CN217327329U - Tunnel supporting construction is striden to super large - Google Patents
Tunnel supporting construction is striden to super large Download PDFInfo
- Publication number
- CN217327329U CN217327329U CN202220068225.0U CN202220068225U CN217327329U CN 217327329 U CN217327329 U CN 217327329U CN 202220068225 U CN202220068225 U CN 202220068225U CN 217327329 U CN217327329 U CN 217327329U
- Authority
- CN
- China
- Prior art keywords
- tunnel
- supporting structure
- ground
- pipe shed
- pipe
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Images
Abstract
The utility model discloses a tunnel supporting construction is striden to super large, including setting up the concrete arch top in tunnel entrance to a cave department, the vault top vertically is provided with a plurality of pipe sheds along the tunnel, there are a plurality of ways of penetrating the soil body of fixed connection to drawing the stock between the ground roof beam of reserving in pipe shed and the ground fluting, solved the problem of tunnel bearing capacity. The utility model has the advantages that: the bearing capacity of the tunnel structure is improved, and the supporting structure is designed and optimized; the method is characterized in that a ground beam and a prestressed pipe shed are connected through a split anchor rod or a split anchor cable, all soil bodies on the upper portion of a pre-excavated tunnel are reinforced, and the ground beam and the prestressed pipe shed are combined together to form a structure of a composite beam.
Description
Technical Field
The utility model relates to a tunnel and underground works technical field particularly, relate to a tunnel supporting construction is striden to super large.
Background
At present, the two lining structures of the tunnel are mostly designed by adopting a load-structure model in the design of the Chinese railway tunnel, the functions of anchor rods, sprayed concrete and other primary supports in tunnel construction are not emphasized sufficiently, and the primary tunnel surrounding rock load is borne mainly by a molded secondary concrete lining structure. However, for the tunnel with extra large span and extra large span, the supporting function of the surrounding rock bearing arch formed by reinforcing the anchor rod is more and more obvious, the supporting function of the two liners is less and less, if the traditional design method is still adopted, the thickness of the two liners is designed to be very large, so that not only is the serious engineering waste caused, but also the construction quality and safety of large-volume concrete pouring in the tunnel are not easy to control; and is not economical, so the self-arching effect and the self-bearing performance of the surrounding rock are particularly important in the extra-large span tunnel.
SUMMERY OF THE UTILITY MODEL
An object of the utility model is to provide a tunnel supporting construction is striden to super large, its bearing capacity that can improve tunnel structure. In order to realize the purpose, the utility model discloses the technical scheme who takes as follows:
the application provides a tunnel supporting construction is striden to super large, including setting up the concrete arch crown in tunnel entrance to a cave department, the vault top vertically is provided with a plurality of pipe sheds along the tunnel, have a plurality of ways of the soil body that penetrates of fixed connection between the ground roof beam of reserving in pipe shed and the ground fluting to drawing the stock.
In the prior art, a load-structure model is mostly adopted for designing a tunnel secondary lining structure in railway tunnel design, the primary supporting function of anchor rods, sprayed concrete and the like in tunnel construction is not emphasized, a secondary concrete lining structure is mainly constructed to bear the main tunnel surrounding rock load, but for an extra-large span tunnel and an extra-large span tunnel with the span larger than 14m, the supporting function of a surrounding rock bearing arch formed by reinforcing the anchor rods is more and more obvious, the supporting function of the secondary lining is less and more, if a traditional design method is still adopted, the thickness of the secondary lining is designed to be very large, so that not only is serious engineering waste caused, but also the construction quality and safety of large-volume concrete in the tunnel are not easy to control.
The utility model increases the mode that the ground beam is connected with the prestressed pipe shed through the split anchor rods or the split anchor cables, the ground beam in the combined structure adopts a reinforced concrete structure, and on one hand, the ground beam on the upper part in the combined structure bears the compressive stress for the pressed part; on the other hand, the contact with the ground surface enables the structure to play a role of blocking when the structure is settled, which is equivalent to the support in suspension, and then the force is transmitted to the surrounding soil body; the excavation contour line shape with the optimal surrounding rock stress is obtained, a surrounding rock supporting structure system component design method is provided, and the large-span and ultra-large-span tunnel supporting structure is greatly optimized on the basis of ensuring the stability of the surrounding rock.
By combining the technical scheme provided by the above, in some possible implementation manners, the two ends of the concrete arch top are connected with the inclined struts, and the inclined struts are connected with the bottom of the concrete to form a closed tunnel.
