CN107905809B - Double-hole hollow rectangular section beam bearing cutting type arched tunnel lining structure - Google Patents
Double-hole hollow rectangular section beam bearing cutting type arched tunnel lining structure Download PDFInfo
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- CN107905809B CN107905809B CN201711438445.8A CN201711438445A CN107905809B CN 107905809 B CN107905809 B CN 107905809B CN 201711438445 A CN201711438445 A CN 201711438445A CN 107905809 B CN107905809 B CN 107905809B
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- 238000005520 cutting process Methods 0.000 title claims abstract description 17
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 67
- 239000010410 layer Substances 0.000 claims abstract description 50
- 239000002344 surface layer Substances 0.000 claims abstract description 16
- 238000009412 basement excavation Methods 0.000 claims description 25
- 239000003673 groundwater Substances 0.000 claims description 21
- 239000011435 rock Substances 0.000 claims description 11
- 238000001727 in vivo Methods 0.000 claims description 9
- 238000000338 in vitro Methods 0.000 claims description 8
- 239000011378 shotcrete Substances 0.000 claims description 7
- 229910000831 Steel Inorganic materials 0.000 claims description 3
- 239000004744 fabric Substances 0.000 claims description 3
- 239000000945 filler Substances 0.000 claims description 3
- 239000004576 sand Substances 0.000 claims description 3
- 238000009991 scouring Methods 0.000 claims description 3
- 239000010959 steel Substances 0.000 claims description 3
- 239000004575 stone Substances 0.000 claims description 3
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 2
- 230000005641 tunneling Effects 0.000 claims 1
- 238000010276 construction Methods 0.000 abstract description 23
- 238000011161 development Methods 0.000 abstract description 8
- 230000000694 effects Effects 0.000 abstract description 5
- 238000005336 cracking Methods 0.000 abstract description 4
- 238000007667 floating Methods 0.000 abstract description 3
- 238000013461 design Methods 0.000 description 3
- 239000004746 geotextile Substances 0.000 description 3
- 238000005452 bending Methods 0.000 description 2
- 230000008901 benefit Effects 0.000 description 2
- 239000004566 building material Substances 0.000 description 2
- 239000004567 concrete Substances 0.000 description 2
- 238000004090 dissolution Methods 0.000 description 2
- 230000001788 irregular Effects 0.000 description 2
- 239000013049 sediment Substances 0.000 description 2
- 239000010865 sewage Substances 0.000 description 2
- 239000002002 slurry Substances 0.000 description 2
- 235000019738 Limestone Nutrition 0.000 description 1
- 230000002411 adverse Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000004140 cleaning Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 201000010099 disease Diseases 0.000 description 1
- 208000037265 diseases, disorders, signs and symptoms Diseases 0.000 description 1
- 238000009826 distribution Methods 0.000 description 1
- 230000009977 dual effect Effects 0.000 description 1
- 239000010419 fine particle Substances 0.000 description 1
- 238000011010 flushing procedure Methods 0.000 description 1
- 230000002706 hydrostatic effect Effects 0.000 description 1
- 238000011835 investigation Methods 0.000 description 1
- 239000006028 limestone Substances 0.000 description 1
- 238000000034 method Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000035515 penetration Effects 0.000 description 1
- 230000002093 peripheral effect Effects 0.000 description 1
- 239000012466 permeate Substances 0.000 description 1
- 230000001932 seasonal effect Effects 0.000 description 1
- 238000004062 sedimentation Methods 0.000 description 1
- 230000035945 sensitivity Effects 0.000 description 1
- 238000000926 separation method Methods 0.000 description 1
- 238000005507 spraying Methods 0.000 description 1
- 239000000126 substance Substances 0.000 description 1
- 239000002351 wastewater Substances 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
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- 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
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- Engineering & Computer Science (AREA)
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- Architecture (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Civil Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The double-hole hollow rectangular section beam bearing cutting type arched tunnel lining structure eliminates the effect of underground water on the tunnel lining bottom structure, effectively solves the problems of floating deformation of a tunnel inverted arch or cracking and damage of a tunnel bottom structure in karst or underground water development areas, ensures the stability and safety of tunnel construction and operation, and prevents ballast bed ponding in the tunnel from polluting underground water in operation. Longitudinal beams fixedly connected with the arch wall secondary lining structure are arranged at the bottoms of the side walls at two sides of the arch wall secondary lining structure, and the longitudinal beams are rectangular sections with upper longitudinal cavities and lower longitudinal cavities. The longitudinal beam is used as a bearing structure of an arch wall primary support structure and an arch wall secondary lining structure and also used as a tunnel longitudinal drainage channel. The tunnel bottom between the longitudinal beams is provided with a filling foundation consisting of a foundation surface layer and a foundation bottom layer. The in-body drainage system introduces ballast bed ponding in the tunnel into the upper longitudinal cavity, and the in-body drainage system introduces arch wall range drainage system and tunnel bottom drainage system catchments into the lower longitudinal cavity.
