CN113482671B - Construction method for restraining tunnel primary support sinking based on step method excavation - Google Patents
Construction method for restraining tunnel primary support sinking based on step method excavation Download PDFInfo
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- CN113482671B CN113482671B CN202110973601.0A CN202110973601A CN113482671B CN 113482671 B CN113482671 B CN 113482671B CN 202110973601 A CN202110973601 A CN 202110973601A CN 113482671 B CN113482671 B CN 113482671B
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- 238000010276 construction Methods 0.000 title claims abstract description 53
- 238000009412 basement excavation Methods 0.000 title claims abstract description 19
- 238000000034 method Methods 0.000 title claims description 28
- 230000000452 restraining effect Effects 0.000 title claims description 20
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 162
- 239000010959 steel Substances 0.000 claims abstract description 162
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 113
- 230000002787 reinforcement Effects 0.000 claims abstract description 51
- 239000011435 rock Substances 0.000 claims abstract description 29
- 230000000670 limiting effect Effects 0.000 claims description 11
- 239000002002 slurry Substances 0.000 claims description 11
- 230000002829 reductive effect Effects 0.000 abstract description 8
- 230000002401 inhibitory effect Effects 0.000 abstract description 3
- 238000009434 installation Methods 0.000 description 9
- 230000000694 effects Effects 0.000 description 3
- 230000001681 protective effect Effects 0.000 description 3
- 239000004568 cement Substances 0.000 description 2
- 238000009415 formwork Methods 0.000 description 2
- 239000011440 grout Substances 0.000 description 2
- 239000007788 liquid Substances 0.000 description 2
- 238000000465 moulding Methods 0.000 description 2
- 235000019353 potassium silicate Nutrition 0.000 description 2
- 238000004062 sedimentation Methods 0.000 description 2
- 238000007493 shaping process Methods 0.000 description 2
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 description 2
- 238000003756 stirring Methods 0.000 description 2
- 238000003466 welding Methods 0.000 description 2
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 1
- 238000005266 casting Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 238000012827 research and development Methods 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
- 239000000126 substance Substances 0.000 description 1
- 239000002023 wood Substances 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
- E21D11/183—Supporting means for arch members, not provided for in E21D11/22
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- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
- E21D20/02—Setting anchoring-bolts with provisions for grouting
- E21D20/021—Grouting with inorganic components, e.g. cement
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
- E21D21/0026—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection characterised by constructional features of the bolts
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
- E21D21/008—Anchoring or tensioning means
Abstract
The invention discloses a construction method for inhibiting the subsidence of an initial support of a tunnel based on step excavation, which comprises the following steps: 1. installing a positioning steel arch; 2. installing a foot locking anchor rod and grouting; 3. expanding and digging; 4. installing and fixedly connecting a backing plate; 5. and building a reinforcing layer supporting template system and pouring. After the pouring of the reinforcing layer supporting template system is completed, a reinforcing layer structure is formed at the bottom of the steel arch frame, the reinforcing layer structure can be used as a reinforced bottom longitudinal beam, the arch frames are effectively connected, the longitudinal rigidity and the integrity of the primary support are improved, and the bearing capacity of the upper lining structure is improved. Reinforcing the outer side surface of the steel arch by utilizing the reinforcement blocks in the surrounding rock of the foot locking anchor rods; vertical settlement and convergence of the tunnel primary support are restrained, the scale of the surrounding rock loosening ring is controlled, surrounding rock load borne by the lining structure is reduced, and engineering construction cost is reduced.
Description
Technical Field
The invention belongs to the technical field of tunnel and underground engineering support, and particularly relates to a construction method for restraining the sinking amount of an initial support of a tunnel based on step excavation.
Background
Along with the continuous expansion of the number and scale of tunnel engineering in China, the excavated tunnels mainly penetrate through soil with poor bearing capacity of the foundation, weak surrounding rock, fault fracture zones and other sections, and when tunnel construction is carried out under the geological conditions, the defects of longitudinal cracks, longitudinal cracks of lining structures and the like caused by filling the top surface of an inverted arch are usually generated, and even major safety accidents such as downhill slope instability of a tunnel portal can be generated. The reason is that the primary support is excessively large in vertical settlement, so that the stability of arch feet and wall feet and the research and development of the settlement control measures are also gradually attracting attention.
To solve this problem, the provision of a footlock anchor at the arch or footing is one of the effective measures to control vertical settlement. The construction angle of the locking anchor pipe and the connection reliability with the profile steel arch foot can not be ensured due to the difference of the field construction levels. In addition, through adopting the mode that straight connecting rib welded steel bow member and lock foot anchor pipe together, because connecting rib is little with lock foot anchor pipe contact area, lock foot anchor pipe wall is thin, breaks through the steel pipe easily when the welding, and the junction of connecting rib and lock foot anchor pipe easily appears the fracture when atress, causes anchor pipe effect to become invalid. Therefore, a construction method capable of effectively suppressing the sinking amount of the primary support of the tunnel is proposed.