In combination with the technical scheme provided by the above, in some possible implementation manners, the structure of the pipe shed is composed of a head anchor head, a tail anchor head, a steel perforated pipe and steel strands, and a grouting layer is arranged between the pipe shed and the ground beam.
In combination with the above technical solutions, in some possible implementations, the tunnel is disposed on the top surface of the inner rail, and a track bed is disposed below the top surface of the inner rail.
In combination with the above-mentioned technical solution, in some possible implementations, the end portions of the counter pull anchor rods are fixed between the beam and the pipe shed by steel plates and bolts.
In combination with the technical scheme provided above, in some possible implementation manners, a profile steel arch is arranged in the tunnel.
In combination with the technical scheme, in some possible implementation manners, the primary support structure of the tunnel is formed by compounding an outer support layer and an inner support layer of an arch part formed by spraying concrete, and side wall anchor rods are arranged on the side wall section of the primary support structure, wherein the side wall anchor rods are arranged in a quincunx shape.
By combining the technical scheme provided by the above, in some possible implementation manners, steel frames are longitudinally arranged at intervals in the arch outer supporting layer, and longitudinal connecting steel bars are annularly arranged at intervals between two adjacent steel frames.
In some possible implementation manners, the distance between every two adjacent counter-pulling anchor rods is 0.5-2 m.
According to the technical scheme, in some possible implementation modes, a drain pipe is arranged below the ballast bed and communicated with the bottom of the tunnel.
Some extensions may be added: the utility model provides a ground roof beam is for opening a guide slot on ground, has the reinforced concrete roof beam in the guide slot, and the bracing is also partly in the concrete structure, and it is integrative to stride tunnel supporting construction with whole super large.
The utility model has the advantages that: the excavation contour line shape with optimal surrounding rock stress is obtained, a surrounding rock supporting structure system component design method is provided, and a large-span and ultra-large-span tunnel supporting structure is greatly optimized on the basis of ensuring the stability of the surrounding rock; the bearing capacity of the tunnel structure is improved, and the supporting structure is designed and optimized; the method is characterized in that a ground beam and a prestressed pipe shed are connected through a split anchor rod or a split anchor cable, all soil bodies on the upper portion of a pre-excavated tunnel are reinforced, and the ground beam and the prestressed pipe shed are combined together to form a structure of a composite beam.
Additional features and advantages of the invention will be set forth in the description which follows, and in part will be obvious from the description, or may be learned by practice of the embodiments of the invention. The objectives and other advantages of the invention will be realized and attained by the structure particularly pointed out in the written description and claims hereof as well as the appended drawings.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings that are required to be used in the embodiments will be briefly described below, it should be understood that the following drawings only illustrate some embodiments of the present invention, and therefore should not be considered as limiting the scope, and for those skilled in the art, other related drawings can be obtained according to the drawings without inventive efforts.
Fig. 1 is a schematic structural section view provided by an embodiment of the present invention.
The mark in the figure is: 1. a ground beam; 2. oppositely pulling the anchor rod; 3. a pipe shed; 4. bracing; 5. a flat plate; 6. a top surface of the inner rail; 7. a ballast bed; 8. a drain pipe; 9. guiding a hole; 10. a concrete bottom.
Detailed Description
To make the purpose, technical solution and advantages of the embodiments of the present invention clearer, the attached drawings in the embodiments of the present invention are combined to clearly and completely describe the technical solution in the embodiments of the present invention, and obviously, the described embodiments are part of the embodiments of the present invention, rather than all embodiments. The components of embodiments of the present invention, as generally described and illustrated in the figures herein, may be arranged and designed in a wide variety of different configurations. Thus, the following detailed description of the embodiments of the invention, as presented in the figures, is not intended to limit the scope of the invention, as claimed, but is merely representative of selected embodiments of the invention. Based on the embodiments in the present invention, all other embodiments obtained by a person skilled in the art without creative efforts belong to the protection scope of the present invention.
It should be noted that: like reference numbers and letters refer to like items in the following figures, and thus, once an item is defined in one figure, it need not be further defined or explained in subsequent figures. Meanwhile, in the description of the present invention, the terms "first", "second", and the like are used only for distinguishing the description, and are not to be construed as indicating or implying relative importance.
