CN216305957U - Construction structure for restraining sinking amount of primary support of tunnel based on step method excavation - Google Patents
Construction structure for restraining sinking amount of primary support of tunnel based on step method excavation Download PDFInfo
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- CN216305957U CN216305957U CN202122009799.9U CN202122009799U CN216305957U CN 216305957 U CN216305957 U CN 216305957U CN 202122009799 U CN202122009799 U CN 202122009799U CN 216305957 U CN216305957 U CN 216305957U
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Abstract
The utility model discloses a construction structure for inhibiting sinking of a primary support of a tunnel based on step-by-step excavation, which comprises a first support body, a second support body and a third support body, wherein the first support body, the second support body and the third support body have the same structure, and each of the first support body, the second support body and the third support body comprises a plurality of groups of positioning steel arches arranged on the inner side surface of the tunnel, a reinforcing layer structure arranged at the bottom of each positioning steel arch and reinforcing blocks arranged on the outer side of each positioning steel arch; the reinforcing block and the positioning steel arch are connected through a foot locking anchor rod; a reinforcing layer supporting structure is arranged in the reinforcing layer structure. The outer side surface of the steel arch frame is reinforced by arranging the reinforcing blocks; the bottom of the steel arch is reinforced by the reinforcing layer structure, vertical settlement and convergence of primary support of the tunnel 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 utility model belongs to the technical field of supporting of tunnels and underground engineering, and particularly relates to a construction structure for restraining sinking of primary supporting of a tunnel based on step-method excavation.
Background
With the continuous expansion of the quantity and scale of tunnel projects in China, excavated tunnels mainly penetrate through soil, weak surrounding rocks, fault broken zones and other sections with poor foundation bearing capacity, and when tunnel construction is carried out under the geological condition, the defects of longitudinal cracks, longitudinal cracks of lining structures and the like caused by the fact that an inverted arch fills a top surface and bulges can be caused, and even major safety accidents such as instability of an inverted slope at a tunnel opening can be caused. The reason is caused by excessive vertical settlement of primary support, so that the research and development of stability of arch springing and wall feet and settlement control measures are gradually paid attention to by people.
In order to solve the problem, the arrangement of a locking anchor pipe at an arch springing or a wall footing is one of effective measures for controlling vertical settlement. Due to the difference of the on-site construction level, the construction angle of the lock pin anchor pipe and the connection reliability of the lock pin anchor pipe and the profile steel arch pin cannot be guaranteed. In addition, the steel arch frame and the lock leg anchor pipe are welded together by adopting the straight connecting ribs, and the contact area between the connecting ribs and the lock leg anchor pipe is small, the wall of the lock leg anchor pipe is thin, the steel pipe is easy to break down during welding, and the welding part of the connecting ribs and the lock leg anchor pipe is easy to break during stress, so that the effect of the anchor pipe is ineffective. Therefore, a construction structure capable of effectively suppressing the sinking amount of the preliminary bracing of the tunnel is provided.
SUMMERY OF THE UTILITY MODEL
The technical problem to be solved by the utility model is to provide a construction structure for inhibiting the sinking amount of a primary support of a tunnel based on step-method excavation aiming at the defects in the prior art, wherein the outer side surface of a steel arch frame is reinforced by arranging a reinforcing block; the bottom of the steel arch is reinforced by the aid of the reinforcing layer structure, vertical settlement and convergence of primary support of the tunnel 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 utility model adopts the technical scheme that: the construction structure for inhibiting the sinking amount of the primary support of the tunnel based on the step method excavation adopts the step method to excavate and support the tunnel, the tunnel is constructed from back to front along the longitudinal extension direction of the tunnel, and a 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 below the middle step; when the transverse channel of the tunnel is excavated, firstly excavating and supporting an upper step, then excavating and supporting a middle step, and finally excavating and supporting a lower step; the method is characterized in that:
the tunnel supporting device comprises a first supporting body for supporting an upper step, a second supporting body arranged below the first supporting body and supporting the middle step, and a third supporting body arranged below the second supporting body and supporting a lower step, wherein the first supporting body, the second supporting body and the third supporting body have the same structure, and each of the first supporting body, the second supporting body and the third supporting body comprises a plurality of groups of positioning steel arches arranged on the inner side surface of a tunnel, a reinforcing layer structure arranged at the bottom of each positioning steel arch and reinforcing blocks arranged on the outer side of each positioning steel arch; the reinforcing block and the positioning steel arch frame are connected through a foot locking anchor rod; a 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 pipe groups obliquely arranged at the bottom of the steel arch, and the steel arch and the two groups of directional pipe groups are integrally formed; the longitudinal section shape of the steel arch is matched with that of the step; the steel arch of the upper step is of an arch structure, and the steel arches of the middle step and the lower step are arch sections;
the reinforced layer structure is internally provided with a reinforced layer supporting structure which comprises a longitudinal steel bar group and a circumferential steel bar group, wherein the longitudinal steel bar group is arranged at the bottom of the steel arch frame and distributed in the reinforced cavity, the circumferential steel bar group is arranged on the longitudinal steel bar group in a sleeved mode, and the longitudinal steel bar group and the circumferential steel bar group are integrally formed.