Disclosure of Invention
The invention aims to solve the technical problems in the prior art, and provides a construction method for restraining the sinking amount of a primary support of a tunnel based on step excavation, wherein after the pouring of a reinforcement layer support template system is completed, a reinforcement layer structure is formed at the bottom of a steel arch frame, the reinforcement layer structure can be used as a reinforced bottom longitudinal beam, and the arch frames are effectively connected to improve the longitudinal rigidity and the integrity of the primary support and the bearing capacity of an upper lining structure. Reinforcing the outer side surface of the steel arch by utilizing the reinforcement blocks in the surrounding rock of the foot locking anchor rods; vertical settlement and convergence of the tunnel primary support are restrained, the scale of the surrounding rock loosening ring is controlled, surrounding rock load borne by the lining structure is reduced, and engineering construction cost is reduced.
In order to solve the technical problems, the invention adopts the following technical scheme: the construction method for restraining the sinking amount of the primary support of the tunnel based on the step method is characterized in that the tunnel is excavated and supported by adopting the step method, the tunnel is constructed from back to front along the longitudinal extending direction of the tunnel, and the transverse channel of the tunnel comprises an upper step, a middle step arranged below the upper step and a lower step arranged at the bottom of the tunnel and arranged below the middle step; when the transverse channel of the tunnel is excavated, the upper step is excavated and supported firstly, then the middle step is excavated and supported, finally the lower step is excavated and supported, and the supporting structure of each step forms an initial supporting structure for supporting the tunnel;
the method is characterized in that the supporting method of each step is the same, and the method for supporting any step comprises the following steps:
step one, installing and positioning a steel arch frame: erecting a plurality of groups of positioning steel arches along the longitudinal extension direction of the tunnel, wherein the plurality of groups of positioning steel arches are uniformly distributed along the longitudinal extension direction of the tunnel;
the positioning steel arch comprises a steel arch erected on the inner side surface of the step and two groups of directional catheter tube groups obliquely arranged at the bottom of the steel arch, and the steel arch and the two groups of directional catheter tube groups are integrally formed; the longitudinal section shape of the steel arch is matched with the longitudinal section shape of the step;
the directional catheter tube set comprises two directional catheters symmetrically arranged on the same side of the steel arch, the two directional catheters are obliquely arranged on the front side and the rear side of the bottom of the steel arch, the directional catheters are fixed on the steel arch through a plurality of limit steel bars, the directional catheters are of hollow structures, and the directional catheters gradually incline downwards along the direction away from the central axis of the tunnel;
step two, installing a foot locking anchor rod and grouting: inserting a foot locking anchor rod into the directional guide pipe, wherein the end part of the foot locking anchor rod, which extends into the directional guide pipe, penetrates through the directional guide pipe and then extends into the surrounding rock, and the other end of the foot locking anchor rod extends to the inner side of the step;
a grouting mechanism is arranged at the end part of the foot locking anchor rod positioned at the inner side of the tunnel, grouting is carried out on the foot locking anchor rod by utilizing the grouting mechanism, and a reinforcing block is formed at the end part of the foot locking anchor rod positioned in the surrounding rock;
removing the grouting mechanism after grouting is finished;
step three, expanding and digging: manually expanding and digging the outer side of the bottom of the step, and forming a reinforcing cavity with a right trapezoid longitudinal section at the bottom of the step, wherein the reinforcing cavity is distributed along the longitudinal extending direction of the tunnel; the bottom surface of the reinforcing cavity and the bottom surface of the steel arch in the step are arranged in the same horizontal plane;
step four, installing and fixedly connecting a backing plate: a connecting base plate is horizontally arranged on the bottom surface of the reinforcing cavity, the connecting base plate is arranged at the bottom of the steel arch, the cross section area of the connecting base plate is larger than that of the steel arch, and the connecting base plate is fixed at the bottom of the reinforcing cavity through a plurality of fixing pieces;
fifthly, building a reinforcing layer supporting template system and pouring: and erecting a reinforcing layer supporting template system in the reinforcing cavity, pouring the reinforcing layer supporting template system by using concrete after the erection is completed, and forming a reinforcing layer structure after the concrete is solidified.
The construction method for restraining the subsidence of the primary support of the tunnel based on the step method excavation is characterized by comprising the following steps of: in the first step, the end part of the directional guide pipe extending into the surrounding rock is flush with the bottom of the step; the inner diameter of the directional guide tube is larger than the outer diameter of the foot locking anchor rod.
The construction method for restraining the subsidence of the primary support of the tunnel based on the step method excavation is characterized by comprising the following steps of: in the first step, the number of the limiting steel bars is two, the two directional guide pipes are sleeved in the limiting steel bars, and one limiting steel bar is arranged at the inner side of the tunnel and fixed at the joint of the directional guide pipe and the steel arch; the other limit steel bar is arranged on one side, far away from the tunnel, of the steel arch and is fixed at the joint of the directional guide pipe and the steel arch.
