵向排水盲管的切割部引流，隧道二次衬砌和隧道一次衬砌之间的防水层的切割部、环向打孔排水盲管的切割部均经导坑接入集水沉砂井，确保隧道防水结构被切割的部分引水正常，避免开凿隧道侧壁导坑引排水结构对原有隧道的破坏，可在类似环境情况下，在建隧道设计增加应用，也可在既有通车隧道病害治理时应用，乃至于普通常温地区富水隧道采用隧道侧壁导坑引排水结构，对以后同类隧道施工将起到重要借鉴及指导作用。
本实施例中，所述集水沉砂井11的顶部安装有镂空井盖14。
本实施例中，所述电热自动温控装置包括XGD式电加热器。
本实施例中，所述连接排水管12与集水沉砂井11连接的一端管底标 高高于集水沉砂井11的井底标高50cm～100cm。
需要说明的是，连接排水管12与集水沉砂井11连接的一端管底标高高于集水沉砂井11的井底标高50cm～100cm的目的是用于沉砂，井内经沉淀的地下水，经连接排水管12进入隧道设计深埋的中央排水管12排出隧道。
实际使用时，隧道侧壁导坑引排水结构，施工验收完毕后，通过模筑混凝土墙上安装有检查门13定期检查导坑内支护稳定情况、连接排水管12的通水情况、集水沉砂井11的沉淀情况、电热自动温控装置安全运行情况，特别是每年隧道内降温前和升温后，检查结构及配套设施能否工作正常，定期清理维护，确保使用安全可靠。
以上所述，仅是本发明的较佳实施例，并非对本发明作任何限制，凡是根据本发明技术实质对以上实施例所作的任何简单修改、变更以及等效结构变化，均仍属于本发明技术方案的保护范围内。

Claims (5)

  1. 一种高寒地区隧道渗漏水治理方法，其特征在于，该方法包括以下步骤：
    步骤一、勘察隧道渗水区段及富水区段：根据高寒地区隧道设计图纸及施工期间的地质勘察描述，圈出高寒地区隧道围岩破碎渗水区段及富水区间，并对隧道围岩破碎渗水区段及富水区间的水量大小进行预估；
    步骤二、确定隧道侧壁导坑引排水结构尺寸：根据高寒地区隧道围岩破碎渗水区段或富水区间位置处预估的水量大小，以及高寒地区隧道围岩破碎渗水区段或富水区间长度确定对应位置处隧道侧壁导坑引排水结构尺寸；
    所述隧道侧壁导坑引排水结构包括沿垂直于隧道衬砌方向开挖的垂直导坑(9)和沿平行于隧道衬砌方向开挖且与垂直导坑(9)远离高寒地区隧道一端连通的平行导坑(10)，垂直导坑(9)和平行导坑(10)构成T字形隧道侧壁导坑；
    平行导坑(10)的长度等于对应位置处高寒地区隧道围岩破碎渗水区段或富水区间长度；
    步骤三、开凿隧道衬砌：在高寒地区隧道围岩破碎渗水区段或富水区间长度对应的隧道内限道围挡，在隧道二次衬砌(3)上放样垂直导坑(9)的洞门线并切割洞门线，洞门线切割棱角整齐，切割从隧道二次衬砌(3)开始，依次经过防水层(2)和隧道一次衬砌(1)，并对隧道二次衬砌(3)和隧道一次衬砌(1)进行支护加强；
    洞门线位于高寒地区隧道围岩破碎渗水区段或富水区间中间位置；
    步骤四、开凿隧道侧壁导坑引排水结构：沿垂直于隧道衬砌方向开挖并支护垂直导坑(9)，在垂直导坑(9)远离高寒地区隧道一端向两侧分别开挖并支护，形成平行导坑(10)，垂直导坑(9)和平行导坑(10)构成T字形隧道侧壁导坑；
    步骤五、放射状打入多根地下打孔渗水引排水导管：将多根地下打孔 渗水引排水导管(15)从垂直导坑(9)和平行导坑(10)的侧壁中放射状向上打入地层围岩，引流围岩中的地下水进入导坑；
    步骤六、开挖集水沉砂井：在垂直导坑(9)和平行导坑(10)交汇位置处竖直向下开挖与垂直导坑(9)和平行导坑(10)均连通的集水沉砂井(11)，垂直导坑(9)的内地面和平行导坑(10)位于集水沉砂井(11)两侧的内地面均为坡面，所述坡面的坡度为5％～15％，且所述坡面靠近集水沉砂井(11)的一侧低于其远离集水沉砂井(11)的一侧，使进入导坑的地下水排入集水沉沙井(11)；
    步骤七、开挖埋设连接排水管：在集水沉沙井(11)至中央排水管(8)之间开挖埋设连接排水管(12)，连接排水管(12)与集水沉砂井(11)连通的一端高于连接排水管(12)与中央排水管(8)连通的一端，连接排水管(12)与集水沉砂井(11)连接的一端管底标高高于集水沉砂井(11)的井底标高，用于集水沉砂井(11)沉砂，集水沉砂井(11)内经沉淀的地下水，经连接排水管(12)进入隧道设计深埋的中央排水管(8)中并排出隧道；
    步骤八、原有隧道防水层和纵向排水盲管的切割部引流：隧道二次衬砌(3)和隧道一次衬砌(1)之间的防水层(2)的切割部、环向打孔排水盲管(4)的切割部均经导坑接入集水沉砂井(11)；
    步骤九、安装检查门：在垂直导坑(9)内安装电热自动温控装置，垂直导坑(9)与隧道一次衬砌(1)至隧道二次衬砌(3)之间的交汇段通过模筑混凝土墙封堵，在模筑混凝土墙上安装检查门(13)。
  2. 按照权利要求1所述的一种高寒地区隧道渗漏水治理方法，其特征在于：步骤四中，利用风镐或爆破方式开凿隧道侧壁导坑引排水结构，垂直导坑(9)和平行导坑(10)采用钢拱架及喷射混凝土支护，垂直导坑(9)和平行导坑(10)的围岩破碎时加设超前小导管或超前锚杆支护。
  3. 按照权利要求1所述的一种高寒地区隧道渗漏水治理方法，其特征在于：所述集水沉砂井(11)的顶部安装有镂空井盖(14)。
  4. 按照权利要求1所述的一种高寒地区隧道渗漏水治理方法，其特征在于：所述电热自动温控装置包括XGD式电加热器。
  5. 按照权利要求1所述的一种高寒地区隧道渗漏水治理方法，其特征在于：所述连接排水管(12)与集水沉砂井(11)连接的一端管底标高高于集水沉砂井(11)的井底标高50cm～100cm。
PCT/CN2020/124914 2020-05-11 2020-10-29 一种高寒地区隧道渗漏水治理方法 WO2021227383A1 (zh)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
CN202010391461.1A CN111577383B (zh) 2020-05-11 2020-05-11 一种高寒地区隧道渗漏水治理方法
CN202010391461.1 2020-05-11

