CN108086993B - Construction method of haunched floor type tunnel lining and drainage system structure with drainage gallery arranged at tunnel bottom - Google Patents
Construction method of haunched floor type tunnel lining and drainage system structure with drainage gallery arranged at tunnel bottom Download PDFInfo
- Publication number
- CN108086993B CN108086993B CN201711446373.1A CN201711446373A CN108086993B CN 108086993 B CN108086993 B CN 108086993B CN 201711446373 A CN201711446373 A CN 201711446373A CN 108086993 B CN108086993 B CN 108086993B
- Authority
- CN
- China
- Prior art keywords
- tunnel
- drainage
- arch wall
- drainage system
- gallery
- 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
- 238000010276 construction Methods 0.000 title claims abstract description 48
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 79
- 230000006378 damage Effects 0.000 claims abstract description 14
- 238000005336 cracking Methods 0.000 claims abstract description 7
- 238000009412 basement excavation Methods 0.000 claims description 23
- 239000011378 shotcrete Substances 0.000 claims description 7
- 238000007689 inspection Methods 0.000 claims description 6
- 239000011435 rock Substances 0.000 claims description 6
- 229910000831 Steel Inorganic materials 0.000 claims description 5
- 238000000034 method Methods 0.000 claims description 5
- 239000010959 steel Substances 0.000 claims description 5
- 239000004744 fabric Substances 0.000 claims description 4
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 3
- 238000007789 sealing Methods 0.000 claims 1
- 230000000694 effects Effects 0.000 abstract description 5
- 239000010410 layer Substances 0.000 description 13
- 239000003673 groundwater Substances 0.000 description 12
- 239000004567 concrete Substances 0.000 description 3
- 239000004566 building material Substances 0.000 description 2
- 239000004746 geotextile Substances 0.000 description 2
- 239000013049 sediment Substances 0.000 description 2
- 239000002002 slurry Substances 0.000 description 2
- 239000002344 surface layer Substances 0.000 description 2
- 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
- 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
- 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
- 230000035945 sensitivity Effects 0.000 description 1
- 238000005507 spraying Methods 0.000 description 1
- 239000000126 substance Substances 0.000 description 1
- 238000012876 topography Methods 0.000 description 1
Classifications
-
- 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
-
- 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
-
- 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
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The construction method of the haunched floor type tunnel lining and drainage system structure with the drain gallery arranged at the tunnel bottom reduces or even eliminates the effect of underground water on the bottom structure of the tunnel lining, effectively solves the problems of floating deformation of the tunnel inverted arch or cracking and damage of the tunnel bottom structure in karst or underground water development areas, and ensures the stability and safety of tunnel construction and operation. The bottom of the arch wall secondary lining structure is provided with a bottom plate structure body which is used as a bearing foundation of the arch wall secondary lining structure, and the transverse two ends of the bottom plate structure body are fixedly connected with the lower end of the arch wall secondary lining side wall and are armed at the inner side of the connecting part. The box-shaped structure is buried under the plate body of the bottom plate structure along the longitudinal center line, a longitudinally-through drainage gallery is arranged in the box-shaped structure, and the drainage system comprises an arch wall range drainage system, a tunnel bottom drainage system and a standby drainage system in a tunnel, wherein the arch wall range drainage system, the tunnel bottom drainage system and the standby drainage system are communicated with the drainage gallery.
Description
Technical Field
The invention relates to a tunnel lining structure, in particular to a construction method of a tunnel lining and drainage system structure applied to an underground water development area or a karst area.
Background
In twenty-first century, the railway construction of China is developed at a high speed, high-standard double-line railway construction with the speed of more than 200km per hour is more and more, and particularly in southwest mountain areas, karst development is performed, and the line expansion line is limited by various factors such as large curve radius, complex topography and geological conditions and the like, so that the karst tunnel scale is 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 in particular is deformed and cracked.