Description
Technical Field
The invention relates to a tunnel lining and drainage system structure, in particular to a tunnel lining structure and a waterproof and drainage system structure thereof, which are applied to underground water development sections or irregular sections or karst areas where underground water is affected by seasons.
Background
In twenty-first century, china railway construction developed at a high speed, and high-standard double-line railway construction with the speed of more than 200km per hour was increasingly performed. Particularly in southwest mountainous areas, on the one hand, because of the extensive distribution of limestone strata; on the other hand, for high-speed railways, the line expansion is limited by various factors such as large curve radius, complex terrain and geological conditions, and the like, so that the scale (number and length) of karst tunnels are rapidly increased. Because karst and karst water development have characteristics such as complexity, diversity and irregularity, the risk of building long karst tunnels, especially the risk of operation, is higher and higher.
In recent years, a plurality of water damage events such as deformation of ballastless track beds, inverted arches, filling of arches and the like occur during the operation of high-speed railway tunnels such as Shanghai, shanghai and the like, and great importance is placed on railway design, construction and operation parties. Through investigation, existing line water damage is mainly divided into two types:
(1) The inverted arch is filled and floats upwards to deform. The deformation and expansion of the construction joint caused by layered construction of the tunnel bottom structure under the action of water pressure are mainly shown.
(1) The specifications require that the inverted arch be poured separately from the inverted arch filling. The construction method forms a construction joint between the inverted arch and the filling, but groundwater permeates into the bottom of the inverted arch filling through the inverted arch ring to fill the bottom, and the filling floats upwards due to a water head of about 3-4 m.
(2) In actual construction, in order to prevent the construction surface of the ballast bed from being damaged by construction vehicles, the inverted arch filling is often in a layered pouring mode, the thickness of an inverted arch filling surface layer (or a leveling layer) poured before the ballast bed construction is about 0.2-0.4 m, and the filling surface layer floats upwards only by a water head with the height of 0.5-1 m, so that the ballast bed is deformed.
(3) The ballastless ballast bed is in a non-connection contact mode to the ballast bed plate and the inverted arch filling surface, a construction interface exists, the sensitivity to tunnel bottom water seepage is more remarkable, a seam-separating lifting phenomenon and a wearing phenomenon often occur, and under the action of water, the disease characteristics are particularly obvious. The adverse effect of tunnel bottom water damage on operation safety and the treatment difficulty are further aggravated by the huge rigidity difference with the tunnel structure, the uncoordinated deformation and the extremely poor adaptability of the track structure to the basic deformation.
(2) The lining structure is mainly an inverted arch deformation crack.
(1) The drainage system is limited by drainage capacity of a longitudinal blind pipe, a circumferential blind pipe and a side wall drain hole which are arranged in a tunnel, and after construction, the drainage system is blocked by physical (sediment and fine particles are deposited and silted), chemical (soluble matters are separated out, concrete and slurry reaction residues are coagulated) and other reasons, so that the drainage is not smooth, the water pressure changes rapidly, and the lining structure is cracked and damaged.
(2) The side wall longitudinal construction joint, the annular construction joint, the inverted arch bottom and other structures and the waterproof weak links generate structural deformation, cracking and waterproof failure; water spraying, sediment flushing and the like occur at local positions.
(3) Seasonal fluctuations in groundwater level cause the lining to withstand "dynamic loading" effects. Under continuous rainfall or extreme stormwater weather conditions, the groundwater level suddenly increases and the lining is subjected to higher water pressure.