In the prior art, a load-structure model is mostly adopted for designing a tunnel secondary lining structure in the design of Chinese railway tunnels, the functions of primary supports such as anchor rods and sprayed concrete in tunnel construction are not emphasized sufficiently, the primary tunnel surrounding rock load is borne mainly by a molded secondary concrete lining structure, and the safety step pitch is emphasized and controlled in tunnel construction management to ensure the tunnel construction safety. The design-construction-management mode has certain applicability to single-line tunnels with 6-10 m span and double-line tunnels with 10-14 m span, but has more and more obvious supporting effect on surrounding rock bearing arches formed by reinforcing anchor rods for extra-large span tunnels with span larger than 14m and extra-large span tunnels. Under the influence of the size effect of a rock mass structure, the extra-large span tunnel is easy to collapse in a larger scale, and if all surrounding rock loads are supported by only two linings, the requirement on the stability of the surrounding rock is difficult to meet, and the extra-large span tunnel is not economical, so that the self-arching effect and the self-bearing performance of the surrounding rock are particularly important in the extra-large span tunnel.
Example (b):
as shown in fig. 1, this embodiment provides a tunnel supporting construction is striden to super large, including setting up the concrete hunch top in tunnel entrance department, in order to prevent the uplift at the bottom of the tunnel, set up the inverted arch at the bottom of the tunnel. In order to facilitate the construction of the tunnel vault, the tunnel vault is arranged to be a flat plate type, and is not an arch or a rectangular section or a round shape, and the flat plate type design also facilitates the construction; and a plurality of pipe sheds 3 are longitudinally arranged above the vault along the tunnel, the pipe sheds 3 are prestressed pipe sheds 3, a plurality of counter-pulling anchor rods 2 which penetrate into the soil body and are fixedly connected are arranged between the pipe sheds 3 and a ground beam 1 reserved in a ground groove, the distance between every two adjacent counter-pulling anchor rods 2 is 0.5-2m, and the ground beam 1, the counter-pulling anchor rods 2, the prestressed pipe sheds 3 and the soil body actually jointly form a composite beam structure to jointly bear the load and the ground load of the tunnel top structure. A guide hole 9 is arranged beside the top of the tunnel, and the pipe shed 3 can be constructed through the guide hole 9.
It should be noted that the ground beam 1 and the pipe shed 3 are realized in a mode of opposite pulling anchor rods 2 or opposite pulling anchor cables, and after a working surface is created by excavating soil below the pipe shed 3, two ends of the opposite pulling anchor rods 2 are respectively connected with the pipe shed 3 and the ground beam 1. The ground beam 1 and the pipe shed 3 are connected into a whole by the counter-pulling anchor rods 2 or counter-pulling anchor cables, and the integral performance of the middle part rock mass is improved as the anchor rods.
It should be noted that the ground beam 1 is of a reinforced concrete structure, and the ground is subjected to slotting construction; the ground beam 1 interval is 1-8 m, and the cross section size can adopt 0.5 m.
In a comprehensive mode, the form of the section of the tunnel is optimally designed, and the splayed bench-shaped section is adopted in consideration of the facts that the overlying load of a shallow-buried large-span tunnel is large and the economic and construction problems caused by overlarge lining thickness are mainly borne by an oversized tunnel supporting structure according to the traditional design load. The structure roof still adopts flat form, simplifies the construction degree of difficulty, conveniently constructs, and on the other hand will be more and more obvious with the supporting effect of the surrounding rock bearing arch that forms of reinforcing under the effect of composite beam integrated configuration above, and the upper portion load can be better born to this section supporting mode.
In some optional embodiments, the inclined struts 4 are connected to both ends of the concrete arch top, so that load can be transferred through the inclined struts 4, the inclined struts 4 are connected with the concrete bottom 10 to form a closed tunnel, and the properties of rock masses on the structure and the newly added structures are changed to jointly form an splay bench-shaped tunnel structure, so that the bearing capacity of the tunnel is improved.
In some optional embodiments, the structure of the pipe shed 3 is composed of a head anchor head, a tail anchor head, a steel flower pipe and steel strands, and a grouting layer is arranged between the pipe shed 3 and the ground beam 1; the structure of the pipe shed 3 comprises a head anchor head, a tail anchor head, a steel perforated pipe and steel strand grouting holes, prestress is applied through the anchor head, and soil above the pipe shed 3 can be grouted and reinforced through the grouting holes. The prestressed pipe shed 3 structure in the combined structure can serve as a supporting structure when soil excavation is carried out in the construction stage, soil collapse above the pipe shed 3 is prevented, on the other hand, the prestressed pipe shed 3 structure serves as a tensile part of the combined structure to bear tensile stress, tensile bearing capacity of the combined structure can be fully exerted under the action of the prestress, and bearing capacity of the whole composite beam structure is improved.
In some alternative embodiments, the tunnel is provided on the top surface 6 of the inner rail, and a track bed 7 is provided below the top surface 6 of the inner rail.