(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 method becomes an urgent need for reducing the tunnel water hazard risk in karst areas and ensuring the operation safety.
Disclosure of Invention
The invention aims to solve the technical problem of providing a construction method of a haunched floor type tunnel lining with a drain gallery arranged at the tunnel bottom and a drainage system structure, so as to reduce or even eliminate the effect of underground water on the bottom structure of the tunnel lining, effectively solve 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, and ensure the stability and safety of tunnel construction and operation.
The technical scheme adopted for solving the technical problems is as follows:
the invention discloses a construction method of a haunched floor type tunnel lining and drainage system structure with a drain gallery at the tunnel bottom, which comprises an arch wall primary support structure, an arch wall secondary lining structure, an arch wall range waterproof layer and a drainage system, wherein a floor structure is arranged at the bottom of the arch wall secondary lining structure and used as a bearing foundation of the arch wall secondary lining structure, and two transverse ends of the floor structure are fixedly connected with the lower end of an arch wall secondary lining side wall and haunched at the inner side of a connecting part; the box-shaped structure is buried under the plate body of the bottom plate structure along the longitudinal center line, a longitudinally-through drainage gallery is arranged in the box-shaped structure, and the drainage system comprises an arch wall range drainage system, a tunnel bottom drainage system and a standby drainage system in a tunnel, wherein the arch wall range drainage system, the tunnel bottom drainage system and the standby drainage system are communicated with the drainage gallery;
the construction method comprises the following steps:
(1) excavating the whole section or the step method to form a hole shape;
(2) immediately constructing a corresponding arch wall primary support structure after excavation;
(3) excavating a box-shaped structure section at the tunnel bottom;
(4) constructing a leveling layer at the bottom of the section of the box-shaped structure, hoisting prefabricated sections of the box-shaped structure (70), and constructing two-side overexcavation backfill bodies;
(5) constructing a tunnel bottom drainage system, burying a tunnel bottom section of a blind pipe for circumferential drainage, fixing a transverse connection water pipe by using a reinforcing steel bar, and pouring a bottom plate structure;
(6) after the arch wall range waterproof layer and the arch wall range drainage system are applied, an arch wall secondary lining structure is poured;
(7) constructing inner side ditches of tunnels at two sides in a hole;
(8) constructing a ballast bed and a track structure;
repeating the steps (1) - (8) for a plurality of times until the full-length excavation of the design paragraph of the tunnel is completed.
The tunnel bottom drainage system comprises a longitudinal blind ditch and annular blind ditches which are distributed at intervals along the tunnel excavation direction, the longitudinal blind ditches and the annular blind ditches form a net drainage system, underground water which is sucked and dredged to the tunnel bottom is introduced into a drainage gallery through a drainage pipe, and the situation that the underground water is not smoothly discharged or the underground water amount suddenly increases in the rainstorm season to cause the cracking and the damage of a tunnel bottom structure is avoided.
The arch wall range drainage system comprises a circular drainage blind pipe arch wall section and a circular drainage blind pipe tunnel bottom section, wherein the circular drainage blind pipe arch wall section is arranged between the non-woven geotechnical cloth and the waterproof board at intervals along the tunnel excavation direction, and underground water in the arch wall range is collected through the circular drainage blind pipe arch wall section and then drained into the drainage gallery through the circular drainage blind pipe tunnel bottom section.
The standby drainage system in the tunnel comprises tunnel inner side ditches fixedly arranged on two sides of the bottom plate structure body, an inner drainage cavity of each tunnel inner side ditch is communicated with the drainage gallery through a transverse connecting water pipe, and the transverse connecting water pipes are arranged along the extending direction of the line.
The standby drainage system in the tunnel further comprises at least one pressure relief drainage hole drilled into the surrounding rock at the bottom of the tunnel by the drainage cavity in the inner side ditch of the tunnel, and high-pressure underground water is introduced into the inner side ditch of the tunnel through the pressure relief drainage hole and then introduced into the drainage gallery through the transverse connecting water pipe.