The majority of tunnels currently designed are lined with inverted arches. Taking a single-hole double-line tunnel as an example, the drainage system takes 'drainage in the tunnel' as a main mode, and the underground water drainage path is as follows: surrounding rock, primary support, drainage blind pipe, side ditch, transverse drainage pipe and central ditch, namely water around the tunnel structure is led to enter the central ditch in the tunnel structure body through the drainage blind pipe through primary support penetration, and finally is drained out of the tunnel.
The main defects of the drainage system in the tunnel body are as follows:
(1) the pressure release points of the pressurized groundwater are all positioned inside the lining main body structure, so that the range of the lining main body structure for bearing hydrostatic pressure or dynamic water pressure is larger.
(2) The central ditch (or side ditch) is arranged in the tunnel structure, the peripheral groundwater in the arch wall range is mainly drained, accumulated water below the inverted arch of the tunnel cannot be drained effectively, and once the water is continuously rained or stormwater, the water pressure is increased rapidly due to the fact that the water in the crevice or the pipeline under the inverted arch of the local section cannot be drained in time. Under the action of high water pressure, the tunnel bottom inverted arch is cracked and damaged.
(3) The tunnel is in the area of groundwater season fluctuation belt and the like which is closely connected with external water power, under the continuous rainfall or stormwater weather, the underground water quantity is suddenly increased, the tunnel is limited by the size and the distance of the drain holes of the side wall, and the tunnel is difficult to timely drain the tunnel into the drain ditch in the tunnel structure, so that the underground water level is caused to be rapidly increased. Under the action of high water pressure, the lining is cracked and destroyed.
(4) The method is limited by the ballast bed structure, the requirement of auxiliary structures in the tunnel and the economical efficiency of tunnel section engineering, and the degree of difficulty in construction is considered, so that the degree of freedom of the water passing section of the side ditch or the central ditch in the tunnel is not large, the water passing capability is limited, and water damage in the tunnel is often caused.
(5) Because the tunnel bottom is arc-shaped, excavation control is difficult, the difficulty of completely cleaning up virtual slag at the tunnel bottom is high, and underground water at the tunnel bottom can not be discharged during operation, and the disasters such as slurry and mud are easily caused by repeated action of train dynamic load.
Therefore, the lining structure and the drainage system are optimized, the smooth drainage is ensured, the tunnel bottom water pressure is reduced or even eliminated, and the urgent need for ensuring the operation safety is realized by reducing the risks of tunnel water damage in underground water development areas, irregular areas where underground water is affected by seasons and karst areas.
Disclosure of Invention
The invention aims to solve the technical problem of providing a double-hole hollow rectangular section beam bearing cutting type arched tunnel lining structure, which changes the stress form and the drainage system of a tunnel bottom structure by modifying the traditional tunnel bottom structure form and the drainage system of the tunnel bottom structure, eliminates the effect of underground water on the bottom structure of the tunnel lining, effectively solves the problems of floating deformation of a tunnel inverted arch or cracking and damage of the tunnel bottom structure in karst or underground water development areas, ensures the stability and the safety of tunnel construction and operation, and prevents the accumulated water of a ballast bed in the tunnel from polluting underground water in operation.
The technical scheme adopted for solving the technical problems is as follows:
the invention discloses a double-hole hollow rectangular section beam bearing cutting type arch tunnel lining structure, which comprises an arch wall primary support structure, an arch wall secondary lining structure and an arch wall range waterproof layer, and also comprises a drainage system, and is characterized in that: longitudinal beams fixedly connected with the two side walls of the arch wall secondary lining structure are arranged at the bottoms of the two side walls, and the longitudinal beams are rectangular sections with upper longitudinal cavities and lower longitudinal cavities; the longitudinal beam is used as a bearing structure of an arch wall primary support structure and an arch wall secondary lining structure and is also used as a tunnel longitudinal drainage channel; the tunnel bottom between the longitudinal beams is provided with a filling foundation consisting of a foundation surface layer and a foundation bottom layer; the drainage system comprises an in-vivo drainage system and an in-vitro drainage system, wherein the in-vivo drainage system introduces accumulated water of a ballast bed in a tunnel into the upper longitudinal cavity, and the in-vitro drainage system introduces water of an arch wall range drainage system and a tunnel bottom drainage system into the lower longitudinal cavity.