Foretell construction structures based on restraining tunnel preliminary bracing deflection of step method excavation, its characterized in that: the directional pipe nest of tubes includes that two symmetries set up the directional pipe of steel bow member with one side, two the directional pipe slant is laid both sides around the steel bow member bottom, the directional pipe is fixed through a plurality of spacing reinforcing bars on the steel bow member, the directional pipe is hollow structure, the directional pipe is along keeping away from the direction downward sloping gradually of tunnel axis.
Foretell construction structures based on restraining tunnel preliminary bracing deflection of step method excavation, its characterized in that: the anchor rod is inserted in the directional guide pipe, the end part of the anchor rod extending into the directional guide pipe penetrates through the directional guide pipe and then extends into the surrounding rock, and the other end of the anchor rod extends to the inner side of the step.
Foretell construction structures based on restraining tunnel preliminary bracing deflection of step method excavation, its characterized in that: the end part of the directional conduit extending into the surrounding rock is flush with the bottom of the step; the inner diameter of the directional guide pipe is larger than the outer diameter of the foot locking anchor rod.
Foretell construction structures based on restraining tunnel preliminary bracing deflection of step method excavation, its characterized in that: the number of the limiting reinforcing steel bars is two, the two directional guide pipes are sleeved in the limiting reinforcing steel bars, and one limiting reinforcing steel bar is arranged on the inner side of the tunnel and fixed at the connecting position of the directional guide pipes and the steel arch; and the other limiting steel bar is arranged on one side of the steel arch frame far away from the tunnel and is fixed at the joint of the directional guide pipe and the steel arch frame.
Foretell construction structures based on restraining tunnel preliminary bracing deflection of step method excavation, its characterized in that: the longitudinal reinforcing steel bar group comprises a plurality of reinforcing layer longitudinal reinforcing steel bars which are arranged along the longitudinal extension direction of the tunnel, and the plurality of reinforcing layer longitudinal reinforcing steel bars are uniformly distributed on the inner side and the outer side of the steel arch frame;
the circumferential reinforcing steel bar group comprises a plurality of reinforcing layer circumferential reinforcing steel bars sleeved on the longitudinal reinforcing steel bar group, and the plurality of reinforcing layer circumferential reinforcing steel bars are distributed along the extending direction of the reinforcing layer longitudinal reinforcing steel bars; the reinforcing layer hoop reinforcing steel bars are of a right-angle trapezoid structure, and the reinforcing layer longitudinal reinforcing steel bars are arranged at four top corners of the reinforcing layer hoop reinforcing steel bars.
Foretell construction structures based on restraining tunnel preliminary bracing deflection of step method excavation, its characterized in that: the bottom level of steel bow member is provided with the connection backing plate, the connection backing plate is laid in the back up coat structure, the cross sectional area of connection backing plate is greater than the cross sectional area of steel bow member, the connection backing plate is fixed through a plurality of mountings the bottom in reinforcement chamber.
Foretell construction structures based on restraining tunnel preliminary bracing deflection of step method excavation, its characterized in that: 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 utility model has the following advantages:
1. the outer side surface of the steel arch frame is reinforced by arranging the reinforcing blocks; the bottom of the steel arch is reinforced by the aid of the reinforcing layer structure, vertical settlement and convergence of primary support of the tunnel 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.