Publications (1)

Publication Number Publication Date
WO2021227383A1 true WO2021227383A1 (zh) 2021-11-18

Family

ID=72120709

Family Applications (1)

Application Number Title Priority Date Filing Date
PCT/CN2020/124914 WO2021227383A1 (zh) 2020-05-11 2020-10-29 一种高寒地区隧道渗漏水治理方法

Country Status (2)

Country Link
CN (1) CN111577383B (zh)
WO (1) WO2021227383A1 (zh)

Cited By (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN113982657A (zh) * 2021-12-01 2022-01-28 江苏凯伦建材股份有限公司 一种暗挖隧道防排水系统的施工方法
CN114135315A (zh) * 2021-11-22 2022-03-04 中铁十六局集团第三工程有限公司 一种严重大变形隧道超前应力释放施工方法
CN114233333A (zh) * 2022-01-10 2022-03-25 中铁十六局集团第四工程有限公司 一种高岩温隧道断层段稳定性支护结构
CN114607463A (zh) * 2022-04-26 2022-06-10 中铁二院工程集团有限责任公司 一种用于岩溶或断层隧道非均衡富水区的排水体系及方法
CN114704298A (zh) * 2022-03-30 2022-07-05 中铁二十局集团第五工程有限公司 一种隧道岩溶涌水段支护的施工方法及其系统
CN114961851A (zh) * 2022-06-07 2022-08-30 广西北投交通养护科技集团有限公司 一种运营隧道涌水处治方法
CN115652899A (zh) * 2022-11-15 2023-01-31 中国电建集团西北勘测设计研究院有限公司 富水隧洞防突水联合控制装置及方法
CN116776440A (zh) * 2023-06-26 2023-09-19 山东大学 一种富水地层单层衬砌水压力计算方法及系统

Families Citing this family (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN111577383B (zh) * 2020-05-11 2021-04-09 中铁一局集团有限公司 一种高寒地区隧道渗漏水治理方法
CN112459834B (zh) * 2020-11-13 2023-06-02 中铁二十局集团第一工程有限公司 集水井、反坡隧道及反坡隧道排水方法
CN117514343B (zh) * 2023-11-14 2024-06-04 中交一公局第五工程有限公司 一种高寒隧道导洞防冻害结构及其施工方法

Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
SU1550156A1 (ru) * 1987-11-19 1990-03-15 Тындинская мерзлотная станция Всесоюзного научно-исследовательского института транспортного строительства Транспортное сооружение
JP4278004B2 (ja) * 2006-01-27 2009-06-10 後藤コンクリート工業株式会社 トンネル通路施工方法及び通路形成部材
CN102720511A (zh) * 2012-06-15 2012-10-10 中铁十二局集团第二工程有限公司 隧道泄水沉沙施工结构
CN102996178A (zh) * 2012-12-13 2013-03-27 中铁四局集团第二工程有限公司 一种严寒地区隧道的排水系统
CN103541762A (zh) * 2013-10-30 2014-01-29 西安建筑科技大学 一种高海拔严寒富水隧道永临结合的防冻排水结构及方法
CN206769955U (zh) * 2017-05-31 2017-12-19 中铁七局集团第三工程有限公司 隧道富水围岩的压面状淌流集中引排水系统
CN111577383A (zh) * 2020-05-11 2020-08-25 中铁一局集团有限公司 一种高寒地区隧道渗漏水治理方法

Family Cites Families (15)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2006077560A (ja) * 2004-09-11 2006-03-23 Yutaka Komatsu トンネルの排水機構
CN100595420C (zh) * 2008-10-14 2010-03-24 中铁一局集团有限公司 隧道辅助导坑洞内调压分配室通风施工方法
CN202544925U (zh) * 2012-04-13 2012-11-21 中国水电顾问集团华东勘测设计研究院 一种一孔两用的隧洞排水孔结构
CN202926388U (zh) * 2012-11-26 2013-05-08 宁波交通工程建设集团有限公司 一种公路隧道路面冒水排泄设施
CN204357485U (zh) * 2014-12-11 2015-05-27 中铁十一局集团第五工程有限公司 防隧道二衬背后积水串流的排水系统
CN105673074B (zh) * 2016-01-19 2018-06-26 中国铁路设计集团有限公司 隧道基底局部深埋排水沟结构
CN207131450U (zh) * 2017-08-31 2018-03-23 中铁二院工程集团有限责任公司 富水地区隧道引水旁洞构造
CN208168937U (zh) * 2018-05-07 2018-11-30 中铁工程设计咨询集团有限公司 一种隧道底部排水结构
CN109026020B (zh) * 2018-08-07 2021-03-23 中电建路桥集团有限公司 一种富水隧道溶洞处理与开挖方法
CN108952806B (zh) * 2018-09-07 2024-04-09 中国铁道科学研究院集团有限公司铁道建筑研究所 高寒严寒地区隧道排水防冻集成系统
CN109488330A (zh) * 2018-12-25 2019-03-19 中铁二院工程集团有限责任公司 穿越半充填性溶洞的明洞加隧底桩筏板结构
CN209621393U (zh) * 2019-02-27 2019-11-12 中铁十二局集团第二工程有限公司 一种寒冷地区隧道洞门段排水沟水流防结冰处置系统
CN110439571B (zh) * 2019-08-21 2021-02-23 中铁隧道局集团有限公司 平导洞通向正洞的横通道施工方法及横通道
CN110617105A (zh) * 2019-09-06 2019-12-27 中铁隧道集团一处有限公司 深埋富水破碎带长距离隧道的泄水结构
CN111005759A (zh) * 2019-12-04 2020-04-14 中交第二公路勘察设计研究院有限公司 一种适用于寒冷地区的超长隧道清污分离排水结构

Patent Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
SU1550156A1 (ru) * 1987-11-19 1990-03-15 Тындинская мерзлотная станция Всесоюзного научно-исследовательского института транспортного строительства Транспортное сооружение
JP4278004B2 (ja) * 2006-01-27 2009-06-10 後藤コンクリート工業株式会社 トンネル通路施工方法及び通路形成部材
CN102720511A (zh) * 2012-06-15 2012-10-10 中铁十二局集团第二工程有限公司 隧道泄水沉沙施工结构
CN102996178A (zh) * 2012-12-13 2013-03-27 中铁四局集团第二工程有限公司 一种严寒地区隧道的排水系统
CN103541762A (zh) * 2013-10-30 2014-01-29 西安建筑科技大学 一种高海拔严寒富水隧道永临结合的防冻排水结构及方法
CN206769955U (zh) * 2017-05-31 2017-12-19 中铁七局集团第三工程有限公司 隧道富水围岩的压面状淌流集中引排水系统
CN111577383A (zh) * 2020-05-11 2020-08-25 中铁一局集团有限公司 一种高寒地区隧道渗漏水治理方法