The construction method for restraining the subsidence of the primary support of the tunnel based on the step method excavation is characterized by comprising the following steps of: in the fifth step, the reinforcement layer support template system comprises a reinforcement layer template structure arranged in the reinforcement cavity and a reinforcement layer support structure vertically arranged in the reinforcement layer template structure;
the reinforced layer template structure comprises a plurality of reinforced bottom plates which are horizontally arranged at the bottom of the reinforced cavity and reinforced side plates which are vertically arranged at one side of the reinforced bottom plates and are distributed at the inner side of the tunnel, and the reinforced bottom plates and the reinforced side plates are integrally formed; the reinforcing bottom plate, the reinforcing side plates and the inner wall of the tunnel enclose a concrete forming cavity with a right trapezoid longitudinal section.
The construction method for restraining the subsidence of the primary support of the tunnel based on the step method excavation is characterized by comprising the following steps of: the reinforcing bottom plates and the connecting base plates are all arranged in the same horizontal plane; and a plurality of reinforcing rods are vertically arranged on one side of the reinforcing side plate, which is far away from the concrete forming cavity, and are uniformly distributed along the longitudinal extending direction of the tunnel.
The construction method for restraining the subsidence of the primary support of the tunnel based on the step method excavation is characterized by comprising the following steps of: the reinforcing layer supporting structure is arranged in the concrete forming cavity and comprises a longitudinal steel bar set arranged at the bottom of the steel arch and arranged in the reinforcing cavity and a circumferential steel bar set sleeved on the longitudinal steel bar set, and the longitudinal steel bar set and the circumferential steel bar set are integrally formed;
the longitudinal steel bar sets comprise a plurality of reinforcing layer longitudinal steel bars which are arranged along the longitudinal extending direction of the tunnel, and the reinforcing layer longitudinal steel bars are uniformly distributed on the inner side and the outer side of the steel arch;
the circumferential reinforcement sets comprise a plurality of reinforcement layer circumferential reinforcements sleeved on the longitudinal reinforcement sets, and the reinforcement layer circumferential reinforcements are distributed along the extending direction of the reinforcement layer longitudinal reinforcements; the reinforcing layer circumferential steel bar is of a right trapezoid structure, and the reinforcing layer longitudinal steel bar is arranged at four vertex angles of the reinforcing layer circumferential steel bar.
The construction method for restraining the subsidence of the primary support of the tunnel based on the step method excavation is characterized by comprising the following steps of: the grouting mechanism comprises a stop valve arranged on the inner side of the tunnel and at the end part of the foot locking anchor rod, a three-way pipe communicated with the stop valve, a double-liquid grouting machine arranged in the tunnel and used for grouting into the foot locking anchor rod, and a grouting pipe connected with the three-way pipe and the double-liquid grouting machine.
The construction method for restraining the subsidence of the primary support of the tunnel based on the step method excavation is characterized by comprising the following steps of: the outside cover of connecting the backing plate is equipped with the safety cover, connect the backing plate with the safety cover encloses into confined cuboid region.
Compared with the prior art, the invention has the following advantages:
1. the directional guide pipe is arranged for installing the foot locking anchor rod subsequently, and the directional guide pipe is fixedly connected with the steel arch frame into a whole, so that the installation position of the foot locking anchor rod is determined in advance, the deviation of the position of the foot locking anchor rod in construction is avoided, the construction angle of the foot locking anchor rod is ensured, the function of the foot locking anchor rod is better exerted, and the function of the foot locking anchor rod for inhibiting vertical settlement of a tunnel is better exerted.
2. According to the invention, the bottom bearing area of the lining structure can be increased by expanding and digging the reinforcing cavity at the bottom of the steel arch, and the sinking of the primary support of the tunnel can be restrained.
3. The invention can control early sedimentation by using the connecting backing plate arranged at the bottom of the steel arch, and the connecting backing plate can be reused; meanwhile, the installation position of the lower first-layer step steel arch can be accurately positioned by using the connecting base plate, so that the connection and the fixation of the steel arch in the upper and lower steps are facilitated.
4. After the pouring of the reinforcing layer supporting template system is completed, a reinforcing layer structure is formed at the bottom of the steel arch frame, the reinforcing layer structure can be used as a reinforced bottom longitudinal beam, the arch frames are effectively connected, the longitudinal rigidity and the integrity of the primary support are improved, and the bearing capacity of the upper lining structure is improved.
5. The construction method is simple, and the outer side surface of the steel arch is reinforced by the reinforcement blocks in the surrounding rock through the foot locking anchor rods; utilize the reinforcing layer supports the template system and is in pour the bottom of steel bow member, shaping reinforcing layer structure consolidates the bottom of steel bow member has restrained the vertical subsidence of tunnel preliminary bracing and has converged, and then has controlled the scale of surrounding rock loose ring, has reduced the surrounding rock load that lining structure bears, reduces engineering construction cost.