2. According to the utility model, a reinforcing layer structure is formed at the bottom of the steel arch, and can be used as a reinforced bottom longitudinal beam to effectively connect the upper and lower step arches so as to improve the longitudinal rigidity and integrity of the primary support and improve the bearing capacity of the upper lining structure.
In conclusion, the outer side surface of the steel arch frame is reinforced by arranging the reinforcing blocks; the bottom of the steel arch is reinforced by the aid of the reinforcing layer structure, vertical settlement and convergence of primary support of the tunnel 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 solution of the present invention is further described in detail by the accompanying drawings and embodiments.
Drawings
FIG. 1 is a schematic structural diagram of the present invention.
FIG. 2 is a schematic view showing the connection relationship between the reinforcing layer supporting structure and the positioning steel arch according to the present invention.
Fig. 3 is a state diagram of the present invention in use.
Description of reference numerals:
1, going up a step; 2-middle step; 3, descending a step;
4-steel arch centering; 5-reinforcing blocks;
6, locking the anchor rod; 9-a directional catheter; 10-limiting steel bars;
11-connecting the backing plate; 12-reinforcing the side plates; 13-a fixing member;
14-reinforcing the bottom plate; 15-reinforcing layer longitudinal steel bars; 16-reinforcing layer circumferential reinforcing steel bars;
17-a protective cover; 18-a reinforcement bar; 20-surrounding rock;
and 21, reinforcing layer structure.
Detailed Description
As shown in fig. 1, 2 and 3, the utility model adopts a step method to excavate and support a tunnel, and constructs 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, firstly excavating and supporting the upper step 1, then excavating and supporting the middle step 2, and finally excavating and supporting the lower step 3;
the tunnel supporting device comprises a first supporting body for supporting an upper step 1, a second supporting body arranged below the first supporting body and supporting a middle step 2, and a third supporting body arranged below the second supporting body and supporting a lower step 3, wherein the first supporting body, the second supporting body and the third supporting body are identical in structure, and each of the first supporting body, the second supporting body and the third supporting body comprises a plurality of groups of positioning steel arches arranged on the inner side surface of a tunnel, a reinforcing layer structure 21 arranged at the bottom of each positioning steel arch and reinforcing blocks 5 arranged on the outer side of each positioning steel arch; the reinforcing block 5 and the positioning steel arch are connected through a foot locking anchor rod 6; a 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 pipe groups obliquely arranged at the bottom of the steel arch 4, and the steel arch 4 and the two groups of directional pipe groups are integrally formed; the longitudinal section shape of the steel arch frame 4 is matched with that 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 steel arch 4 of the lower step 3 are arch sections;
the reinforcing layer structure 21 is internally provided with a reinforcing layer supporting structure, the reinforcing layer supporting structure comprises a longitudinal steel bar group and a circumferential steel bar group, the longitudinal steel bar group is arranged at the bottom of the steel arch frame 4 and distributed in a reinforcing cavity, the circumferential steel bar group is arranged on the longitudinal steel bar group in a sleeved mode, and the longitudinal steel bar group and the circumferential steel bar group are integrally formed.
When in actual use, the outer side surface of the steel arch frame 4 is reinforced by arranging the reinforcing block 5; the bottom of the steel arch frame 4 is reinforced by the reinforcing layer structure 21, vertical settlement and convergence of primary support of the tunnel are restrained, the scale of loose circles of the surrounding rocks 20 is further controlled, surrounding rock loads borne by the lining structure are reduced, and engineering construction cost is reduced.
Wherein, a reinforcing layer structure 21 is formed at the bottom of the steel arch frame 4, the reinforcing layer structure 21 can be used as a reinforced bottom longitudinal beam, and the upper and lower step arch frames are effectively connected together, so as to improve the longitudinal rigidity and integrity of the primary support and improve the bearing capacity of the upper lining structure.
It should be noted that the reinforcing layer structure 21 is formed by manually digging a reinforcing cavity at the bottom of the construction step, the longitudinal section of the reinforcing cavity is a right trapezoid, and the reinforcing cavity is arranged along the longitudinal extension direction of the tunnel; the bottom of the steel arch frame 4 is arranged in the reinforcing cavity, and the bottom surface of the reinforcing cavity and the bottom surface of the steel arch frame 4 in the step are arranged in the same horizontal plane; as shown in fig. 3, the area enclosed by the broken line and the reinforcing side plate 12 is the area of the reinforcing cavity.