The foundation surface layer is filled with graded broken stone with the thickness not less than 40cm, and the foundation bottom layer is filled with A, B groups of fillers.
The arch wall range drainage system comprises a circumferential drainage blind pipe and a side wall drainage pipe, wherein the circumferential drainage blind pipe is arranged between the non-woven geotechnical cloth and the waterproof board at intervals along the tunnel excavation direction and is directly introduced into the lower longitudinal cavity at the lower part of the side wall; the side wall drain pipes are distributed at intervals along the tunnel excavation direction, one end of each side wall drain pipe extends into surrounding rock for a certain length, and the other end of each side wall drain pipe is led into the lower longitudinal cavity so as to drain underground water in the side wall range and release pressure.
The tunnel bottom drainage system comprises a drainage layer and a drainage layer drain pipe, wherein the drainage layer is positioned at the lower part of a foundation bottom layer, and is filled with medium coarse sand with the thickness of not less than 15cm so as to collect tunnel bottom groundwater and prevent the groundwater from scouring and undercut surrounding rock of the tunnel bottom; the drainage pipes of the drainage layer are arranged in the longitudinal beams at intervals along the tunnel excavation direction, and groundwater collected in the drainage layer is guided and discharged into the lower longitudinal cavity.
The in-vivo drainage system comprises a ballast bed ponding drainage pipe and a foundation surface drainage pipe, wherein the foundation surface drainage pipes are arranged in the longitudinal beam at intervals along the tunnel excavation direction, and the possible ponding in the foundation surface is led to the upper longitudinal cavity; the ballast water drainage pipes are arranged in the longitudinal beams at intervals along the tunnel excavation direction, and the ballast water is led to the upper longitudinal cavity.
The beneficial effects of the invention are mainly reflected in the following aspects:
1. the tunnel bottom is not provided with a structural layer and the excavation is basically horizontal, so that the problems that the excavation curvature of the inverted arch foundation in the traditional lining form is not easy to control and the like are solved, and the excavation operation is more convenient. Compared with the traditional lining structure with the inverted arch tunnel bottom, the tunnel bottom has the advantages that building materials are saved, and engineering construction investment is effectively reduced;
2. the tunnel bottom is not provided with a structural layer, and only a replacement filling foundation is provided. The concrete filling body is not required to be applied on the inverted arch lining, so that the rail structure is effectively prevented from being damaged due to the fact that underground water enters the gap between the inverted arch and the inverted arch filling through the inverted arch construction joint to squeeze and damage the filling body;
3. the hollow longitudinal beams are arranged on the two sides of the tunnel bottom and used as bearing structures of the arch wall secondary lining, so that the bending rigidity can be greatly improved. The settlement deformation of the arch wall supporting structure can be effectively controlled for the sections with weak surrounding rocks at the bottom of the tunnel side wall; for karst area tunnels, karst forms (solution cavities, karst cave filling, karst breaking zones and the like) can effectively span a certain size range;
4. the longitudinal beam adopts a double-hole hollow rectangular section, so that the masonry can be saved; the upper cavity of the longitudinal beam is used as an in-hole ballast bed ponding drainage channel, and the lower cavity is used as an in-vitro groundwater drainage channel, so that wastewater in the hole and groundwater are separated and drained, and groundwater is prevented from being polluted; the lining structure can replace a drain hole in the engineering design of a traditional underground water development tunnel, and the average per kilometer tunnel engineering can save more than ten millions of engineering cost, so that the economic benefit is very remarkable;
5. the separated drainage system provided by the invention realizes the separation and drainage of sewage and underground water in a hole, and avoids the pollution of the underground water; the drainage capacity is stronger, can effectively drain arch wall scope and tunnel end groundwater, avoid traditional lining structure to lead to the back lining structure fracture of inverted arch because of groundwater drainage is unsmooth or the sudden increase of the groundwater yield in the storm season.
According to the invention, the stress form and the drainage system of the tunnel bottom structure are changed by modifying the traditional tunnel bottom structure form and the drainage system of the tunnel liner, so that the effect of underground water on the tunnel bottom structure is eliminated, the problems of floating deformation of a tunnel inverted arch or cracking and damage of the tunnel bottom structure in karst or underground water development areas are effectively solved, the stability and the safety of tunnel construction and operation are ensured, and the accumulated water of a ballast bed in the tunnel in operation is prevented from polluting the underground water.