In summary, after the pouring of the reinforced layer supporting template system is completed, the reinforced layer structure is formed at the bottom of the steel arch frame, the reinforced layer structure can be used as a reinforced bottom longitudinal beam to effectively connect the arch frames, so that the longitudinal rigidity and the integrity of the primary support are improved, and the bearing capacity of the upper lining structure is improved. Reinforcing the outer side surface of the steel arch by utilizing the reinforcement blocks in the surrounding rock of the foot locking anchor rods; vertical settlement and convergence of the tunnel primary support are restrained, the scale of the surrounding rock loosening ring is controlled, surrounding rock load borne by the lining structure is reduced, and engineering construction cost is reduced.
The technical scheme of the invention is further described in detail through the drawings and the embodiments.
Drawings
Fig. 1 is a schematic view of a construction state of installing and positioning a steel arch and a foot locking anchor rod in construction of an upper step of the invention.
Fig. 2 is a schematic view of a construction state of the locking anchor rod in casting during construction of an upper step.
Fig. 3 is a schematic view of a construction state of a pouring reinforcing layer structure in construction of an upper step of the present invention.
Fig. 4 is a schematic view of the construction effect molding of the present invention.
FIG. 5 is a schematic illustration of the connection between the reinforcing layer support formwork system and the locating steel arch of the present invention.
FIG. 6 is a schematic illustration of the connection between a reinforcing rod, a reinforcing layer support formwork system and a locating steel arch in accordance with the present invention
Fig. 7 is a flow chart of the present invention.
Reference numerals illustrate:
1-up the step; 2-middle steps; 3-descending a step;
4-steel arch frames; 5, a reinforcing block;
6, locking the foot anchor rod; 7-a double-slurry grouting machine; 8-grouting pipe;
9-orienting the catheter; 10-limiting steel bars; 11-connecting a backing plate;
12-reinforcing side plates; 13-a fixing piece; 14-reinforcing the bottom plate;
15-reinforcing layer longitudinal steel bars; 16-reinforcing layer circumferential reinforcing steel bars; 17-a protective cover;
18-reinforcing rods; 19-a stop valve; 20-surrounding rock;
21-a reinforcement layer structure; 22-a cement stirring tank; 23-a water glass grouting tank;
24-three-way pipe.
Detailed Description
The construction method for restraining the initial support sinking of the tunnel based on the step method excavation shown in fig. 1 to 7 comprises the steps of excavating and supporting the tunnel by adopting the step method, constructing the tunnel from back to front along the longitudinal extension direction of the tunnel, wherein a transverse channel of the tunnel comprises an upper step 1, a middle step 2 arranged below the upper step 1 and a lower step 3 arranged at the bottom of the tunnel and arranged below the middle step 2; when the transverse channel of the tunnel is excavated, the upper step 1 is excavated and supported firstly, then the middle step 2 is excavated and supported, finally the lower step 3 is excavated and supported, and the supporting structure of each step forms an initial supporting structure for supporting the tunnel;
the supporting method of each step is the same, and the method for supporting any step comprises the following steps:
step one, installing and positioning a steel arch frame: erecting a plurality of groups of positioning steel arches along the longitudinal extension direction of the tunnel, wherein the plurality of groups of positioning steel arches are uniformly distributed along the longitudinal extension direction of the tunnel;
the positioning steel arch comprises a steel arch 4 erected on the inner side surface of the step and two groups of directional catheter tube groups obliquely arranged at the bottom of the steel arch 4, and the steel arch 4 and the two groups of directional catheter tube groups are integrally formed; the longitudinal section shape of the steel arch 4 is matched with the longitudinal section shape of the step;
the directional catheter tube set comprises two directional catheters 9 symmetrically arranged on the same side of the steel arch 4, the two directional catheters 9 are obliquely arranged on the front side and the rear side of the bottom of the steel arch 4, the directional catheters 9 are fixed on the steel arch 4 through a plurality of limit steel bars 10, the directional catheters 9 are of hollow structures, and the directional catheters 9 gradually incline downwards along the direction far away from the central axis of the tunnel;
step two, installing a foot locking anchor rod and grouting: a foot locking anchor rod 6 is inserted into the directional guide pipe 9, the end part of the foot locking anchor rod 6 extending into the directional guide pipe 9 penetrates through the directional guide pipe 9 and then extends into the surrounding rock 20, and the other end of the foot locking anchor rod 6 extends to the inner side of the step;
a grouting mechanism is arranged on the end part of the foot locking anchor rod 6 positioned at the inner side of the tunnel, grouting is carried out on the foot locking anchor rod 6 by utilizing the grouting mechanism, and a reinforcing block 5 is formed on the end part of the foot locking anchor rod 6 positioned in the surrounding rock 20;
removing the grouting mechanism after grouting is finished;
step three, expanding and digging: manually expanding and digging the outer side of the bottom of the step, and forming a reinforcing cavity with a right trapezoid longitudinal section at the bottom of the step, wherein the reinforcing cavity is distributed along the longitudinal extending direction of the tunnel; the bottom surface of the reinforcing cavity and the bottom surface of the steel arch 4 in the step are arranged in the same horizontal plane;
step four, installing and fixedly connecting a backing plate: a connecting base plate 11 is horizontally arranged on the bottom surface of the reinforcing cavity, the connecting base plate 11 is arranged at the bottom of the steel arch 4, the cross section area of the connecting base plate 11 is larger than that of the steel arch 4, and the connecting base plate 11 is fixed at the bottom of the reinforcing cavity through a plurality of fixing pieces 13;
fifthly, building a reinforcing layer supporting template system and pouring: and setting up a reinforcing layer supporting template system in the reinforcing cavity, pouring the reinforcing layer supporting template system by using concrete after setting up, and forming a reinforcing layer structure 21 after the concrete is solidified.