The beneficial effects of the invention are mainly reflected in the following aspects:
1. the tunnel bottom adopts a bottom plate structure, so that the excavation operation is more convenient, the problems that the excavation curvature of the inverted arch foundation in the traditional lining form is not easy to control guidance and the like are solved, and compared with the traditional lining structure with the inverted arch form of the tunnel bottom, the tunnel bottom has the advantages that building materials are saved, and the engineering construction investment is effectively reduced;
2. the tunnel bottom adopts the haunched pile plate structure to replace the traditional inverted arch form, so that the bearing capacity of the bottom plate can be increased, and the water pressure resistance and the floating resistance of the tunnel bottom structure can be also increased. The tunnel bottom adopts the bottom plate structure, and the concrete filling body is not needed to be applied on the tunnel bottom, so that the problem that the traditional curved wall belt inverted arch lining is damaged due to the fact that groundwater enters the space between the inverted arch and the inverted arch filling gap through the inverted arch construction joint to extrude and damage the filling body is effectively avoided, and the track structure is damaged.
3. The three sets of drainage systems, namely the arch wall range drainage system, the tunnel bottom drainage system and the standby drainage system in the tunnel, are arranged, so that the reliability is higher, and the drainage capacity is stronger. Under normal operation condition, underground water behind the arch wall secondary lining structure is not led into a tunnel side ditch through the side wall, and is directly led into a drainage gallery arranged under the bottom plate through the lower part of the bottom plate, so that the arch wall range and the tunnel bottom underground water can be effectively drained, and the problem that the traditional lining structure cracks and damages after the inverted arch due to unsmooth underground water drainage or sudden increase of underground water in the rainstorm season is avoided. Even during operation, due to sudden increase of underground water quantity in local sections caused by heavy rain and the like, the water pressure at the lower part of the side wall of the tunnel and the tunnel bottom is rapidly increased, and pressure relief water discharge holes can be drilled at the bottoms of the grooves at two sides in the tunnel, so that a standby water discharge system in the tunnel is started, the water pressure is reduced, and the structural safety is fully ensured.
According to the invention, the stress form and the drainage system of the tunnel bottom structure are changed by modifying the traditional tunnel lining tunnel bottom structure form, so that the effect of underground water on the tunnel lining bottom structure is reduced or even eliminated, the problem of tunnel inverted arch floating deformation or tunnel bottom structure cracking and destruction in karst or underground water development areas is effectively solved, and the stability and safety of tunnel construction and operation are ensured.
Drawings
The specification includes fifteen drawings as follows:
FIG. 1 is a schematic illustration of a haunched floor tunnel lining and drainage system construction with a drain gallery at the tunnel floor;
FIG. 2 is an enlarged view of a portion of FIG. 1A;
FIG. 3 is a cross-sectional view taken along line I-I of FIG. 1;
FIG. 4 is a cross-sectional view taken along line II-II of FIG. 3;
FIG. 5 is a cross-sectional view taken along line III-III of FIG. 3;
FIG. 6 is a cross-sectional view taken along line IV-IV of FIG. 3;
figure 7 is a cross-sectional view taken along line v-v of figure 3;
fig. 8 to 15 are exploded views showing construction steps of a construction method of a haunched floor type tunnel lining and drainage system structure in which a drain gallery is provided at a tunnel bottom according to the present invention.
