CN113338996A - Shallow-buried subsurface excavation method construction tunnel full-section reinforcing method and system - Google Patents
Shallow-buried subsurface excavation method construction tunnel full-section reinforcing method and system Download PDFInfo
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/003—Linings or provisions thereon, specially adapted for traffic tunnels, e.g. with built-in cleaning devices
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- 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 OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- 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
- E21D11/107—Reinforcing elements therefor; Holders for the reinforcing elements
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- Architecture (AREA)
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Abstract
The invention provides a method and a system for reinforcing a full section of a tunnel constructed by a shallow-buried underground excavation method, which comprises the steps of arranging a plurality of advanced guide pipes into surrounding rocks of the tunnel to be excavated along the contour line of a tunnel face, and grouting the surrounding rocks of the tunnel to be excavated through the advanced guide pipes; arranging a plurality of anchor rods from the palm surface to the inside of the tunnel to be excavated; excavating the tunnel face; the grid arches are arranged close to the tunnel surrounding rock at preset intervals; binding a first layer of reinforcing mesh with the main reinforcement at the inner side of the grid arch frame close to the tunnel surrounding rock, and binding a second layer of reinforcing mesh with the main reinforcement at the outer side of the grid arch frame far away from the tunnel surrounding rock; and spraying concrete to cover gaps among the grid arch frames, the double-layer reinforcing mesh and the surrounding rocks to form primary support. The reinforcing method can effectively ensure the stability of the tunnel face and control the deformation degree of the surrounding rock, and safely realize the mechanized full-section excavation of the weak surrounding rock tunnel.
Description
Technical Field
The invention belongs to the technical field of tunnel excavation, and particularly relates to a method and a system for reinforcing a full section of a tunnel constructed by a shallow-buried underground excavation method.
Background
At present, the construction of the subway interval tunnel mainly adopts a shallow-buried underground excavation method, and the shallow-buried underground excavation method can effectively control the surface subsidence, so that the surface subsidence is small in the construction, the street road surface is not occupied, the ground traffic is not influenced, and the underground pipeline does not need to be removed and protected. However, as the popularity of our country gradually disappears, the labor cost is higher and higher, and the defect of shallow-buried underground excavation is gradually revealed. The shallow-buried underground excavation method mainly depends on manual operation and has low mechanization degree. Meanwhile, the labor efficiency is low, and the safety risk is high. The shallow-buried underground excavation method is low in construction speed, the construction process is limited by the technical level of a construction team, the waterproof structure has some problems, the shallow-buried underground excavation method is limited by various factors, and the construction quality cannot be well guaranteed, so that the mechanized integrated rapid construction based on the shallow-buried underground excavation method is the development trend of future subway construction.
The subway interval tunnel is built by adopting advanced mechanized integrated equipment, the advantage of high construction efficiency of the mechanical equipment cannot be fully exerted by adopting the original CD method, CRD method or step method for excavation, the integrated application of the mechanized equipment loses the development significance, or the method is not feasible for people to walk old roads by wearing new shoes. Therefore, the excavation method of the subway tunnel is improved, the mechanical full-section excavation method is adopted for constructing the subway interval tunnel in the urban soft soil stratum, the advantage of high construction speed of mechanical equipment is fully exerted, the construction quality is improved, the labor cost is reduced, and the construction level of the urban subway tunnel is generally improved.
Under the surrounding rock condition in the urban soft soil stratum, the tunnel face stability problem is very important due to the adoption of mechanical full-section excavation. Once the instability collapse of the tunnel face occurs, the life safety of constructors near the tunnel face and the safety of excavation mechanical equipment are greatly threatened, and after the instability collapse, excavation construction needs to be recovered for a long time, so that the influence on the construction progress is very large.
Meanwhile, after the tunnel is excavated, in order to control the stress of the surrounding rock to be properly released and deformed, the structural safety degree is increased, the construction is convenient, a structural layer with smaller rigidity and serving as a part of a permanent bearing structure is immediately constructed after the tunnel is excavated, and the formed primary support is also the most important measure for controlling the deformation of the surrounding rock in a support structure system.
Therefore, how to ensure the stability of the tunnel face and control the deformation degree of the surrounding rock when adopting mechanical full-section excavation under the surrounding rock condition in the urban soft soil stratum is the technical problem which needs to be solved at present.
Disclosure of Invention
The invention aims to provide a method and a structure for reinforcing a full section of a tunnel constructed by a shallow-buried underground excavation method. The reinforcing method and the reinforcing structure can effectively ensure the stability of the tunnel face and control the deformation degree of the surrounding rock, and safely realize the mechanized full-section excavation of the weak surrounding rock tunnel.
In order to achieve the purpose, the invention adopts the following technical scheme:
a method for reinforcing a full section of a tunnel constructed by a shallow-buried underground excavation method comprises the following steps: arranging a plurality of advanced ducts along the contour line of the tunnel face; grouting into the surrounding rock of the tunnel to be excavated through the advanced guide pipe; arranging a plurality of anchor rods extending into the tunnel to be excavated on the tunnel face; excavating the tunnel face; arranging a grid arch on the inner wall of the surrounding rock of the excavated tunnel according to a preset spacing distance; binding a first layer of reinforcing mesh with the inner main reinforcement of the grid arch frame close to the surrounding rock of the excavated tunnel; binding a second layer of reinforcing mesh with outer main reinforcements of the grid arch frame far away from the surrounding rock of the excavated tunnel; and spraying concrete to the inner wall of the excavated tunnel to cover the grid arch, the gap between the first layer of reinforcing mesh and the surrounding rocks of the excavated tunnel, and the gap between the second layer of reinforcing mesh and the surrounding rocks of the excavated tunnel, so as to form primary support.
As a further improvement of the above technique:
preferably, before the plurality of leading pipes are arranged along the contour line of the tunnel face, the method for reinforcing the full-section of the tunnel constructed by the shallow-buried underground excavation method further comprises the following steps: and spraying concrete to the face to cover the face.
Preferably, before the plurality of anchor rods extending into the tunnel to be excavated are arranged on the tunnel face, the method for reinforcing the full-section of the tunnel by shallow-buried excavation further includes: and spraying concrete on the tunnel face again.
Preferably, the arranging the plurality of lead pipes along the contour line of the tunnel face comprises: arranging the plurality of leading pipes extending into the tunnel to be excavated along the contour line of the tunnel face; wherein the included angle between the tunnel face and the axis of the advanced catheter is 10-20 degrees.