Drawings
The specification includes the following two drawings:
FIG. 1 is a schematic illustration of a dual-hole hollow rectangular section beam load-bearing cutting type arched tunnel lining structure of the present invention;
fig. 2 is an enlarged view of a portion of fig. 1.
The figure shows the components, part names and corresponding labels: the arch wall comprises an upper longitudinal cavity B1, a lower longitudinal cavity B2, an arch wall primary support structure 10, an arch wall shotcrete layer 10a, an arch wall steel frame 10B, an arch wall system anchor rod 10c, a leveling layer 11, an arch wall range waterproof layer 20, geotextiles 20a, waterproof boards 20B, a tunnel bottom waterproof layer 21, a circumferential drainage blind pipe 31a, side wall drainage pipes 31B and 31c, a drainage layer 32a, a drainage layer drainage pipe 32B, an arch wall secondary lining structure 40, a foundation surface layer 41B, a foundation bottom layer 41a and longitudinal beams 42.
Description of the embodiments
The invention will now be described in detail with reference to the drawings and examples.
Referring to fig. 1, the dual-hole hollow rectangular section beam bearing cutting type arched tunnel lining structure of the invention comprises an arch wall primary support structure 10, an arch wall secondary lining structure 40, an arch wall range waterproof layer 20 and a drainage system 30. The bottoms of the two side walls of the arch wall secondary lining structure 40 are provided with longitudinal beams 42 fixedly connected with the two side walls, and the longitudinal beams 42 are rectangular sections with an upper longitudinal cavity B1 and a lower longitudinal cavity B2. The stringers 42 serve as both the load bearing structure for the arch wall primary support structure 10 and the arch wall secondary lining structure 40 and as the tunnel longitudinal drainage channel. The arrangement 42 can greatly improve the bending rigidity, can effectively control the sedimentation deformation of arch wall supporting structures for the partial existence of weak surrounding rock sections at the bottom of the tunnel side wall, save masonry, and can effectively span karst forms (dissolution cavity, filling karst cave, dissolution breaking belt and the like) in a certain size range for tunnels in karst areas. The drainage system comprises an in-vivo drainage system and an in-vitro drainage system, wherein the in-vivo drainage system introduces ballast bed ponding in a tunnel into the upper longitudinal cavity B1, and the in-vitro drainage system introduces arch wall range drainage system and tunnel bottom drainage system catchments into the lower longitudinal cavity B2. The longitudinal cavity B1 at the upper part of the longitudinal beam is used as an in-hole ballast bed accumulated water drainage channel, and the longitudinal cavity B2 at the lower part of the longitudinal beam is used as an in-vitro underground water drainage channel, so that the sewage and underground water in the hole are separated and drained, and the underground water is prevented from being polluted. The lining structure can replace a drain hole in the engineering design of a traditional underground water development tunnel, and the average construction cost of each kilometer tunnel engineering can be saved by more than ten millions.
Referring to fig. 1, a filling foundation comprising a foundation surface layer 41b and a foundation bottom layer 41a is arranged between the longitudinal beams 42, and no structural layer is arranged, wherein the foundation surface layer 41b can be filled with graded broken stone with the thickness of not less than 40cm, and the foundation bottom layer 41a can be filled with A, B groups of filler. The tunnel bottom excavation is basically horizontal, the problems that the curvature of the inverted arch foundation excavation in the traditional lining form is difficult to control guidance and the like are solved, and the excavation operation is more convenient. The tunnel excavation amount can be reduced, building materials are saved, and engineering construction investment is effectively reduced.
Referring to fig. 1 and 2, the arch wall range drainage system includes a circumferential drainage blind pipe 31a and a sidewall drainage pipe 31B, wherein the circumferential drainage blind pipe 31a is arranged between the non-woven geotextile 20a and the waterproof board 20B along the tunnel excavation direction at intervals and is directly introduced into the lower longitudinal cavity B2 at the lower part of the sidewall. The side wall drain pipes 31B are arranged at intervals along the tunnel excavation direction, one end of each side wall drain pipe extends into surrounding rock for a certain length, and the other end of each side wall drain pipe is introduced into the lower longitudinal cavity B2 so as to drain underground water in the side wall range and release pressure.