The figure shows the components, part names and corresponding labels: the tunnel 1, the box-shaped structure construction section 2, the arch wall primary support structure 10, the arch wall sprayed concrete layer 10a, the arch wall steel frame 10B, the arch wall system anchor rods 10C, the arch wall range waterproof layer 20, the geotextile 20a, the waterproof board 20B, the annular drainage blind pipe arch wall section 31a, the annular drainage blind pipe tunnel bottom section 31B, the tunnel bottom drainage system 32, the longitudinal blind ditch 32a, the annular blind ditch 32B, the drainage pipe 32C, the transverse connecting water pipe 33a, the pressure relief drainage hole 33B, the cover plate 34, the groove bodies 40 on two sides in the tunnel, the leveling layer 41, the two-side overexcavation backfill body 42, the arch wall secondary lining structure 50, the bottom plate structure construction body 51, the track bed and the track structure 60, the box-shaped structure construction body 70, the drainage gallery B, the inspection wellhead C and the tunnel inner side ditch D2.
Description of the embodiments
The invention will now be described in detail with reference to the drawings and examples.
Referring to fig. 1 to 7, the haunched floor type tunnel lining and drainage system structure in which a drainage gallery is provided at the tunnel bottom includes an arch wall primary support structure 10, an arch wall secondary lining structure 50, and an arch wall range waterproof layer 20, and includes a drainage system. The bottom of the arch wall secondary lining structure 50 is provided with a bottom plate structure 51 as a bearing foundation of the arch wall secondary lining structure 50, and the two transverse ends of the bottom plate structure 51 are fixedly connected with the lower ends of the side walls of the arch wall secondary lining structure 50 and are haunched at the inner sides of the connecting parts. The haunched pile plate structure replaces the traditional inverted arch form, so that the bearing capacity of the bottom plate can be increased, and the water pressure resistance and the floating resistance of the tunnel bottom structure can be improved. The tunnel bottom adopts the bottom plate structure, and the concrete filling body is not needed to be applied on the tunnel bottom, so that the problem that the traditional curved wall belt inverted arch lining is damaged due to the fact that groundwater enters the space between the inverted arch and the inverted arch filling gap through the inverted arch construction joint to extrude and damage the filling body is effectively avoided, and the track structure is damaged. The excavation operation is more convenient, has overcome the difficult control of tradition lining form inverted arch foundation excavation camber and has guided scheduling problem.
Referring to fig. 1 to 7, a box-shaped structure 70 is buried under the plate body of the bottom plate structure 51 along the longitudinal center line, a drainage gallery B is longitudinally penetrated in the box-shaped structure 70, and the drainage system comprises an arch wall range drainage system, a tunnel bottom drainage system and a standby drainage system in a tunnel, which are communicated with the drainage gallery B. The three sets of drainage systems, namely the arch wall range drainage system, the tunnel bottom drainage system and the standby drainage system in the tunnel, are arranged, so that the reliability is higher, and the drainage capacity is stronger. Under normal operation condition, underground water behind the arch wall secondary lining structure is not led into a tunnel side ditch through the side wall, and is directly led into a drainage gallery arranged under the bottom plate through the lower part of the bottom plate, so that the arch wall range and the tunnel bottom underground water can be effectively drained, and the problem that the traditional lining structure cracks and damages after the inverted arch due to unsmooth underground water drainage or sudden increase of underground water in the rainstorm season is avoided.
Referring to fig. 1, 3, 4, 5 and 6, the tunnel bottom drainage system includes a longitudinal blind ditch 32a and a circumferential blind ditch 32B arranged at intervals along the tunnel excavation direction, the longitudinal blind ditch 32a and the circumferential blind ditch 32B form a mesh drainage system, and the groundwater of the tunnel bottom is sucked and drained to be introduced into the drainage gallery B through the drainage pipe 32c, so as to avoid the cracking and damage of the tunnel bottom structure caused by unsmooth drainage of the groundwater or sudden increase of the groundwater quantity in the rainstorm season.
Referring to fig. 1, 2, 3, 4 and 5, the arch wall range drainage system includes a circumferential drainage blind pipe arch wall section 31a and a circumferential drainage blind pipe tunnel bottom section 31B, the circumferential drainage blind pipe arch wall section 31a is arranged between the non-woven geotechnical cloth 20a and the waterproof board 20B at intervals along the tunnel excavation direction, and the arch wall range groundwater is discharged into the drainage gallery B through the circumferential drainage blind pipe tunnel bottom section 31B after being collected by the circumferential drainage blind pipe arch wall section 31 a.