As shown in fig. 1, in this embodiment, the directional conduit pipe set includes two directional conduits 9 symmetrically disposed on the same side of the steel arch 4, the two directional conduits 9 are obliquely disposed on the front and rear sides of the bottom of the steel arch 4, the directional conduits 9 are fixed on the steel arch 4 through a plurality of limiting steel bars 10, the directional conduits 9 are hollow structures, and the directional conduits 9 are gradually inclined downward in a direction away from the central axis of the tunnel.
During practical use, the directional guide pipe 9 is used for installing the foot locking anchor rod 6 subsequently, the directional guide pipe 9 and the steel arch frame 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 caused 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 inhibiting the vertical settlement of the tunnel is better exerted.
In the present embodiment, as shown in fig. 1 and 3, a locking pin anchor 6 is inserted into the guide pipe 9, the end of the locking pin anchor 6 extending into the guide pipe 9 passes through the guide pipe 9 and then extends into the surrounding rock 20, and the other end of the locking pin anchor 6 extends to the inner side of the step.
In practical use, a grouting mechanism is installed at the end part of the foot-locking anchor rod 6 positioned on the inner side of the tunnel, the grouting mechanism is utilized to perform grouting into the foot-locking anchor rod 6, and a reinforcing block 5 is formed at the end part of the foot-locking anchor rod 6 positioned in the surrounding rock 20.
As shown in fig. 1 and 3, in the present embodiment, the end of the guide tube 9 extending into the surrounding rock 20 is flush with the bottom of the step; the inner diameter of the guide tube 9 is larger than the outer diameter of the locking pin anchor 6.
In particular, the inner diameter of the directional guide tube 9 is larger than the outer diameter of the locking pin anchor rod 6, and the inner diameter of the directional guide tube 9 only needs to be capable of inserting the locking pin anchor rod 6. The installation position of the foot-locking anchor rod 6 is determined in advance according to the directional guide pipe 9, the construction angle of the foot-locking anchor rod 6 is ensured, and the function of the foot-locking anchor rod 6 is better exerted. And reinforcing the outer side surface of the steel arch frame 4 by using the foot-locking anchor rod 6 and the reinforcing block 5 in the surrounding rock 20.
As shown in fig. 2 and fig. 3, in this embodiment, the number of the limiting steel bars 10 is two, two of the directional guide tubes 9 are sleeved in the limiting steel bars 10, and one of the limiting steel bars 10 is arranged inside the tunnel and fixed at the connection position of the directional guide tube 9 and the steel arch frame 4; the other limiting steel bar 10 is arranged on one side of the steel arch frame 4 far away from the tunnel and is fixed at the joint of the directional guide pipe 9 and the steel arch frame 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 frame 4; the limiting steel bars 10 and the directional guide pipes 9 are integrally processed with the steel arch frame 4 through welding. In addition, the directional guide pipe 9 and the steel arch frame 4 are pre-welded in a steel bar processing factory in advance through the limiting steel bars 10, the quality is controllable, the construction and installation are simple and convenient, and the field construction time in the tunnel is shortened.
As shown in fig. 2 and fig. 3, in this embodiment, the longitudinal reinforcement set includes a plurality of longitudinal reinforcements 15 of the reinforcing layer, which are all arranged along the longitudinal extension direction of the tunnel, and the plurality of longitudinal reinforcements 15 of the reinforcing layer are uniformly distributed on the inner side and the outer side of the steel arch frame 4;
the circumferential reinforcing steel bar group comprises a plurality of reinforcing layer circumferential reinforcing steel bars 16 sleeved on the longitudinal reinforcing steel bar group, and the plurality of reinforcing layer circumferential reinforcing steel bars 16 are distributed along the extending direction of the reinforcing layer longitudinal reinforcing steel bars 15; reinforcing layer hoop reinforcing bar 16 is the right trapezoid structure, reinforcing layer longitudinal reinforcement 15 sets up four apex angle departments of reinforcing layer hoop reinforcing bar 16.