Referring to fig. 1 and 2, the tunnel bottom drainage system includes a drainage layer 32a and a drainage layer drain pipe 32b, wherein the drainage layer 32a is positioned at the lower part of the foundation bottom layer 41a, and is filled with medium coarse sand with a thickness not less than 15cm, so as to collect tunnel bottom groundwater and prevent the groundwater from scouring and undercut tunnel bottom surrounding rock. The drainage layer drain pipes 32B are arranged in the longitudinal beams 42 at intervals along the tunnel excavation direction, and drain the groundwater collected in the drainage layer 32a into the lower longitudinal cavity B2.
Referring to fig. 1 and 2, the in-vivo drainage system includes a ballast bed water drain pipe 33a and a foundation surface layer drain pipe 33B, wherein the foundation surface layer drain pipes 33B are arranged in the longitudinal beams 42 at intervals along the tunnel excavation direction, and drain possible water in the foundation surface layer 41B into the upper longitudinal cavity B1. The ballast water drain pipes 33a are arranged in the longitudinal beams 42 at intervals along the tunnel excavation direction, and drain the ballast water into the upper longitudinal cavity B1.
Referring to fig. 1 and 2, a tunnel waterproof layer 21 is provided between the base surface layer 41b and the base bottom layer 41 a. The arch wall range waterproof layer 20 is located between the arch wall primary support structure 10 and the arch wall secondary lining structure 40, and comprises an inner geotextile 20a and an outer waterproof board 20b. The arch wall primary support structure 10 includes arch wall shotcrete 10a covering the surrounding rock of the arch wall and arch wall system anchors 10c arranged in a quincuncial shape along the arch wall. Arch wall steel frames 10b are arranged in the arch wall sprayed concrete layer 10a at intervals along the tunnel excavation direction, and reinforcing steel meshes are additionally arranged in the arch wall sprayed concrete layer 10 a.
Referring to fig. 1, the bottom of the stringers 42 may be provided with a screed 11. The cross-sectional dimensions of the upper and lower longitudinal cavities B1, B2 of the stringers 42 may be adjusted according to drainage and stress requirements.
The foregoing is intended to illustrate only some of the principles of the dual hole hollow rectangular cross-section beam load-bearing cutting arch tunnel liner structure of the present invention and is not intended to limit the invention to the specific structure and application scope shown and described, so that all possible modifications and equivalents may be resorted to, falling within the scope of the invention as defined by the appended claims.
Claims (9)
1. The utility model provides a diplopore cavity rectangle section roof beam bears cutting formula arch tunnel lining structure, includes arch wall primary support structure (10), arch wall secondary lining structure (40) and arch wall scope waterproof layer (20), still includes drainage system (30), characterized by: longitudinal beams (42) fixedly connected with the arch wall secondary lining structure (40) are arranged at the bottoms of the side walls at the two sides, and the longitudinal beams (42) are rectangular sections with an upper longitudinal cavity (B1) and a lower longitudinal cavity (B2); the longitudinal beam (42) is used as a bearing structure of an arch wall primary supporting structure (10) and an arch wall secondary lining structure (40) and is also used as a tunnel longitudinal drainage channel; a filling foundation consisting of a foundation surface layer (41 b) and a foundation bottom layer (41 a) is arranged between the longitudinal beams (42) in a tunneling way; the drainage system comprises an in-vivo drainage system and an in-vitro drainage system, wherein the in-vivo drainage system introduces ballast bed ponding in a tunnel into the upper longitudinal cavity (B1), and the in-vitro drainage system introduces arch wall range drainage system and tunnel bottom drainage system catchment into the lower longitudinal cavity (B2).
2. The dual-hole hollow rectangular section beam load-bearing cutting type arched tunnel lining structure as claimed in claim 1, wherein: the foundation surface layer (41 b) is filled with graded broken stone with the thickness not less than 40cm, and the foundation bottom layer (41 a) is filled with A, B groups of fillers.