Referring to fig. 1, 4, 5, 6 and 7, the backup drainage system in the tunnel includes a tunnel inner side ditch D2 fixedly disposed on two lateral sides of the floor structure 51, and the inner drainage cavity of the tunnel inner side ditch D2 is communicated with the drainage gallery B through a lateral connecting water pipe 33a, and a lateral connecting water pipe 33c is disposed along the extending direction of the line. The standby drainage system in the tunnel further comprises at least one pressure relief drainage hole 33B drilled into surrounding rock at the tunnel bottom through a drainage cavity in the inner side ditch D2 of the tunnel, high-pressure underground water is introduced into the inner side ditch D2 of the tunnel through the pressure relief drainage hole 33B and then introduced into the drainage gallery B through a transverse connecting water pipe 33a, so that the water pressure is greatly reduced, and the structural safety is ensured. The pressure release and drainage hole 33b is not operated during construction, and is operated when the water pressure at the bottom of the side wall and the tunnel bottom is suddenly increased due to heavy rain or the like during operation.
Referring to fig. 1, 3-7, inspection well heads C communicated with the drainage gallery B are arranged on the bottom plate structure 51 at intervals along the extending direction of the tunnel, and the upper ports of the inspection well heads C are closed by cover plates 34, so that the flowing water in the drainage gallery B is prevented from flowing into the tunnel during operation. During operation, dredging can be conveniently carried out by entering the drainage gallery B from the inspection wellhead C.
Referring to fig. 1 and 2, the arch wall range waterproof layer 20 is located between the arch wall primary support structure 10 and the arch wall secondary lining structure 50, 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. 8 to 15, the construction method of the haunched floor type tunnel lining and drainage system structure with the drain gallery arranged at the tunnel bottom comprises the following steps:
(1) excavating a full section or a step method to form a hole shape 1;
(2) immediately constructing a corresponding arch wall primary support structure 10 after excavation;
(3) tunnel bottom excavation box structure construction section 2;
(4) constructing a leveling layer 41 at the bottom of the section 2 of the box-shaped structure, hoisting the prefabricated sections of the box-shaped structure 70, and constructing two-side overexcavation backfill bodies 42;
(5) constructing a tunnel bottom drainage system, burying a tunnel bottom section 31b of a blind pipe for circumferential drainage, fixing a transverse connecting water pipe 33a by using steel bars, and pouring a bottom plate structure 51;
(6) after the arch wall range waterproof layer 20 and the arch wall range drainage system are applied, an arch wall secondary lining structure 50 is poured;
(7) constructing inner side ditches D2 of tunnels on two sides in the tunnel;
(8) constructing a ballast bed and a track structure 40;
repeating the steps (1) - (8) for a plurality of times until the full-length excavation of the design paragraph of the tunnel is completed.
The tunnel bottom adopts a bottom plate structure, so that the excavation operation is more convenient, and the problems that the excavation curvature of the inverted arch foundation in the traditional lining form is not easy to control and guide and the like are solved; meanwhile, building materials are saved, and engineering construction investment is effectively reduced.