Preferably, the length L of the lead catheter comprises 5 to 6 meters; and/or the distance between the adjacent advanced guide pipes is 0.4-0.6 m.
Preferably, the arrangement of a plurality of anchor rods extending into the tunnel to be excavated on the tunnel face comprises: and a plurality of anchor rods which extend into the tunnel to be excavated and are parallel to the central line of the tunnel to be excavated are arranged on the tunnel face.
Preferably, the bolt comprises a glass fiber bolt, and/or the reinforcement density of the bolt comprises 1.0m × 1.0m to 1.5m × 1.5m, the reinforcement length of the bolt comprises 12m, and/or the overlapping length of the glass fiber bolt comprises 4 m.
The density of the glass fiber anchor rod is set to be 1.0m multiplied by 1.0m to 1.5m multiplied by 1.5m because the glass fiber anchor rod is reinforced and has superposition effect when the reinforcing distance of the glass fiber anchor rod is less than 1 m; when the reinforcement density is 1.5 meters, the reinforcement influence area between every two glass fiber anchor rods does not form intersection, the soil body in the middle of the two glass fiber anchor rods is slightly influenced by the reinforcement of the glass fibers, the extrusion deformation is increased steeply, and therefore the reinforcement density of the ground glass fiber anchor rods is preferably within 1.5 meters. According to the invention, the tunnel face glass fiber reinforcement parameters are optimally designed, so that the reinforcement influence areas between every two glass fiber anchor rods form an intersection, the soil body between the two glass fiber anchor rods is greatly influenced by glass fiber reinforcement, and the extrusion deformation of the tunnel face soil body is effectively controlled.
Preferably, the diameter of the main rib of the grid arch frame comprises 22 cm-25 cm, and the diameter of the connecting rib comprises 14 cm; the distance between the adjacent grid arches along the excavated tunnel is 0.9-1.2 m, and the adjacent grid arches are connected through longitudinal connecting ribs or longitudinal connecting pieces with the diameter of 20cm and the circumferential distance of 1.0 m.
Preferably, the first layer of mesh reinforcement and the second layer of mesh reinforcement each comprise a diameter of 6mm, and the mesh size of the first layer of mesh reinforcement and the second layer of mesh reinforcement each comprise 100mm x 100 mm.
Preferably, the longitudinal connecting piece comprises a connecting seat and a connecting plate, the connecting seat is U-shaped, and two clamping grooves for fixing the main ribs of the adjacent grating arch frames are symmetrically formed in the upper side surface and the lower side surface of the connecting seat; the connecting plate is connected with the side face, close to the clamping groove, of the connecting seat.
Preferably, the width of the clamping groove is equal to the diameter of the main rib.
Compared with the mode that the longitudinal connecting ribs are connected with two grid arches in a welding mode, the grid longitudinal connecting piece adopted by the invention only needs to be directly clamped and connected with the two grid arches, so that the connecting speed of the two grid arches is improved, and the defect of low construction efficiency caused by welding of reinforcing steel bars is overcome.
Preferably, the concrete comprises the following components: cement, an accelerator, a water reducing agent and aggregate; the specific component ratio is as follows:
| water cement ratio | Cement | Fine aggregate | Coarse aggregate | Sand rate | Water (W) | Water reducing agent | Accelerating agent |
| 0.45 | 400 | 890 | 890 | 50％ | 170 | 1％ | 5％ |
In addition, the concrete is further improved, and triethanolamine (0.03 wt% -0.05 wt%), ferric sulfate (0.5 wt% -1.5 wt%) and first-grade silica fume (0 wt% -10 wt%) are added;
the action mechanism of ferric sulfate is mainly as follows: on one hand, when the anion is introduced at a higher concentration (not less than 1 percent), the dissolution of SiO 32-and AlO 2-is promoted; on the other hand, calcium hydroxide generated by cement hydrolysis and C3A and SO4-2 in cement react to produce ettringite (the main contributor to early strength), thereby providing an early strength effect. And introducing high-valence cations such as Al3+, Fe3+ and the like into the hydration system. The action mechanism of the cationic polymer and the cationic polymer is that the high-valence cations have compression effect on a diffusion double electric layer of the C-S-H colloidal particles to accelerate the agglomeration of the C-S-H colloidal particles, so that the concentration of the C-S-H colloidal particles in a liquid phase can be reduced, the hydration reactions of C3S and C2S are accelerated, and the hardening process of cement and concrete is accelerated.
The small organic molecule is Triethanolamine (TEA). The early-strength action mechanism of triethanolamine [ N (CH2-CH2OH)3 ]: 1) the water-soluble polyurethane has an emulsifying effect, after TEA is doped into a system, TEA molecules are adsorbed on the surfaces of cement particles to form a layer of charged hydrophilic film, so that the surface tension of the solution is reduced, and the cement particles can be better contacted with water, and the effect of the water-soluble polyurethane is similar to that of a surfactant; on the other hand, N in TEA molecules has lone pair electrons and is easy to complex with metal ions to form a stable complex, so that the diffusion rate of hydration products is improved, and the purposes of improving the dissolvability of C3A and C4AF are achieved.
The main component of the silica fume is SiO2, the fineness and the specific surface area of the silica fume are 80-100 times of those of cement, and the silica fume serving as a mixed material is doped into concrete and can fill pores among cement particles to generate gel with hydration products, so that the cohesiveness is improved, the cement consumption is reduced, segregation and bleeding are prevented, and the compression resistance, the folding resistance, the permeability resistance, the impact resistance and other properties of the concrete are improved.
Therefore, the novel alkali-free liquid accelerator is developed by adopting a novel early high-strength sprayed concrete mixing ratio, and the effects of reasonable setting time, small rebound quantity, small later strength loss and the like are realized; the sprayed concrete has good cohesiveness with reinforcing steel bars and similar temperature linear expansion coefficient, and has good cohesiveness with the reinforcing steel bars, so that the sprayed concrete is tightly combined with a combined structure formed by a grid arch frame, and plays a key role in controlling the deformation of surrounding rocks.