During actual use, the directional guide pipe 9 is arranged for installing the foot locking anchor rod 6 subsequently, the directional guide pipe 9 and the steel arch 4 are fixedly connected into a whole, the installation position of the foot locking anchor rod 6 is determined in advance, the deviation of the position of the foot locking anchor rod 6 in construction is avoided, the construction angle of the foot locking anchor rod 6 is ensured, the function of the foot locking anchor rod 6 is better exerted, and the function of the tunnel vertical settlement is better inhibited.
The bottom of the steel arch 4 is provided with a reinforced cavity in an expanding mode, the bearing area of the bottom of the lining structure can be increased, and the sinking of the primary support of the tunnel can be restrained.
In addition, the early sedimentation can be controlled by using the connecting pad 11 arranged at the bottom of the steel arch 4, and the connecting pad 11 can be reused; as shown in fig. 6, the installation position of the lower first-layer step steel arch 4 can be accurately positioned by using the connecting base plate 11, so that the connection and the fixation of the steel arch 4 in the upper and lower steps are facilitated.
After the pouring of the reinforcing layer supporting template system is completed, the reinforcing layer structure 21 is formed at the bottom of the steel arch 4, and the reinforcing layer structure 21 can be used as a reinforced bottom longitudinal beam to effectively connect the arches so as to improve the longitudinal rigidity and the integrity of the primary support and the bearing capacity of the upper lining structure.
The construction method is simple, and the outer side surface of the steel arch 4 is reinforced by the reinforcement blocks 5 in the surrounding rock 20 through the foot locking anchor rods 6; utilize the reinforcement layer supports the template system and is in pour in the bottom of steel bow member 4, shaping reinforcement layer structure 21 consolidates the bottom of steel bow member 4, has restrained the vertical subsidence of tunnel preliminary bracing and has converged, and then has controlled the scale of the 20 loose rings of country rock, has reduced the country rock load that lining structure bears, reduces engineering construction cost.
It should be noted that, an included angle exists between the central axis of the directional conduit 9 and the vertical central line of the steel arch 4, and the included angle is determined according to the site construction condition in the construction process of each step, as shown in fig. 1 to 4, and in the construction process of the upper step 1, the included angle between the central axis of the directional conduit 9 and the vertical central line of the steel arch 4 is 30 °; in the construction process of the middle step 2, the included angle between the central axis of the directional guide pipe 9 and the vertical central axis of the steel arch 4 is 45 degrees; in the construction process of the lower step 3, the included angle between the central axis of the directional guide pipe 9 and the vertical central axis of the steel arch 4 is 30 degrees. In actual use, the connecting pad 11 may be made of a strong plastic plate, a steel plate or a wood plate, and the connecting pad 11 is provided with a plurality of through holes for installing the fixing members 13.
In particular, the inner diameter of the directional conduit 9 is larger than the inner diameter of the footlock 6, and the inner diameter of the directional conduit 9 only needs to allow the footlock 6 to be inserted. The installation position of the foot locking anchor rod 6 is determined in advance according to the directional guide pipe 9, so that the construction angle of the foot locking anchor rod 6 is ensured, and the function of the foot locking anchor rod 6 is better played. And reinforcing the outer side surface of the steel arch 4 by using the locking anchor rods 6 to reinforce the blocks 5 in the surrounding rock 20.
As shown in fig. 6, the connection pad 11 may accurately position the installation position of the lower first-layer step steel arch 4, connect the steel arches 4 in the upper and lower steps, and remove the connection pad 11 after the installation of the positioning steel arch in the lower step is completed.
As shown in fig. 1 to 5, in the first embodiment, the directional pipe 9 extends to the end in the surrounding rock 20 to be flush with the bottom of the step; the inner diameter of the directional guide pipe 9 is larger than the outer diameter of the foot locking anchor rod 6.