During the in-service use, longitudinal reinforcement group with the hoop reinforcing bar group plays the reinforced effect of support, lays the concrete shaping intracavity has guaranteed the later stage and has pour the shaping the overall stability of back up coat structure 21.
As shown in fig. 2 and 3, in this embodiment, a connecting pad 11 is horizontally disposed at the bottom of the steel arch 4, the connecting pad 11 is disposed in the reinforcing layer structure 21, the cross-sectional area of the connecting pad 11 is larger than that of the steel arch 4, and the connecting pad 11 is fixed at the bottom of the reinforcing cavity by a plurality of fixing members 13.
In practical use, the early settlement can be controlled by using the connecting backing plate 11 arranged at the bottom of the steel arch frame 4, and the connecting backing plate 11 can be reused; meanwhile, the mounting position of the lower first-layer step steel arch 4 can be accurately positioned by utilizing the connecting base plate 11, so that the steel arch 4 in the upper and lower layers of steps can be conveniently connected and fixed.
As shown in fig. 2 and 3, in this embodiment, a protective cover 17 is sleeved on an outer side of the connection pad 11, and the connection pad 11 and the protective cover 17 enclose a closed rectangular parallelepiped region.
In actual use, when the reinforcing cavity is concreted, the connecting pad 11 needs to be protected in order to prevent the connecting pad 11 from being concreted, and the protective cover 17 serves to protect the connecting pad 11.
When the tunnel foundation is used, the positioning steel arch is installed in the excavated step, the foot-locking anchor rods 6 are inserted into the directional guide pipes 9, the grouting mechanisms are installed at the end parts of the foot-locking anchor rods 6 positioned on the inner side of the tunnel, the grouting mechanisms are used for grouting into the foot-locking anchor rods 6, and reinforcing blocks 5 are formed at the end parts of the foot-locking anchor rods 6 positioned in the surrounding rocks 20; after grouting, removing the grouting assembly; as shown in fig. 3, then, manually performing expanding excavation on the outer side of the bottom of the step, forming a reinforcing cavity with a right trapezoid longitudinal section at the bottom of the step, installing the reinforcing layer supporting structure in the reinforcing cavity, vertically arranging a reinforcing side plate 12 on the outer side of the reinforcing cavity after the installation, installing a reinforcing bottom plate 14 at the bottom of the reinforcing cavity, and enclosing a concrete forming cavity with a right trapezoid longitudinal section by the reinforcing bottom plate 14, the reinforcing side plate 12 and the inner wall of the tunnel; in order to ensure the stability of the reinforcing side plates 12, a plurality of reinforcing rods 18 are vertically arranged on one side of the reinforcing side plates 12 far away from the concrete forming cavity, and the plurality of reinforcing rods 18 are uniformly distributed along the longitudinal extension direction of the tunnel; and then pouring concrete in the concrete forming cavity to form a reinforced layer structure 21, and removing the reinforced side plates 12 and the reinforced bottom plate 14 after the concrete is solidified.
The above description is only a preferred embodiment of the present invention, and is not intended to limit the present invention, and all simple modifications, changes and equivalent structural changes made to the above embodiment according to the technical spirit of the present invention still fall within the protection scope of the technical solution of the present invention.
Claims (8)
1. The construction structure for inhibiting the sinking amount of the primary support of the tunnel based on the step method is characterized in that the step method is adopted to excavate and support the tunnel, the tunnel is constructed from back to front along the longitudinal extension direction of the tunnel, and 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, firstly excavating and supporting the upper step (1), then excavating and supporting the middle step (2), and finally excavating and supporting the lower step (3); the method is characterized in that:
the tunnel supporting device comprises a first supporting body supporting an upper step (1), a second supporting body arranged below the first supporting body and supporting a middle step (2), and a third supporting body arranged below the second supporting body and supporting a lower step (3), wherein the first supporting body, the second supporting body and the third supporting body are identical in structure, and each of the first supporting body, the second supporting body and the third supporting body comprises a plurality of groups of positioning steel arches arranged on the inner side surface of a tunnel, a reinforcing layer structure (21) arranged at the bottoms of the positioning steel arches, and reinforcing blocks (5) arranged on the outer sides of the positioning steel arches; the reinforcing block (5) is connected with the positioning steel arch frame through a foot locking anchor rod (6); a 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 pipe tube groups obliquely arranged at the bottom of the steel arch (4), and the steel arch (4) and the two groups of directional pipe tube groups are integrally formed; the longitudinal section shape of the steel arch (4) is adapted to the longitudinal section shape of the step; the steel arch (4) of the upper step (1) is of an arch structure, and the steel arches (4) of the middle step (2) and the lower step (3) are arch sections;
the reinforced layer structure (21) is internally provided with a reinforced layer supporting structure, the reinforced layer supporting structure comprises a longitudinal steel bar group and a circumferential steel bar group, the longitudinal steel bar group is arranged at the bottom of the steel arch frame (4) and is arranged in a reinforcing cavity, the circumferential steel bar group is sleeved on the longitudinal steel bar group, and the longitudinal steel bar group and the circumferential steel bar group are integrally formed.