The invention also provides a shallow-buried underground excavation method construction tunnel full-section reinforcing system, which comprises the following steps: the guide pipe arrangement module is used for arranging a plurality of advanced guide pipes along the contour line of the tunnel face; the grouting module is used for grouting into surrounding rocks of the tunnel to be excavated through the advanced guide pipe; the anchor rod arrangement module is used for arranging a plurality of anchor rods extending into the tunnel to be excavated on the tunnel face; the excavation module is used for excavating the tunnel face; the arch frame building module is used for setting a grating arch frame on the inner wall of the surrounding rock of the excavated tunnel according to a preset spacing distance; the inner main reinforcement binding module is used for binding the first layer of reinforcement mesh with the inner main reinforcements of the grid arch frame, which are close to the surrounding rock of the excavated tunnel; the outer main reinforcement binding module is used for binding a second layer of reinforcing mesh with outer main reinforcements of the grid arch frame far away from the surrounding rock of the excavated tunnel; and the concrete layer construction module is used for spraying concrete to the inner wall of the excavated tunnel to cover the grid arch, the gap between the first layer of reinforcing mesh and the surrounding rocks of the excavated tunnel and the gap between the second layer of reinforcing mesh and the surrounding rocks of the excavated tunnel so as to form primary support.
The reinforcing method can ensure the structural stability and safety in the construction of weak surrounding rocks, fully play the advantage of high construction speed of mechanical equipment, improve the construction quality and reduce the construction labor cost.
Drawings
The above and other objects, features and advantages of the present application will become more apparent by describing in more detail embodiments of the present application with reference to the attached drawings. The accompanying drawings are included to provide a further understanding of the embodiments of the application and are incorporated in and constitute a part of this specification, illustrate embodiments of the application and together with the description serve to explain the principles of the application. In the drawings, like reference numbers generally represent like parts or steps.
The above and other objects, features and advantages of the present application will become more apparent by describing in more detail embodiments of the present application with reference to the attached drawings. The accompanying drawings are included to provide a further understanding of the embodiments of the application and are incorporated in and constitute a part of this specification, illustrate embodiments of the application and together with the description serve to explain the principles of the application. In the drawings, like reference numbers generally represent like parts or steps.
Fig. 1 is a schematic flow chart of a method for reinforcing a full section of a tunnel constructed by a shallow-buried excavation method according to an embodiment of the present invention.
Fig. 2 is a schematic flow chart of a method for reinforcing a full section of a tunnel constructed by a shallow-buried excavation method according to another embodiment of the present invention.
Fig. 3 is a flow chart illustrating a method for deploying a guiding catheter according to an exemplary embodiment of the present invention.
Fig. 4 is a flowchart illustrating a method for determining a borehole position according to an exemplary embodiment of the present invention.
Fig. 5 is a flowchart illustrating a method for determining a drilling direction according to an exemplary embodiment of the present invention.
Fig. 6 is a schematic structural view of a full-section reinforcing structure for a tunnel constructed by a shallow-buried excavation method according to an embodiment of the present invention.
Fig. 7 is a schematic cross-sectional structure view of a full-section reinforcing structure for a tunnel constructed by a shallow-buried excavation method according to an embodiment of the present invention.
Fig. 8 is a schematic structural diagram of a longitudinal connecting member according to an embodiment of the present invention.
Fig. 9 is a schematic structural view of a longitudinal connecting member connecting a grating arch according to an embodiment of the present invention.
Fig. 10 is a schematic structural diagram of a full-section reinforcing system for a shallow-buried excavation construction tunnel according to an exemplary embodiment of the present application.
Fig. 11 is a schematic structural diagram of a full-section reinforcing system for a shallow-buried excavation construction tunnel according to another exemplary embodiment of the present application.
Fig. 12 is a block diagram of an electronic device provided in an exemplary embodiment of the present application.
Description of reference numerals:
1-advanced conduit, 2-anchor rod, 3-grid arch frame, 4-tunnel face, 5-connecting seat, 6-clamping groove, 7-connecting plate and F-tunnel face advancing direction.
Detailed Description
Hereinafter, example embodiments according to the present application will be described in detail with reference to the accompanying drawings. It should be understood that the described embodiments are only some embodiments of the present application and not all embodiments of the present application, and that the present application is not limited by the example embodiments described herein.
Concrete sources of the concrete ingredients in the invention are as follows:
cement: ordinary portland cement P.O 42.5.5 (Diamond brand)
Accelerator: accelerating agent for sprayed concrete (mu lake building material)
Organic early strength agents: triethanolamine
Inorganic salt early strength agent: ferric sulfate (AR grade)
Water reducing agent: polycarboxylate superplasticizer (Muhu corporation)
Silicon powder: first-grade silica fume
Fine aggregate: common machine sand with fineness modulus of 2.7 (Beijing Bojiade building materials Co., Ltd.)
Coarse aggregate: 5 to 10mm continuous graded crushed stone (Beijing Bojiade construction materials Co., Ltd.)
Fig. 1 is a schematic flow chart of a method for reinforcing a full section of a tunnel constructed by a shallow-buried underground excavation method according to an embodiment of the present invention, and as shown in fig. 1, the method for reinforcing a full section of a tunnel constructed by a shallow-buried underground excavation method specifically includes the steps of:
step S1: arranging a plurality of advanced ducts along the contour line of the tunnel face;
step S2: grouting into the surrounding rock of the tunnel to be excavated through the advanced guide pipe;
step S3: arranging a plurality of anchor rods extending into the tunnel to be excavated on the tunnel face;
step S4: excavating the tunnel face;
step S5: arranging a grid arch on the inner wall of the surrounding rock of the excavated tunnel according to a preset spacing distance;
step S6: binding the first layer of reinforcing mesh with the main reinforcing bars of the grid arch frame close to the inner side of the surrounding rock of the excavated tunnel;
step S7: binding the second layer of reinforcing mesh with the main outside ribs of the grid arch frame far away from the surrounding rock of the excavated tunnel; and
step S8: and spraying concrete to the inner wall of the excavated tunnel to cover the grid arch, the gap between the first layer of reinforcing mesh and the surrounding rock of the excavated tunnel and the gap between the second layer of reinforcing mesh and the surrounding rock of the excavated tunnel to form primary support. The concrete reinforcing structure formed by the invention is shown in fig. 6 and 7, and comprises an advanced guide pipe reinforcing layer, an anchor rod reinforcing layer and a primary support reinforcing layer, wherein the structural schematic diagram of the primary support reinforcing layer omits the structures of a first layer of reinforcing mesh, a second layer of reinforcing mesh and a concrete layer for clarity of display; the advanced guide pipe reinforcing layer is arranged in the tunnel to be excavated along the contour line of the tunnel face, and the anchor rod reinforcing layer is arranged in the tunnel to be excavated along the tunnel face; the primary support reinforcing layer is arranged in the excavated tunnel away from the tunnel face.