During actual use, the main function of the directional guide pipe 9 is to install the foot locking anchor rod 6 later, the directional guide pipe 9 and the steel arch 4 are fixedly connected into a whole, the installation position of the foot locking anchor rod 6 is determined in advance, the foot locking anchor rod 6 is prevented from being installed in construction, the position of the foot locking anchor rod 6 is prevented from being deviated, and the effect of inhibiting vertical settlement of a tunnel is better exerted.
In the first embodiment, the number of the limiting steel bars 10 is two, the two directional guide pipes 9 are sleeved in the limiting steel bars 10, and one limiting steel bar 10 is arranged at the inner side of the tunnel and fixed at the joint of the directional guide pipe 9 and the steel arch 4; the other stop bar 10 is arranged on the side of the steel arch 4 facing away from the tunnel and is fixed at the connection of the guide 9 and the steel arch 4.
In actual use, the limiting steel bars 10 fix the two directional guide pipes 9 on the front side and the rear side of the steel arch 4; the spacing steel bars 10 and the directional guide pipes 9 are integrally processed with the steel arch 4 by welding. In addition, the directional guide pipe 9 and the steel arch 4 are welded in advance in a steel bar processing factory through the limiting steel bars 10, the quality is controllable, the construction and installation are simple and convenient, and the field construction time in a tunnel hole is shortened.
In the fifth embodiment, as shown in fig. 5 and 6, the reinforcement layer support template system includes a reinforcement layer template structure disposed in the reinforcement cavity and a reinforcement layer support structure vertically disposed in the reinforcement layer template structure;
the reinforced layer template structure comprises a plurality of reinforced bottom plates 14 which are horizontally arranged at the bottom of the reinforced cavity and reinforced side plates 12 which are vertically arranged at one side of the reinforced bottom plates 14 and are arranged at the inner side of the tunnel, and the reinforced bottom plates 14 and the reinforced side plates 12 are integrally formed; the reinforcing bottom plate 14, the reinforcing side plates 12 and the tunnel inner wall enclose a concrete molding cavity with a right trapezoid longitudinal section.
During practical use, the bottom of the steel arch 4 is provided with the reinforcing layer template structure, and the reinforcing layer supporting structure is arranged in the reinforcing layer template structure, so that the stability of the steel arch 4 is enhanced, the longitudinal rigidity and the integrity of the primary support are enhanced, the generation of annular cracks of the ground surface of the shallow buried section of the hole and inclined cracks of the primary support can be effectively controlled, and the upward slope stability of the hole is improved. The reinforcing cavity is blocked by the reinforcing bottom plate 14 and the reinforcing side plates 12, and the tunnel inner wall encloses a concrete forming cavity with a right trapezoid longitudinal section for concrete pouring, so that the bottom of the steel arch 4 is reinforced. In addition, after the pouring of the reinforcing layer structure 21 is completed, the reinforcing layer template structure is removed, the construction of the next step is not affected, and the removed reinforcing layer template structure can be reused.
As shown in fig. 6, in this embodiment, the reinforcing bottom plates 14 and the connecting pad plates 11 are all disposed in the same horizontal plane; a plurality of reinforcing rods 18 are vertically arranged on one side of the reinforcing side plate 12 away from the concrete forming cavity, and the reinforcing rods 18 are uniformly distributed along the longitudinal extending direction of the tunnel.
In actual use, the reinforcing rods 18 are mainly used for preventing the reinforcing side plates 12 from tilting or falling under the impact of concrete in the process of pouring the concrete, so as to influence the pouring of the concrete and the forming of the final reinforcing layer structure 21; the bottom of the reinforcing rod 18 extends into the surrounding rock 20 below the step, and the rod section of the reinforcing rod 18 extending out of the surrounding rock 20 is tightly attached to the side face of the reinforcing side plate 12. As shown in fig. 6, the area enclosed by the broken line and the reinforcing side plate 12 is the area of the reinforcing cavity.
As shown in fig. 5 and 6, in this embodiment, the reinforcing layer supporting structure is disposed in the concrete forming cavity, and the reinforcing layer supporting structure includes a longitudinal steel bar set disposed at the bottom of the steel arch 4 and disposed in the reinforcing cavity, and a circumferential steel bar set sleeved on the longitudinal steel bar set, where the longitudinal steel bar set and the circumferential steel bar set are integrally formed;
the longitudinal steel bar group comprises a plurality of reinforcing layer longitudinal steel bars 15 which are arranged along the longitudinal extension direction of the tunnel, and the reinforcing layer longitudinal steel bars 15 are uniformly distributed on the inner side and the outer side of the steel arch 4;
the circumferential reinforcement bar group comprises a plurality of reinforcement layer circumferential reinforcement bars 16 sleeved on the longitudinal reinforcement bar group, and the reinforcement layer circumferential reinforcement bars 16 are distributed along the extending direction of the reinforcement layer longitudinal reinforcement bars 15; the reinforcing layer circumferential steel bar 16 is of a right trapezoid structure, and the reinforcing layer longitudinal steel bars 15 are arranged at four vertex angles of the reinforcing layer circumferential steel bar 16.