Claims (8)
1. The construction method of the haunched floor type tunnel lining and drainage system structure with the drain gallery arranged at the tunnel bottom comprises an arch wall primary support structure (10), an arch wall secondary lining structure (50) and an arch wall range waterproof layer (20), and a drainage system, wherein a floor structure body (51) is arranged at the bottom of the arch wall secondary lining structure (50) to serve as a bearing foundation of the arch wall secondary lining structure (50), and two transverse ends of the floor structure body (51) are fixedly connected with the lower ends of side walls of the arch wall secondary lining structure (50) and haunched at the inner sides of the connecting parts; a box-shaped structure (70) is buried under the plate body of the bottom plate structure (51) along the longitudinal center line, a longitudinal through drainage gallery (B) is arranged in the box-shaped structure (70), and the drainage system comprises an arch wall range drainage system, a tunnel bottom drainage system and a standby drainage system in a tunnel, wherein the arch wall range drainage system, the tunnel bottom drainage system and the standby drainage system are communicated with the drainage gallery (B);
the construction method comprises the following steps:
(1) excavating a full section or a step method to form a hole shape (1);
(2) immediately constructing a corresponding arch wall primary support structure (10) after excavation;
(3) a tunnel bottom excavation box-shaped structure section (2);
(4) constructing a leveling layer (41) at the bottom of the section (2) of the box-shaped structure, hoisting prefabricated sections of the box-shaped structure (70), and constructing two-side overexcavation backfill bodies (42);
(5) constructing a tunnel bottom drainage system, burying a tunnel bottom section (31 b) of a blind pipe for circumferential drainage, fixing a transverse connection water pipe (33 a) by using steel bars, and pouring a bottom plate structure (51);
(6) after an arch wall range waterproof layer (20) and an arch wall range drainage system are applied, an arch wall secondary lining structure (50) is poured;
(7) constructing inner side ditches (D2) of tunnels at two sides in the tunnel;
(8) constructing a ballast bed and a track structure (40);
repeating the steps (1) - (8) for a plurality of times until the full-length excavation of the design paragraph of the tunnel is completed.
2. The construction method of a haunched floor type tunnel lining and drainage system structure with a drain gallery at the tunnel bottom of claim 1, which is characterized in that: the tunnel bottom drainage system comprises a longitudinal blind ditch (32 a) and annular blind ditches (32B) which are distributed at intervals along the tunnel excavation direction, wherein the longitudinal blind ditches (32 a) and the annular blind ditches (32B) form a net drainage system, and underground water which is sucked and dredged into the tunnel bottom is introduced into a drainage gallery (B) through a drainage pipe (32 c), so that the situation that underground water is not excreted smoothly or underground water amount suddenly increases in a rainstorm season to cause the cracking and the damage of a tunnel bottom structure is avoided.
3. The construction method of a haunched floor type tunnel lining and drainage system structure with a drain gallery at the tunnel bottom of claim 1, which is characterized in that: the arch wall range drainage system comprises a circular drainage blind pipe arch wall section (31 a) and a circular drainage blind pipe tunnel bottom section (31B), wherein the circular drainage blind pipe arch wall section (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 underground water in the arch wall range is collected through the circular drainage blind pipe arch wall section (31 a) and then is discharged into a drainage gallery (B) through the circular drainage blind pipe tunnel bottom section (31B).
4. The construction method of a haunched floor type tunnel lining and drainage system structure with a drain gallery at the tunnel bottom of claim 1, which is characterized in that: the standby drainage system in the tunnel comprises tunnel inner side ditches (D2) fixedly arranged on two lateral sides of the bottom plate structure (51), the inner drainage cavity of each tunnel inner side ditch (D2) is communicated with the drainage gallery (B) through a lateral connecting water pipe (33 a), and the lateral connecting water pipes (33 c) are arranged along the extending direction of the line.
5. The construction method of the haunched floor type tunnel lining and drainage system structure with the drain gallery arranged at the tunnel bottom as claimed in claim 4, which is characterized in that: the standby drainage system in the tunnel further comprises at least one pressure relief drainage hole (33B) drilled into the surrounding rock of the tunnel bottom through the drainage cavity in the inner side ditch (D2) of the tunnel, and high-pressure underground water is introduced into the inner side ditch (D2) of the tunnel through the pressure relief drainage hole (33B) and then introduced into the drainage gallery (B) through the transverse connection water pipe (33 a).