The surrounding rock refers to rock or soil surrounding the cavern, and the surrounding rock in this embodiment refers to rock or soil surrounding the tunnel. When the tunnel face 4 is excavated, the anchor rod 2 is arranged in the tunnel to be excavated close to the tunnel face 4, and the advanced conduit 1 is arranged in the corresponding surrounding rock.
The arrangement of the advance guide pipe 1 and the anchor rod 2 in the embodiment is easy to operate on site, reasonable in reinforcement cost, high in safety and good in reinforcement effect, the problem that the stability of primary support (such as the grid arch frame 3) is affected due to the fact that collapse occurs due to too large extrusion deformation of a tunnel working surface in the excavation and support process of a soft soil rock tunnel excavated on a full section is well solved, and the arrangement has good practicability. Because the anchor rod 2 does not influence mechanical construction in the construction process, the construction speed is well accelerated, reasonable construction cost is kept, the construction safety, quality, construction period and the like are ensured, the tunnel construction level is improved, and the construction method has good field construction value.
Wherein, the advanced catheter 1 is preferably a metal advanced catheter with a through hole on the wall. Constructing an advanced guide pipe 1 along the contour line of the tunnel face 4 to the surrounding rock of the tunnel to be excavated, grouting the surrounding rock through the advanced guide pipe 1, forming a surrounding rock reinforcing ring with a certain thickness around the tunnel to be excavated, and then excavating under the protection of the surrounding rock reinforcing ring to ensure the construction safety.
Fig. 2 is a schematic flow chart of a method for reinforcing a full section of a tunnel constructed by a shallow-buried excavation method according to another embodiment of the present invention, as shown in fig. 2, before step S1, the method for reinforcing a full section of a tunnel constructed by a shallow-buried excavation method may further include:
step S0: spraying concrete to the face to cover the face.
The tunnel face is sealed by spraying concrete to the tunnel face, so that the arrangement of the guide pipe is advanced, and accidents such as collapse can be prevented from occurring in the arrangement process. In the embodiment of the present application, before step S3, concrete may be sprayed again on the tunnel face to further reinforce the tunnel face.
Fig. 3 is a flow chart illustrating a method for deploying a guiding catheter according to an exemplary embodiment of the present invention. As shown in fig. 3, the step S1 may include the following steps:
step S11: acquiring construction position information of a construction area; wherein the construction location information includes boundary coordinates of the construction area.
Since the excavation construction length of a common tunnel is long, construction position information such as the length, direction and boundary coordinates of a construction area is preset, and many tunnels are not arranged along a straight line in order to adapt to urban environment. For accurate construction, construction position information of a construction area (i.e., area position information to be excavated) needs to be acquired before construction, and accurate construction can be realized and construction accuracy can be improved according to the preset construction position information.
Step S12: and determining the drilling position and the drilling direction of the advanced guide pipe according to the construction position information.
The advanced guide pipe is a very effective auxiliary construction method for stable excavation, and plays a role in reinforcing a loose rock stratum in the construction of a weak and broken rock stratum, so that the stability of the loose and weak surrounding rock is enhanced, the stability of the surrounding rock within the time of completing excavation and primary support is facilitated, and the surrounding rock is not damaged unstably until collapse. The determination of various parameters of the construction of the advanced conduit can be determined according to the geological conditions of the boundary of the surrounding rocks, the conditions of the surrounding rocks, the form of a supporting structure and the size of the cross section of the tunnel. The advanced guide pipes in the embodiment of the application are arranged along the boundary (namely, excavation contour line) of the construction area within the range of 120 degrees, namely, all the advanced guide pipes arranged on the boundary of the construction area form an arc of 120 degrees. In one embodiment, the angle between the drilling direction and the perpendicular to the exterior wall surface of the construction area may be in the range of 10 ° to 15 °. In order to adapt to the whole extending direction of the tunnel, the drilling direction can be properly adjusted, but the excessive deviation of the drilling direction can cause the difficulty in driving the advanced guide pipe and the difficulty in controlling the direction of the advanced guide pipe to be increased, so that the drilling direction can be controlled, the requirement on the extending direction of the tunnel can be met, and the construction difficulty can be reduced. In further embodiment, when the bending angle of the current section of the construction area is greater than 15 degrees, the included angle between the drilling direction and the vertical direction of the outer wall surface of the construction area can be reduced by shortening the length of the advanced guide pipe, and the construction difficulty is prevented from increasing.
Step S13: adjusting the spatial position of the drilling machine according to the drilling position and the drilling direction; wherein the spatial position of the drilling machine comprises the horizontal position, the height position and the inclination angle of the drilling machine.
After the drilling position and the drilling direction are determined, the spatial position of the drilling machine can be adjusted to ensure that the drill bit of the drilling machine corresponds to the drilling position and the advancing direction of the drill bit is consistent with the drilling direction, so that the accurate driving of the advanced guide pipe can be ensured. The specific implementation mode can be that the horizontal position of the drill arm is adjusted by utilizing structures such as a turntable between the drill and the machine body, the height position of the drill is adjusted by utilizing a luffing mechanism and the like at the drill arm, and the inclination angle of the drill is adjusted by utilizing a rotating mechanism between the drill arm and the drill, so that the requirements of drilling in all positions and directions are met.
Step S14: and driving the advanced guide pipe into the drilling position according to the space position and the drilling position of the drilling machine.
After the space position and the drilling position of the drilling machine are determined, namely the drill bit of the drilling machine reaches the corresponding drilling position and is consistent with the advancing direction and the drilling direction of the drill bit, the advance guide pipe can be directly driven into the drilling position along the drilling direction by using the drilling machine, and the automatic arrangement operation of the advance guide pipe support is realized.
Fig. 4 is a flowchart illustrating a method for determining a borehole position according to an exemplary embodiment of the present invention. As shown in fig. 4, the step S12 may include:
step S121: and calculating the radius of the construction area according to the boundary coordinates of the area to be excavated.
After the boundary (usually circular or circular arc) coordinates of the region to be excavated (i.e., the face region) are known, the radius of the construction region, i.e., the radius of the face, is calculated from the boundary coordinates. The advanced guide pipe can be accurately arranged in the tunnel face area according to the radius of the construction area so as to ensure the supporting capability of the advanced support.