When in actual use, the longitudinal steel bar sets and the circumferential steel bar sets play a role in supporting and reinforcing, are arranged in the concrete forming cavity, and ensure the overall stability of the reinforcing layer structure 21 formed by later pouring.
As shown in fig. 2, in this embodiment, the grouting mechanism includes a stop valve 19 disposed inside the tunnel and disposed at an end of the foot locking anchor 6, a tee 24 connected to the stop valve 19, a dual-slurry grouting machine 7 disposed in the tunnel for grouting into the foot locking anchor 6, and a grouting pipe 8 connecting the tee 24 and the dual-slurry grouting machine 7.
In actual use, one port of the three-way pipe 24 is connected with the stop valve 19 of the three-way pipe 24, and the other two ports of the three-way pipe 24 are connected to the grout outlet of the dual-grout grouting machine 7 by using the grouting pipe 8; one slurry inlet of the double-slurry grouting machine 7 is connected with a cement stirring tank 22, and the other slurry inlet of the double-slurry grouting machine 7 is connected with a water glass grouting tank 23; and opening the stop valve 19, and starting the double-slurry grouting machine 7 to grouting the foot locking anchor rod 6.
As shown in fig. 5 and 6, in this embodiment, a protective cover 17 is sleeved on the outer side of the connection pad 11, and the connection pad 11 and the protective cover 17 enclose a closed cuboid area.
In actual use, when the reinforcement cavity is concreted, in order to prevent the connection pad 11 from being poured in the concrete, the connection pad 11 needs to be protected, and the protection cover 17 is used for protecting the connection pad 11.
The foregoing description is only a preferred embodiment of the present invention, and is not intended to limit the present invention, and any simple modification, variation and equivalent structural changes made to the above embodiment according to the technical substance of the present invention still fall within the scope of the technical solution of the present invention.
Claims (7)
1. The construction method for restraining the sinking amount of the primary support of the tunnel based on the step method is characterized in that the tunnel is excavated and supported by adopting the step method, the tunnel is constructed from back to front along the longitudinal extending direction of the tunnel, and the transverse channel of the tunnel comprises an upper step (1), a middle step (2) arranged below the upper step (1) and a lower step (3) arranged at the bottom of the tunnel and arranged below the middle step (2); when the transverse channel of the tunnel is excavated, the upper step (1) is excavated and supported firstly, then the middle step (2) is excavated and supported, finally the lower step (3) is excavated and supported, and the supporting structure of each step forms an initial supporting structure for supporting the tunnel;
the method is characterized in that the supporting method of each step is the same, and the method for supporting any step comprises the following steps:
step one, installing and positioning a steel arch frame: erecting a plurality of groups of positioning steel arches along the longitudinal extension direction of the tunnel, wherein the plurality of groups of positioning steel arches are uniformly distributed along the longitudinal extension direction of the tunnel;
the positioning steel arch comprises a steel arch (4) erected on the inner side surface of the step and two groups of directional conduit pipe groups obliquely arranged at the bottom of the steel arch (4), and the steel arch (4) and the two groups of directional conduit pipe groups are integrally formed; the longitudinal section shape of the steel arch (4) is matched with the longitudinal section shape of the step; the steel arch (4) of the upper step (1) is of an arch structure, and the steel arch (4) of the middle step (2) and the lower step (3) are arch segments;
the directional catheter tube set comprises two directional catheters (9) symmetrically arranged on the same side of the steel arch (4), the two directional catheters (9) are obliquely arranged on the front side and the rear side of the bottom of the steel arch (4), the directional catheters (9) are fixed on the steel arch (4) through a plurality of limit steel bars (10), the directional catheters (9) are of hollow structures, and the directional catheters (9) gradually incline downwards along the direction away from the central axis of the tunnel;
step two, installing a foot locking anchor rod and grouting: inserting a foot locking anchor rod (6) into the directional guide pipe (9), wherein the end part of the foot locking anchor rod (6) extending into the directional guide pipe (9) penetrates through the directional guide pipe (9) and then extends into the surrounding rock (20), and the other end of the foot locking anchor rod (6) extends to the inner side of the step;
a grouting mechanism is arranged at the end part of the foot locking anchor rod (6) positioned at the inner side of the tunnel, grouting is carried out on the foot locking anchor rod (6) by utilizing the grouting mechanism, and a reinforcing block (5) is formed at the end part of the foot locking anchor rod (6) positioned in the surrounding rock (20);
removing the grouting mechanism after grouting is finished;
step three, expanding and digging: manually expanding and digging the outer side of the bottom of the step, and forming a reinforcing cavity with a right trapezoid longitudinal section at the bottom of the step, wherein the reinforcing cavity is distributed along the longitudinal extending direction of the tunnel; the bottom surface of the reinforcing cavity and the bottom surface of the steel arch (4) in the step are arranged in the same horizontal plane;