6. The construction method of a haunched floor type tunnel lining and drainage system structure with a drain gallery at the tunnel bottom of claim 1, which is characterized in that: inspection well heads (C) communicated with the drainage gallery (B) are arranged on the bottom plate structure (51) at intervals along the extending direction of the tunnel, and upper ports of the inspection well heads (C) are provided with cover plates (34) for sealing.
7. The construction method of a haunched floor type tunnel lining and drainage system structure with a drain gallery at the tunnel bottom of claim 1, which is characterized in that: the arch wall range waterproof layer (20) is positioned between the arch wall primary support structure (10) and the arch wall secondary lining structure (50) and comprises an inner geotechnical cloth (20 a) and an outer waterproof board (20 b).
8. The construction method of a haunched floor type tunnel lining and drainage system structure with a drain gallery at the tunnel bottom of claim 1, which is characterized in that: the arch wall primary support structure (10) comprises an arch wall shotcrete layer (10 a) covering arch wall surrounding rock and arch wall system anchor rods (10 c) which are arranged in a quincuncial shape along the arch wall, arch wall steel frames (10 b) are arranged in the arch wall shotcrete layer (10 a) at intervals along the tunnel excavation direction, and reinforcing steel meshes are additionally arranged in the arch wall shotcrete layer (10 a).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201711446373.1A CN108086993B (en) | 2017-12-27 | 2017-12-27 | Construction method of haunched floor type tunnel lining and drainage system structure with drainage gallery arranged at tunnel bottom |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201711446373.1A CN108086993B (en) | 2017-12-27 | 2017-12-27 | Construction method of haunched floor type tunnel lining and drainage system structure with drainage gallery arranged at tunnel bottom |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN108086993A CN108086993A (en) | 2018-05-29 |
| CN108086993B true CN108086993B (en) | 2023-11-17 |
Family
ID=62179743
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201711446373.1A Active CN108086993B (en) | 2017-12-27 | 2017-12-27 | Construction method of haunched floor type tunnel lining and drainage system structure with drainage gallery arranged at tunnel bottom |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN108086993B (en) |
Families Citing this family (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112253233B (en) * | 2020-10-16 | 2024-06-28 | 中铁第四勘察设计院集团有限公司 | Maintainable tunnel drainage pressure relief system |
| CN113847091A (en) * | 2021-08-27 | 2021-12-28 | 中铁二院工程集团有限责任公司 | Drainage depressurization system at bottom of rich water section tunnel |
| CN113833523A (en) * | 2021-08-31 | 2021-12-24 | 山东大学 | Drainage device and method suitable for excavation of tunnel step in water-rich soft rock stratum |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2012031593A (en) * | 2010-07-29 | 2012-02-16 | Sekisui Plastics Co Ltd | Spring water drainage structure in tunnel |
| CN205477742U (en) * | 2016-01-19 | 2016-08-17 | 西南交通大学 | Drainage structures suitable for tunnel bottom in rich water rock stratum |
| CN105927272A (en) * | 2016-06-12 | 2016-09-07 | 中铁二院工程集团有限责任公司 | Floor anchoring constraint tunnel lining structure |
| CN106869998A (en) * | 2017-03-09 | 2017-06-20 | 同济大学 | Hydraulic pressure fractured zones tunnel high carries the emergent intelligent drainage system of clearing function |
| CN106968712A (en) * | 2017-05-12 | 2017-07-21 | 西南交通大学 | Water rich strata tunnel bottom discharge structure and its construction method |
| CN208310794U (en) * | 2017-12-27 | 2019-01-01 | 中铁二院工程集团有限责任公司 | The tunnel-liner of haunch floor type and the drainage system of leaked oil is arranged in tunnel bottom |
-
2017
- 2017-12-27 CN CN201711446373.1A patent/CN108086993B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2012031593A (en) * | 2010-07-29 | 2012-02-16 | Sekisui Plastics Co Ltd | Spring water drainage structure in tunnel |