Step S122: and determining the number of the advanced guide pipes and the corresponding drilling positions of each advanced guide pipe according to the radius of the construction area and the preset distance between the adjacent advanced guide pipes.
Due to the fact that the bearing capacity of different geologies is different, after surveying is completed, the arrangement density of the lead pipes (namely the distance between the adjacent lead pipes) can be determined according to the geological level so as to meet the bearing requirement of the current tunnel. After the radius of the construction area is obtained through calculation, the number of the advanced guide pipes and the drilling positions corresponding to the advanced guide pipes are determined by combining the preset distance (which can be a linear distance or an arc distance) between the adjacent advanced guide pipes, so that the arrangement density of the advanced guide pipes is ensured to meet the load-bearing requirement.
Fig. 5 is a flowchart illustrating a method for determining a drilling direction according to an exemplary embodiment of the present invention. As shown in fig. 5, the step S12 may include:
step S123: acquiring an extension curve of the construction area according to the boundary coordinates of the construction area; wherein the extension curve characterizes the extension direction of the construction area.
The boundary coordinates of the construction area refer to coordinates of boundary points of the construction area, including coordinates of the boundary points on the current tunnel face and coordinates of the boundary points in the extending direction of the tunnel. From the coordinates of the boundary points in the extending direction of the tunnel, an extension curve of the construction area, which characterizes the extending direction of the construction area (extending direction of the tunnel), can be obtained.
Step S124: determining the drilling direction of the advanced guide pipe according to the extension curve; wherein the drilling direction is a tangential direction of the extension curve.
After the extending direction of the construction area is obtained, the drilling method of the advanced guide pipe can be determined to be the tangential direction of the extending curve according to the extending direction, so that the advanced guide pipe is consistent with the extending direction or is consistent as much as possible, the advanced guide pipe can be guaranteed to be arranged near the boundary of the construction area along the extending direction of the construction area, the support of the tunnel is achieved, and the positioning reference can be carried out on the excavation operation. Specifically, the implementation manner of step S124 may be: and acquiring a current curve section corresponding to the extension curve and the advanced guide pipe, and selecting the tangential direction at the middle point of the current curve section as the drilling direction. By selecting the tangential direction of the middle point of the current curve segment as the drilling direction, the advanced guide pipe can be arranged near the boundary of the construction area along the extension direction of the construction area, so that the support of the tunnel is realized, and the positioning reference can be carried out on the excavation operation. It should be understood that, in the embodiment of the present application, the tangential direction of different points may be selected as the drilling direction of the advanced guide pipe according to the requirement of an actual application scenario, for example, the tangential direction of a point on a current tunnel face is used as the drilling direction of the advanced guide pipe, as long as the selected drilling direction can ensure that the advanced guide pipe is arranged near the boundary of the construction area along the extending direction of the construction area, and a specific selection manner of the drilling direction of the advanced guide pipe in the embodiment of the present application is not limited.
In an embodiment, a specific implementation manner of step S1 in the foregoing embodiment may be: arranging a plurality of advanced guide pipes extending into the tunnel to be excavated along the contour line of the tunnel face; the included angle between the tunnel face and the axis of the advancing catheter 1 is b, b is more than or equal to 10 degrees and less than or equal to 20 degrees, and b is more preferably 18 degrees in the embodiment.
In one embodiment, the forepoling pipe 1 is preferably a hot-rolled seamless steel pipe with an outer diameter of 45mm and a thickness of 4mm, the length L of the forepoling pipe 1 is 5m to 6m, most preferably 5.5m, when the face 4 advances forward by a distance a along the face advancing direction F, 3m is less than or equal to a is less than or equal to 4m, L is most preferably 3.5m, and the distance between adjacent forepoling pipes 1 along the tunnel center line direction is 0.4m to 0.6m, most preferably 0.5 m.
In an embodiment, a specific implementation manner of step S3 in the foregoing embodiment may be: and a plurality of anchor rods which extend into the tunnel to be excavated and are parallel to the central line of the tunnel to be excavated are arranged on the tunnel face. The tunnel to be excavated is reinforced by arranging the anchor rods, and the axial direction of the anchor rods is parallel to the central line of the tunnel to be excavated so as to ensure the construction precision.
In one embodiment, the bolt 2 is preferably a fiberglass bolt. The glass fiber anchor rod is of a rod-shaped structure with high strength characteristic and high brittleness, and the glass fiber anchor rod can be easily broken by an excavating machine, so that a tunnel to be excavated cannot be reinforced by a metal anchor rod. In one embodiment, the reinforcing density of the glass fiber anchor rod is 1.0 × 1.0m to 1.5 × 1.5m, and the preferred reinforcing density in this embodiment is 1.2 × 1.2m, the reinforcing length is 12m, and the overlapping length is 4 m.
The main reinforcement of the grid arch frame is made of steel bars with the diameter of 22-25 cm, in the implementation, 23cm is selected, and the connecting reinforcement is made of steel bars with the diameter of 14 cm; two adjacent grid arches are connected by longitudinal connecting ribs with the diameter of 20cm and the circumferential distance of 1.0m, and the distance between the two adjacent grid arches along the excavated tunnel is 0.9-1.2 m, most preferably 1 m. And paving a first layer of reinforcing mesh and a second layer of reinforcing mesh along the excavated tunnel, wherein the first layer of reinforcing mesh and the second layer of reinforcing mesh are made of reinforcing steel bars with the diameter of 6mm, and the size of the mesh is 100mm multiplied by 100 mm.
The concrete layer adopts wet spraying technology, and the concrete comprises the following components: cement, an accelerator, a water reducing agent and aggregate; the specific component distribution is shown in table 1:
TABLE 1 test shotcrete base mix ratio (kg/m)3)
| Water cement ratio | Cement | Fine aggregate | Coarse aggregate | Sand rate | Water (W) | Water reducing agent | Accelerating agent |
| 0.45 | 400 | 890 | 890 | 50％ | 170 | 1wt％ | 5wt％ |
In order to verify the rationality of the concrete proportioning of the invention, two blank group tests are set, wherein the blank group 1 is a test group without any additive, the blank group 2 is a test group with an accelerator and a water reducer added in the table 1, and the unconfined compressive strength of each age is shown in the table 2:
TABLE 2 concrete proportioning control test results
| Group of | 4h | 8h | 12h | 1d | 3d | 7d | |
| Blank group | |||||||
| 1 | / | / | / | 1.37 | 20.82 | 29.64 | 42.34 |
| |
0.66 | 1.85 | 2.46 | 8.99 | 20.98 | 25.48 | 31.85 |
As can be seen from the data in the table above, the blank 2 has a strength of 1d (d means day) that meets the specification, and the accelerator results in a 28d strength loss of 31.85/42.34-75.22%. Meanwhile, the 28d strength of the embodiment 1 also meets the C25 strength requirement, and the matching correctness of the embodiment is verified.