2. The construction structure for restraining the sinking amount of the preliminary tunnel support excavated according to the bench method as claimed in claim 1, wherein: the directional pipe nest of tubes includes that two symmetries set up directional pipe (9) with one side of steel bow member (4), two directional pipe (9) slant is laid both sides around steel bow member (4) bottom, directional pipe (9) are fixed through a plurality of spacing reinforcing bars (10) on steel bow member (4), directional pipe (9) are hollow structure, directional pipe (9) are along the orientation downward sloping gradually of keeping away from the tunnel axis.
3. The construction structure for restraining the sinking amount of the preliminary tunnel support excavated by the bench method according to claim 2, wherein: and a foot locking anchor rod (6) is inserted in 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.
4. The construction structure for restraining sinking amount of preliminary tunnel support excavated according to the bench method as claimed in claim 3, wherein: the end of the directional conduit (9) extending into the surrounding rock (20) is flush with the bottom of the step; the inner diameter of the directional guide pipe (9) is larger than the outer diameter of the locking pin anchor rod (6).
5. The construction structure for restraining the sinking amount of the preliminary tunnel support excavated by the bench method according to claim 2, wherein: 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 on the inner side of the tunnel and fixed at the connecting position of the directional guide pipes (9) and the steel arch frame (4); and the other limiting 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).
6. The construction structure for restraining the sinking amount of the preliminary tunnel support excavated according to the bench method as claimed in claim 1, wherein: the longitudinal reinforcing steel bar group comprises a plurality of reinforcing layer longitudinal reinforcing steel bars (15) which are arranged along the longitudinal extension direction of the tunnel, and the plurality of reinforcing layer longitudinal reinforcing steel bars (15) are uniformly distributed on the inner side and the outer side of the steel arch frame (4);
the circumferential reinforcing steel bar group comprises a plurality of reinforcing layer circumferential reinforcing steel bars (16) sleeved on the longitudinal reinforcing steel bar group, and the plurality of reinforcing layer circumferential reinforcing steel bars (16) are distributed along the extending direction of the reinforcing layer longitudinal reinforcing steel bars (15); the reinforcing layer hoop reinforcing steel bars (16) are of a right-angle trapezoidal structure, and the reinforcing layer longitudinal reinforcing steel bars (15) are arranged at four top corners of the reinforcing layer hoop reinforcing steel bars (16).
7. The construction structure for restraining the sinking amount of the preliminary tunnel support excavated according to the bench method as claimed in claim 1, wherein: the bottom level of steel bow member (4) is provided with connecting backing plate (11), connecting backing plate (11) are laid in reinforcing layer structure (21), the cross-sectional area of connecting backing plate (11) is greater than the cross sectional area of steel bow member (4), connecting backing plate (11) are fixed through a plurality of mounting (13) the bottom in reinforcement chamber.
8. The construction structure for restraining the sinking amount of the preliminary tunnel support excavated according to the bench method as claimed in claim 7, wherein: the outside cover of connecting backing plate (11) is equipped with safety cover (17), connecting backing plate (11) with safety cover (17) enclose into the confined cuboid region.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202122009799.9U CN216305957U (en) | 2021-08-24 | 2021-08-24 | Construction structure for restraining sinking amount of primary support of tunnel based on step method excavation |
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| CN202122009799.9U CN216305957U (en) | 2021-08-24 | 2021-08-24 | Construction structure for restraining sinking amount of primary support of tunnel based on step method excavation |
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