3. The dual-hole hollow rectangular section beam load-bearing cutting type arched tunnel lining structure as claimed in claim 1, wherein: the arch wall range drainage system comprises a circular drainage blind pipe (31 a) and a side wall drainage pipe (31B), wherein the circular drainage blind pipe (31 a) is arranged between the non-woven geotechnical cloth (20 a) and the waterproof board (20B) along the tunnel excavation direction at intervals and is directly led into a lower longitudinal cavity (B2) at the lower part of the side wall; the side wall drain pipes (31B) are distributed at intervals along the tunnel excavation direction, one end of each side wall drain pipe extends into surrounding rock for a certain length, and the other end of each side wall drain pipe is led into the lower longitudinal cavity (B2) so as to drain underground water in the side wall range and release pressure.
4. The dual-hole hollow rectangular section beam load-bearing cutting type arched tunnel lining structure as claimed in claim 1, wherein: the tunnel bottom drainage system comprises a drainage layer (32 a) and a drainage layer drain pipe (32 b), wherein the drainage layer (32 a) is positioned at the lower part of a foundation bottom layer (41 a) and is filled with medium coarse sand with the thickness not less than 15cm so as to collect tunnel bottom groundwater and prevent the groundwater from scouring and undercut tunnel bottom surrounding rocks; the drainage layer drain pipes (32B) are arranged in the longitudinal beams (42) at intervals along the tunnel excavation direction, and groundwater collected in the drainage layer (32 a) is led to the lower longitudinal cavity (B2).
5. The dual-hole hollow rectangular section beam load-bearing cutting type arched tunnel lining structure as claimed in claim 1, wherein: the in-vivo drainage system comprises a ballast bed ponding drainage pipe (33 a) and a foundation surface drainage pipe (33B), wherein the foundation surface drainage pipe (33B) is arranged in a longitudinal beam (42) at intervals along the tunnel excavation direction, and possible ponding in the foundation surface layer (41B) is led to an upper longitudinal cavity (B1); the ballast bed ponding water drainage pipes (33 a) are arranged in the longitudinal beams (42) at intervals along the tunnel excavation direction, and the ballast bed ponding water is led to be discharged into the upper longitudinal cavity (B1).
6. The dual-hole hollow rectangular section beam load-bearing cutting type arched tunnel lining structure as claimed in claim 1, wherein: a tunnel bottom waterproof layer (21) is arranged between the foundation surface layer (41 b) and the foundation bottom layer (41 a); the arch wall range waterproof layer (20) is positioned between the arch wall primary support structure (10) and the arch wall secondary lining structure (40) and comprises an inner geotechnical cloth (20 a) and an outer waterproof board (20 b).
7. The dual-hole hollow rectangular section beam load-bearing cutting type arched tunnel lining structure as claimed in claim 1, wherein: the arch wall primary support structure (10) comprises arch wall shotcrete (10 a) covering arch wall surrounding rocks and arch wall system anchor rods (10 c) which are arranged along the plum blossom shape of the arch wall; arch wall steel frames (10 b) are arranged in the arch wall sprayed concrete layer (10 a) at intervals along the tunnel excavation direction, and reinforcing steel meshes are additionally arranged in the arch wall sprayed concrete layer (10 a).
8. The dual-hole hollow rectangular section beam load-bearing cutting type arched tunnel lining structure as claimed in claim 1, wherein: the bottom of the longitudinal beam (42) is provided with a leveling layer (11).
9. The dual-hole hollow rectangular section beam load-bearing cutting type arched tunnel lining structure as claimed in claim 1, wherein: the cross-sectional dimensions of the upper longitudinal cavity (B1) and the lower longitudinal cavity (B2) of the longitudinal beam (42) can be adjusted according to drainage and stress requirements.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201711438445.8A CN107905809B (en) | 2017-12-27 | 2017-12-27 | Double-hole hollow rectangular section beam bearing cutting type arched tunnel lining structure |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201711438445.8A CN107905809B (en) | 2017-12-27 | 2017-12-27 | Double-hole hollow rectangular section beam bearing cutting type arched tunnel lining structure |
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| CN107905809A CN107905809A (en) | 2018-04-13 |
| CN107905809B true CN107905809B (en) | 2024-01-19 |
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| CN108757027B (en) * | 2018-05-23 | 2023-11-21 | 中铁二院工程集团有限责任公司 | Multifunctional drainage system in tunnel |
| CN111411993A (en) * | 2020-04-21 | 2020-07-14 | 中铁二院工程集团有限责任公司 | Large-section tunnel supporting system penetrating through huge karst cave hall and construction method |
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| CN107905809A (en) | 2018-04-13 |
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