In an embodiment, the grid arches in the preliminary bracing can be connected by longitudinal connecting pieces, the longitudinal connecting pieces (as shown in fig. 8) include a connecting seat 5 and a connecting plate 7, the connecting seat is U-shaped as a whole, the upper side and the lower side of the connecting seat are symmetrically provided with two clamping grooves 6 for fixing the main ribs of the adjacent grid arches, and the connecting plate 7 is connected with the side of the connecting seat close to the clamping grooves. The concrete connection mode can be that set up the screw on the connecting seat and on the connecting plate, both pass through bolted connection (like figure 9), also can be through welded connection to the bow member owner muscle that will block in the draw-in groove is fixed in the draw-in groove, also links together each connecting seat simultaneously, plays the effect of vertical connection grid bow member. In one embodiment, the width of the slot is equal to the diameter of the arch main rib.
In order to obtain a concrete layer with higher strength, the concrete is further improved, and triethanolamine (0.03 wt% -0.05 wt%), ferric sulfate (0.5 wt% -1.5 wt%) and primary silica fume (0 wt% -10 wt%) are added; the content of each specific formula is shown in the following table 3:
TABLE 3 proportion of the newly added components in the modified formulation
The early strength of the sprayed concrete is firstly analyzed, the ages are respectively 4h, 8h, 12h and 1d, and the statistics of the unconfined compressive strength of each age in each group of orthogonal tests are shown in a table 4:
TABLE 4 early Strength test data sheet (MPa)
| Group number | 4h | 8h | 12h | |
| Improvement group | ||||
| 1 | 0.70 | 1.91 | 4.62 | 12.01 |
| |
0.69 | 1.66 | 3.62 | 11.47 |
| Improvement group 3 | 0.81 | 2.01 | 4.67 | 13.09 |
| |
0.71 | 1.91 | 5.49 | 13.17 |
| |
0.78 | 2.74 | 4.91 | 12.17 |
| |
0.95 | 3.08 | 5.57 | 13.43 |
| |
1.11 | 3.48 | 5.01 | 11.59 |
| Improvement group 8 | 0.82 | 1.84 | 4.90 | 11.68 |
| Improved group 9 | 0.78 | 2.16 | 3.52 | 8.72 |
On one hand, the test finds the proportion with better early strength, and on the other hand, the later strength of the sprayed and mixed test block should be ensured. The unconfined compressive strength at the later stage of the test group was analyzed, and the statistics are shown in table 5 (the test time points are 3d, 7d and 28d in sequence).
TABLE 5 late Strength test data sheet (MPa)
As can be seen from the data in the table above, by improving the strength values of the 9 groups tested in groups 1-9 and the blank group 2 at each age, the strength values of the groups added with various additives in the orthogonal test are basically higher than those of the blank group 2 at each age, which shows that the selection of the types and the addition range of the early strength components are basically correct.
Through the analysis of the test results of the early strength and the late strength of the improved groups 1-9, the influence of TEA on the strength of the sprayed concrete is mainly reflected in the early strength, the selection of 0.04 wt% of the admixture is an ideal admixture selection, and the addition of a small amount of TEA in the system can effectively promote the hydration of cement so as to achieve a better strength index.
Through the analysis of the test results of the early strength and the late strength of the improved groups 1-9, the ferric sulfate can obtain higher early strength by quickly forming ettringite, but the large amount of ettringite is not beneficial to the volume stability of the whole concrete on one hand, and the loose bridging mode of the ettringite is not beneficial to the linkage of the whole hydration product on the other hand, so that the increasing capability of the subsequent strength is limited, and therefore, 0.5 wt% is selected as an ideal choice;
through the analysis of the test results of the early strength and the late strength of the improved groups 1-9, the later strength is greatly improved by the silica fume, the importance of the influencing factors of the strengths of 3d and 7d is the second place, and the importance of the influencing factors of the strengths of 28d is the first place, so that the silica fume can be added in a proper amount.
Fig. 10 is a schematic structural diagram of a full-section reinforcing system for a shallow-buried excavation construction tunnel according to an exemplary embodiment of the present application. As shown in fig. 10, the full-face reinforcement system 60 includes: the catheter arrangement module 61 is used for arranging a plurality of advanced catheters along the contour line of the tunnel face; the grouting module 62 is used for grouting into surrounding rocks of the tunnel to be excavated through the advanced guide pipe; the anchor rod arrangement module 63 is used for arranging a plurality of anchor rods extending into the tunnel to be excavated on the tunnel face; the excavation module 64 is used for excavating the tunnel face; an arch construction module 65 for setting a grid arch on the inner wall of the surrounding rock of the excavated tunnel at a preset interval distance; the inner main bar binding module 66 is used for binding the first layer of reinforcing mesh and the inner main bars of the grid arch frame close to the surrounding rock of the excavated tunnel; the outer main reinforcement binding module 67 is used for binding the second layer of reinforcement meshes with the outer main reinforcements of the grid arch frame far away from the surrounding rock of the excavated tunnel; and a concrete layer construction module 68 for spraying concrete to the inner wall of the excavated tunnel to cover the lattice arch, the gap between the first layer of reinforcing mesh and the surrounding rock of the excavated tunnel, and the gap between the second layer of reinforcing mesh and the surrounding rock of the excavated tunnel, thereby forming preliminary bracing.
The arrangement of leading pipe and stock among the full section reinforcerment system that this implementation provided, easily field operation, it is reasonable to consolidate the cost, and the security is high and the reinforcement effect is good, has solved the soft soil rock tunnel excavation of full section excavation well and has strutted the in-process, thereby tunnel working face influences the stability problem of preliminary bracing (for example grid bow member) because of extrusion deformation is too big appears collapsing, has fine practicality. The anchor rod does not influence mechanical construction in the construction process, so that the construction speed is well accelerated, reasonable construction cost is kept, the construction safety, quality, construction period and the like are ensured, the tunnel construction level is improved, and the anchor rod has good field construction value.