| CN205477742U (en) * | 2016-01-19 | 2016-08-17 | 西南交通大学 | Drainage structures suitable for tunnel bottom in rich water rock stratum |
| CN105927272A (en) * | 2016-06-12 | 2016-09-07 | 中铁二院工程集团有限责任公司 | Floor anchoring constraint tunnel lining structure |
| CN106869998A (en) * | 2017-03-09 | 2017-06-20 | 同济大学 | Hydraulic pressure fractured zones tunnel high carries the emergent intelligent drainage system of clearing function |
| CN106968712A (en) * | 2017-05-12 | 2017-07-21 | 西南交通大学 | Water rich strata tunnel bottom discharge structure and its construction method |
| CN208310794U (en) * | 2017-12-27 | 2019-01-01 | 中铁二院工程集团有限责任公司 | The tunnel-liner of haunch floor type and the drainage system of leaked oil is arranged in tunnel bottom |
Also Published As
| Publication number | Publication date |
|---|---|
| CN108086993A (en) | 2018-05-29 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN105927272B (en) | Bottom plate anchors restricted type tunnel lining structure | |
| CN107905811B (en) | Inverted arch-free lining of foundation hollow longitudinal beam bearing arch structure | |
| CN208310794U (en) | The tunnel-liner of haunch floor type and the drainage system of leaked oil is arranged in tunnel bottom | |
| CN202787334U (en) | Sealing structure of deep well casing used during tunnel construction | |
| CN108086993B (en) | Construction method of haunched floor type tunnel lining and drainage system structure with drainage gallery arranged at tunnel bottom | |
| CN107905809B (en) | Double-hole hollow rectangular section beam bearing cutting type arched tunnel lining structure | |
| CN108222975B (en) | Large arch base bottom plate type lining and drainage system structure thereof | |
| CN112664203B (en) | Reinforcing system for controlling shield tunnel deformation by river dredging above shield tunnel and construction method | |
| CN108468555A (en) | A kind of lining cutting of single-track railway floor type and its drainage system construction that inspection shaft is set using refuge chamber | |
| CN110644294A (en) | Anti-bulging and anti-sliding structure of ballastless track high-speed railway and construction method | |
| CN107965327A (en) | Arcuately tunnel bottom liner structure and its drainage system | |
| CN208310807U (en) | A kind of single-track railway floor type lining structure using refuge chamber setting inspection shaft | |
| CN208073498U (en) | The hollow longeron of foundation carries domes without the lining cutting of inverted arch type and its drainage system | |
| CN208073504U (en) | The hollow compound arch tunnel-liner in type tunnel bottom and its drainage system construction of falling from power | |
| CN111271118B (en) | Drainage structure suitable for reconstruction of karst tunnel bottom structure and construction method thereof | |
| CN107905808B (en) | Arch lining system of basement inverted groove type longitudinal beam bearing tunnel-free bottom structure | |
| CN108005677B (en) | Frame type integral tunnel bottom arch lining and drainage system thereof | |
| CN108005688A (en) | The external dewatering type lining cutting of buried lateral sulcus and its drainage system | |
| CN107905810A (en) | Boot last pedestal combed tunnel bottom liner structure and its drainage system | |
| CN208073501U (en) | Foundation base type is without inverted arch type tunnel lining structure and its drainage system | |
| CN107975378B (en) | U-shaped wall foundation and bottom plate dynamic-static separation bearing type lining structure with water delivery function | |
| CN107905812A (en) | The hollow compound arch tunnel-liner in type tunnel bottom and its drainage system construction of falling from power | |
| CN211471980U (en) | Anti-bump anti-skid structure of ballastless track high-speed railway | |
| CN211950587U (en) | Drainage structure suitable for reconstruction of tunnel bottom structure of karst tunnel | |
| CN108194096A (en) | Foundation base type is without inverted arch type tunnel lining structure and its 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 |