Cited By (11)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN114135315A (zh) * 2021-11-22 2022-03-04 中铁十六局集团第三工程有限公司 一种严重大变形隧道超前应力释放施工方法
CN113982657A (zh) * 2021-12-01 2022-01-28 江苏凯伦建材股份有限公司 一种暗挖隧道防排水系统的施工方法
CN114233333A (zh) * 2022-01-10 2022-03-25 中铁十六局集团第四工程有限公司 一种高岩温隧道断层段稳定性支护结构
CN114233333B (zh) * 2022-01-10 2024-03-05 中铁十六局集团第四工程有限公司 一种高岩温隧道断层段稳定性支护结构
CN114704298A (zh) * 2022-03-30 2022-07-05 中铁二十局集团第五工程有限公司 一种隧道岩溶涌水段支护的施工方法及其系统
CN114607463A (zh) * 2022-04-26 2022-06-10 中铁二院工程集团有限责任公司 一种用于岩溶或断层隧道非均衡富水区的排水体系及方法
CN114607463B (zh) * 2022-04-26 2023-01-10 中铁二院工程集团有限责任公司 一种用于岩溶或断层隧道非均衡富水区的排水体系及方法
CN114961851A (zh) * 2022-06-07 2022-08-30 广西北投交通养护科技集团有限公司 一种运营隧道涌水处治方法
CN115652899A (zh) * 2022-11-15 2023-01-31 中国电建集团西北勘测设计研究院有限公司 富水隧洞防突水联合控制装置及方法
CN116776440A (zh) * 2023-06-26 2023-09-19 山东大学 一种富水地层单层衬砌水压力计算方法及系统
CN116776440B (zh) * 2023-06-26 2024-04-09 山东大学 一种富水地层单层衬砌水压力计算方法及系统

Also Published As

Publication number Publication date
CN111577383B (zh) 2021-04-09
CN111577383A (zh) 2020-08-25

Similar Documents

Publication Publication Date Title
WO2021227383A1 (zh) 一种高寒地区隧道渗漏水治理方法
CN102678174B (zh) 穿越多年冻土区与非冻土区的隧道排水系统的设置方法
CN102996178B (zh) 一种严寒地区隧道的排水系统
CN108316952A (zh) 高寒地区隧道保温防排水系统
CN106837389B (zh) 一种地铁暗挖车站竖井和横通道的冻结止水方法
CN102733405B (zh) 一种多年冻土区用于降低冻土温度和阻止向基坑内汇水的方法
CN103541762B (zh) 一种高海拔严寒富水隧道永临结合的防冻排水方法
CN107524459A (zh) 一种地铁暗挖车站竖井和横通道的冻结止水结构和方法
CN102839670A (zh) 一种浅层基坑冻结围护及其施工方法
CN107152035A (zh) 地下管廊穿越河流的施工方法
CN108825247B (zh) 一种用于8导洞pba工法的外倾侧壁水平造底盆形冻结止水工法
CN104806253A (zh) 一种矩形顶管通道之间开洞的施工方法
CN104762955A (zh) 一种基于冻结法的人工挖孔扩底桩施工方法
CN109236367A (zh) 一种具有防渗排水功能的隧道结构及其冻结施工方法
CN202690131U (zh) 一种穿越多年冻土区与非冻土区的隧道排水系统
CN208396715U (zh) 一种区间隧道的先行导洞冻结止水结构
CN108643926B (zh) 一种区间隧道的先行导洞冻结止水工法
CN202416325U (zh) 一种浅层基坑围护结构
CN111577384B (zh) 一种高寒地区隧道侧壁导坑引排水结构
CN108457306B (zh) 一种用于4/6导洞pba工法的桩管协同竖直侧壁水平造底盆形冻结止水工法
CN208329012U (zh) 一种用于4/6/8导洞pba工法的先行导洞竖直侧壁水平造底盆形冻结止水结构
CN110735439A (zh) 一种垂直孔树状冻结壁冻结方法
CN208329010U (zh) 一种用于8导洞pba工法的外扩导洞竖直侧壁水平造底盆形冻结止水结构
CN208416542U (zh) 一种用于8导洞pba工法的外倾侧壁水平造底盆形冻结止水结构
CN108442416B (zh) 一种用于8导洞pba工法的外扩导洞竖直侧壁水平造底盆形冻结止水工法

Legal Events

Date Code Title Description
121 Ep: the epo has been informed by wipo that ep was designated in this application

Ref document number: 20936047

Country of ref document: EP

Kind code of ref document: A1

NENP Non-entry into the national phase

Ref country code: DE

122 Ep: pct application non-entry in european phase

Ref document number: 20936047

Country of ref document: EP

Kind code of ref document: A1