Fig. 11 is a schematic structural diagram of a full-section reinforcing system for a shallow-buried excavation construction tunnel according to another exemplary embodiment of the present application. As shown in fig. 11, the full-face reinforcement system 60 may further include: and a closing module 69 for spraying concrete to the tunnel face to cover the tunnel face.
In one embodiment, as shown in fig. 11, the above-mentioned conduit arrangement module 61 may include: a construction position acquisition unit 611 for acquiring construction position information of a construction area; wherein the construction position information includes boundary coordinates of the construction area; a drilling information determination unit 612 for determining a drilling position and a drilling direction of the advanced catheter according to the construction position information; a drilling machine position adjusting unit 613 for adjusting the spatial position of the drilling machine according to the drilling position and the drilling direction; the spatial position of the drilling machine comprises the horizontal position, the height position and the inclination angle of the drilling machine; and a lead pipe driving unit 614 for driving the lead pipe into the drilling position according to the spatial position and the drilling position of the drilling machine. The construction location obtaining unit 611 may be a processor or the like that analyzes the construction location information based on the provided construction information; the drilling information determination unit 612 may be a processor or the like that analyzes the drilling position and the drilling direction according to the construction position information, wherein the processor that analyzes the drilling position and the drilling direction and the processor that analyzes the construction position information may be integrated into one processor or controller; the rig position adjustment unit 613 may be a rig controller provided on the rig; the lead pipe driver unit 614 may be an actuator of the drilling rig, such as the rotary table, luffing mechanism, rotary mechanism described above; the excavation module 64 may be a shovel and its control mechanism. The steps are automatically realized by integrating the module structures into a whole, so that automatic or semi-automatic shallow-buried excavation operation is realized.
In an embodiment, the borehole information determination unit 612 may be further configured to: calculating the radius of the construction area according to the boundary coordinates of the area to be excavated; and determining the number of the advanced guide pipes and the corresponding drilling positions of each advanced guide pipe according to the radius of the construction area and the preset distance between the adjacent advanced guide pipes.
In an embodiment, the borehole information determination unit 612 may be further configured to: acquiring an extension curve of the construction area according to the boundary coordinates of the construction area; the extension curve represents the extension direction of the construction area; determining the drilling direction of the advanced guide pipe according to the extension curve; wherein the drilling direction is a tangential direction of the extension curve.
Next, an electronic apparatus according to an embodiment of the present application is described with reference to fig. 12. The electronic device can be applied to the intelligent shallow-buried and underground excavated working equipment, and the electronic device can be one or both of the first device and the second device or a stand-alone device independent of the first device and the second device, and the stand-alone device can be communicated with the first device and the second device to receive the collected input signals from the first device and the second device.
FIG. 12 illustrates a block diagram of an electronic device in accordance with an embodiment of the present application.
As shown in fig. 12, the electronic device 10 includes one or more processors 11 and a memory 12.
The processor 11 may be a Central Processing Unit (CPU) or other form of processing unit having data processing capabilities and/or instruction execution capabilities, and may control other components in the electronic device 10 to perform desired functions.
Memory 12 may include one or more computer program products that may include various forms of computer-readable storage media, such as volatile memory and/or non-volatile memory. The volatile memory may include, for example, Random Access Memory (RAM), cache memory (cache), and/or the like. The non-volatile memory may include, for example, Read Only Memory (ROM), hard disk, flash memory, etc. One or more computer program instructions may be stored on the computer-readable storage medium and executed by processor 11 to implement the full-face reinforcement method of the various embodiments of the present application described above and/or other desired functions. Various contents such as an input signal, a signal component, a noise component, etc. may also be stored in the computer-readable storage medium.
In one example, the electronic device 10 may further include: an input device 13 and an output device 14, which are interconnected by a bus system and/or other form of connection mechanism (not shown).
For example, when the electronic device is a first device or a second device, the input device 13 may be an instrument such as a sensor for inputting a signal. When the electronic device is a stand-alone device, the input means 13 may be a communication network connector for receiving the acquired input signals from the first device and the second device.
The input device 13 may also include, for example, a keyboard, a mouse, and the like.
The output device 14 may output various information including the determined distance information, direction information, and the like to the outside. The output devices 14 may include, for example, a display, speakers, a printer, and a communication network and its connected remote output devices, among others.
Of course, for simplicity, only some of the components of the electronic device 10 relevant to the present application are shown in fig. 12, and components such as buses, input/output interfaces, and the like are omitted. In addition, the electronic device 10 may include any other suitable components depending on the particular application.
In addition to the above-described methods and apparatus, embodiments of the present application may also be a computer program product comprising computer program instructions that, when executed by a processor, cause the processor to perform the steps in the full-face reinforcement method according to various embodiments of the present application described in the "exemplary methods" section above of this specification.
The computer program product may be written with program code for performing the operations of embodiments of the present application in any combination of one or more programming languages, including an object oriented programming language such as Java, C + + or the like and conventional procedural programming languages, such as the "C" programming language or similar programming languages. The program code may execute entirely on the user's computing device, partly on the user's device, as a stand-alone software package, partly on the user's computing device and partly on a remote computing device, or entirely on the remote computing device or server.
Furthermore, embodiments of the present application may also be a computer-readable storage medium having stored thereon computer program instructions that, when executed by a processor, cause the processor to perform the steps in the full-face reinforcement method according to various embodiments of the present application described in the "exemplary methods" section above in this specification.
The computer-readable storage medium may take any combination of one or more readable media. The readable medium may be a readable signal medium or a readable storage medium. A readable storage medium may include, for example, but not limited to, an electronic, magnetic, optical, electromagnetic, infrared, or semiconductor system, apparatus, or device, or a combination of any of the foregoing. More specific examples (a non-exhaustive list) of the readable storage medium include: an electrical connection having one or more wires, a portable disk, a hard disk, a Random Access Memory (RAM), a read-only memory (ROM), an erasable programmable read-only memory (EPROM or flash memory), an optical fiber, a portable compact disc read-only memory (CD-ROM), an optical storage device, a magnetic storage device, or any suitable combination of the foregoing.
The foregoing describes the general principles of the present application in conjunction with specific embodiments, however, it is noted that the advantages, effects, etc. mentioned in the present application are merely examples and are not limiting, and they should not be considered essential to the various embodiments of the present application. Furthermore, the foregoing disclosure of specific details is for the purpose of illustration and description and is not intended to be limiting, since the foregoing disclosure is not intended to be exhaustive or to limit the disclosure to the precise details disclosed.