step four, installing and fixedly connecting a backing plate: a connecting base plate (11) is horizontally arranged on the bottom surface of the reinforcing cavity, the connecting base plate (11) is arranged at the bottom of the steel arch (4), the cross section area of the connecting base plate (11) is larger than that of the steel arch (4), and the connecting base plate (11) is fixed at the bottom of the reinforcing cavity through a plurality of fixing pieces (13);
fifthly, building a reinforcing layer supporting template system and pouring: setting up a reinforcing layer supporting template system in the reinforcing cavity, pouring the reinforcing layer supporting template system by using concrete after setting up, and forming a reinforcing layer structure (21) after the concrete is solidified;
in the fifth step, the reinforcement layer support template system comprises a reinforcement layer template structure arranged in the reinforcement cavity and a reinforcement layer support structure vertically arranged in the reinforcement layer template structure;
the reinforced layer template structure comprises a plurality of reinforced bottom plates (14) which are horizontally arranged at the bottom of the reinforced cavity and reinforced side plates (12) which are vertically arranged at one side of the reinforced bottom plates (14) and are distributed at the inner side of the tunnel, and the reinforced bottom plates (14) and the reinforced side plates (12) are integrally formed; the reinforcing bottom plate (14), the reinforcing side plates (12) and the inner wall of the tunnel enclose a concrete forming cavity with a right trapezoid longitudinal section;
the reinforcing layer supporting structure is arranged in the concrete forming cavity and comprises a longitudinal steel bar set arranged at the bottom of the steel arch (4) and arranged in the reinforcing cavity and a circumferential steel bar set sleeved on the longitudinal steel bar set, and the longitudinal steel bar set and the circumferential steel bar set are integrally formed.
2. The construction method for restraining the subsidence of the primary support of the tunnel based on the step excavation of claim 1, which is characterized by comprising the following steps: in the first step, the end part of the directional guide pipe (9) extending into the surrounding rock (20) is level with the bottom of the step; the inner diameter of the directional guide pipe (9) is larger than the outer diameter of the foot locking anchor rod (6).
3. The construction method for restraining the subsidence of the primary support of the tunnel based on the step excavation of claim 1, which is characterized by comprising the following steps: in the first step, the number of the limiting steel bars (10) is two, two directional guide pipes (9) are sleeved in the limiting steel bars (10), one limiting steel bar (10) is arranged at the inner side of the tunnel and fixed at the joint of the directional guide pipe (9) and the steel arch (4); the other limit steel bar (10) is arranged on one side of the steel arch (4) far away from the tunnel and is fixed at the joint of the directional guide pipe (9) and the steel arch (4).
4. The construction method for restraining the subsidence of the primary support of the tunnel based on the step excavation of claim 1, which is characterized by comprising the following steps: the plurality of reinforcing bottom plates (14) and the connecting base plates (11) are all arranged in the same horizontal plane; a plurality of reinforcing rods (18) are vertically arranged on one side, far away from the concrete forming cavity, of the reinforcing side plates (12), and the reinforcing rods (18) are uniformly distributed along the longitudinal extending direction of the tunnel.
5. The construction method for restraining the subsidence of the primary support of the tunnel based on the step excavation of claim 1, which is characterized by comprising the following steps: the longitudinal steel bar sets comprise a plurality of reinforcing layer longitudinal steel bars (15) which are arranged along the longitudinal extension direction of the tunnel, and the reinforcing layer longitudinal steel bars (15) are uniformly distributed on the inner side and the outer side of the steel arch (4);
the circumferential reinforcement set comprises a plurality of reinforcement layer circumferential reinforcement (16) sleeved on the longitudinal reinforcement set, and the reinforcement layer circumferential reinforcement (16) are distributed along the extending direction of the reinforcement layer longitudinal reinforcement (15); the reinforcing layer circumferential steel bar (16) is of a right trapezoid structure, and the reinforcing layer longitudinal steel bars (15) are arranged at four vertex angles of the reinforcing layer circumferential steel bar (16).
6. The construction method for restraining the subsidence of the primary support of the tunnel based on the step excavation of claim 1, which is characterized by comprising the following steps: the grouting mechanism comprises a stop valve (19) arranged on the inner side of the tunnel and at the end part of the foot locking anchor rod (6), a three-way pipe (24) communicated with the stop valve (19), a double-liquid-slurry grouting machine (7) arranged in the tunnel and used for grouting slurry into the foot locking anchor rod (6), and a grouting pipe (8) connected with the three-way pipe (24) and the double-liquid-slurry grouting machine (7).
7. The construction method for restraining the subsidence of the primary support of the tunnel based on the step excavation of claim 1, which is characterized by comprising the following steps: the outside cover of connecting backing plate (11) is equipped with safety cover (17), connecting backing plate (11) with safety cover (17) enclose into confined cuboid region.
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