The block diagrams of devices, apparatuses, systems referred to in this application are only given as illustrative examples and are not intended to require or imply that the connections, arrangements, configurations, etc. must be made in the manner shown in the block diagrams. These devices, apparatuses, devices, systems may be connected, arranged, configured in any manner, as will be appreciated by those skilled in the art. Words such as "including," "comprising," "having," and the like are open-ended words that mean "including, but not limited to," and are used interchangeably therewith. The words "or" and "as used herein mean, and are used interchangeably with, the word" and/or, "unless the context clearly dictates otherwise. The word "such as" is used herein to mean, and is used interchangeably with, the phrase "such as but not limited to".
It should also be noted that the components or steps of the apparatus and methods of the present application may be disassembled and/or reassembled. These decompositions and/or recombinations are to be considered as equivalents of the present application.
The previous description of the disclosed aspects is provided to enable any person skilled in the art to make or use the present application. Various modifications to these aspects will be readily apparent to those skilled in the art, and the generic principles defined herein may be applied to other aspects without departing from the scope of the application. Thus, the present application is not intended to be limited to the aspects shown herein but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.
The foregoing description has been presented for purposes of illustration and description. Furthermore, the description is not intended to limit embodiments of the application to the form disclosed herein. While a number of example aspects and embodiments have been discussed above, those of skill in the art will recognize certain variations, modifications, alterations, additions and sub-combinations thereof.
Claims (10)
1. A shallow-buried subsurface excavation method construction tunnel full-section reinforcing method is characterized by comprising the following steps:
arranging a plurality of advanced ducts along the contour line of the tunnel face;
grouting into the surrounding rock of the tunnel to be excavated through the advanced guide pipe;
arranging a plurality of anchor rods extending into the tunnel to be excavated on the tunnel face;
excavating the tunnel face;
arranging a grid arch on the inner wall of the surrounding rock of the excavated tunnel according to a preset spacing distance;
binding a first layer of reinforcing mesh with the inner main reinforcement of the grid arch frame close to the surrounding rock of the excavated tunnel;
binding a second layer of reinforcing mesh with outer main reinforcements of the grid arch frame far away from the surrounding rock of the excavated tunnel; and
and spraying concrete to the inner wall of the excavated tunnel to cover the grid arch, the gap between the first layer of reinforcing mesh and the surrounding rocks of the excavated tunnel and the gap between the second layer of reinforcing mesh and the surrounding rocks of the excavated tunnel so as to form primary support.
2. The method for reinforcing the full section of the shallow excavation construction tunnel according to claim 1, wherein before the step of arranging the plurality of leading pipes along the contour line of the tunnel face, the method further comprises the following steps:
and spraying concrete to the face to cover the face.
3. The method for reinforcing the full section of the shallow excavation construction tunnel according to claim 1, wherein the arranging of the plurality of advanced conduits along the contour line of the tunnel face comprises:
arranging the plurality of leading pipes extending into the tunnel to be excavated along the contour line of the tunnel face; wherein the included angle between the tunnel face and the axis of the advanced catheter is 10-20 degrees.
4. The method for reinforcing the full section of the shallow tunneling construction tunnel according to claim 1, wherein the length of the lead conduit is 5-6 m; and/or the distance between the adjacent advanced guide pipes is 0.4-0.6 m.
5. The method for reinforcing the full section of the shallow excavation construction tunnel according to claim 1, wherein the arranging of the plurality of anchor rods extending into the tunnel to be excavated on the tunnel face comprises:
and a plurality of anchor rods which extend into the tunnel to be excavated and are parallel to the central line of the tunnel to be excavated are arranged on the tunnel face.
6. The method for reinforcing the full section of the shallow excavation construction tunnel according to claim 1, wherein the anchor rods comprise glass fiber anchor rods, and/or the reinforcing density of the anchor rods comprises 1.0m x 1.0m to 1.5m x 1.5m, and/or the reinforcing length of the anchor rods comprises 12m, and/or the overlapping length of the anchor rods comprises 4 m.
7. The method for reinforcing the full section of the shallow excavation construction tunnel according to claim 1, wherein the diameter of the main rib of the grid arch comprises 22 cm to 25cm, and the diameter of the connecting rib of the grid arch comprises 14 cm; the distance between the adjacent grid arches along the excavated tunnel is 0.9-1.2 m, and the adjacent grid arches are connected through longitudinal connecting ribs or longitudinal connecting pieces.
8. The method for reinforcing the full section of the shallow tunneling construction tunnel according to claim 7, wherein the longitudinal connecting member comprises a connecting seat and a connecting plate, the connecting seat is U-shaped, and two clamping grooves for fixing the main ribs of the adjacent grid arches are symmetrically formed on the upper side surface and the lower side surface of the connecting seat; the connecting plate is connected with the side face, close to the clamping groove, of the connecting seat.
9. The method for reinforcing the full section of the shallow tunneling construction tunnel according to claim 1, wherein the concrete comprises the following components: cement, an accelerating agent, a water reducing agent and aggregate.
10. The utility model provides a shallow full section reinforcerment system of excavation method construction tunnel that buries which characterized in that includes:
the guide pipe arrangement module is used for arranging a plurality of advanced guide pipes along the contour line of the tunnel face;
the grouting module is used for grouting into surrounding rocks of the tunnel to be excavated through the advanced guide pipe;
the anchor rod arrangement module is used for arranging a plurality of anchor rods extending into the tunnel to be excavated on the tunnel face;
the excavation module is used for excavating the tunnel face;
the arch frame building module is used for setting a grating arch frame on the inner wall of the surrounding rock of the excavated tunnel according to a preset spacing distance;
the inner main reinforcement binding module is used for binding the first layer of reinforcement mesh with the inner main reinforcements of the grid arch frame, which are close to the surrounding rock of the excavated tunnel;
the outer main reinforcement binding module is used for binding a second layer of reinforcing mesh with outer main reinforcements of the grid arch frame far away from the surrounding rock of the excavated tunnel; and
and the concrete layer construction module is used for spraying concrete to the inner wall of the excavated tunnel to cover the grid arch, the gap between the first layer of reinforcing mesh and the surrounding rocks of the excavated tunnel and the gap between the second layer of reinforcing mesh and the surrounding rocks of the excavated tunnel so as to form primary support.
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