In some alternative embodiments, the ends of the counter-pull anchor rods 2 are secured between the beam and the pipe shed 3 by steel plates and bolts.
In some optional embodiments, a profile steel arch is arranged in the tunnel, the primary supporting structure of the tunnel is formed by compounding an outer supporting layer and an inner supporting layer of an arch part formed by spraying concrete, and side wall anchor rods are arranged on the side wall section of the tunnel, wherein the side wall anchor rods are arranged in a quincunx shape.
Preferably, steel frames are longitudinally arranged in the outer supporting layer of the arch at intervals, and longitudinal connecting steel bars are circumferentially arranged between two adjacent steel frames at intervals.
In some alternative embodiments, a drain 8 is provided below the track bed 7, the drain 8 communicating with the bottom of the tunnel.
In conclusion, the ground beam 1 and the prestressed pipe shed 3 are connected through the opposite-pulling anchor rods 2 or the opposite-pulling anchor cables, all soil bodies on the upper portion of the pre-excavated tunnel are reinforced, and are combined together to form the structure of the composite beam, the structure changes a calculation method of overlying load in the traditional tunnel design calculation, and the surrounding rock load from the ground to the top plate portion of the tunnel structure is transmitted in the form of the beam, so that the load acting on the structure is greatly reduced.
The ground beam 1 in the combined structure is of a reinforced concrete structure, and on one hand, the ground beam 1 on the upper surface in the combined structure bears compressive stress for a pressed part; on the other hand, contact with the earth's surface causes the structure to act as a barrier when settlement occurs, acting as a support in suspension, and then transmitting the force to the surrounding earth.
For the purpose of more clearly explaining the structural description of the present invention, the following steps may be adopted for construction: 1. excavating a construction site surface beam 1, wherein the size design of the ground surface beam 1 is determined by the stress of a compression-resistant concrete part in a combined structure, and a counter-pull anchor rod 2 or a counter-pull anchor cable is required to be connected with an anchor cable, so that the connection between the counter-pull anchor rod and the anchor cable is ensured to be stable; 2. excavating a construction pilot tunnel 9, wherein the specific size of the pilot tunnel 9 is specifically determined according to the construction requirements of the pipe shed 3, and the load transmitted by the pipe shed 3 is borne after the pipe shed 3 is stressed; 3. constructing a prestressed pipe shed 3, and grouting and reinforcing soil mass above the pipe shed 3; 4. and excavating tunnels in parts, and synchronously constructing opposite-pulling anchor rods 2 of tunnel vault.
To sum up, the utility model can ensure the safety of the shallow-buried super large cross tunnel, under the combined structure of the prestressed pipe shed 3, the counter anchor rod 2 or the counter anchor cable and the ground beam 1, the integrity of the rock mass is improved, the function of advance support is fully exerted, and the cross-section structure of the splayed bench shape also greatly improves the safety of construction; and because the construction of the prestressed pipe shed 3 is carried out by adopting the mode of a single advanced pilot tunnel 9, the construction cost is reduced.
In the description of the present invention, it should be noted that the terms "center", "upper", "lower", "left", "right", "vertical", "horizontal", "inner", "outer", and the like indicate the position or positional relationship based on the position or positional relationship shown in the drawings, or the position or positional relationship which is usually placed when the product of the present invention is used, and are only for convenience of description and simplification of the description, but do not indicate or imply that the device or element referred to must have a specific position, be constructed and operated in a specific orientation, and thus, should not be construed as limiting the present invention. Furthermore, the terms "first," "second," "third," and the like are used solely to distinguish one from another and are not to be construed as indicating or implying relative importance.
In the description of the present invention, it should also be noted that, unless otherwise explicitly specified or limited, the terms "disposed," "mounted," "connected," and "connected" are to be construed broadly, e.g., as meaning either a fixed connection, a removable connection, or an integral connection; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meaning of the above terms in the present invention can be understood in specific cases to those skilled in the art.
The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention, and various modifications and changes may be made by those skilled in the art. Any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
The above description is only for the specific embodiments of the present invention, but the protection scope of the present invention is not limited thereto, and any person skilled in the art can easily think of the changes or substitutions within the technical scope of the present invention, and all should be covered within the protection scope of the present invention. Therefore, the protection scope of the present invention shall be subject to the protection scope of the claims.
Claims (10)
1. The utility model provides a tunnel supporting construction is striden to super large, its characterized in that, is including setting up the concrete arch top in tunnel entrance to a cave department, the vault top vertically is provided with a plurality of pipe sheds (3) along the tunnel, have a plurality of ways of the soil body that penetrates of fixed connection to drawing stock (2) between pipe shed (3) and the ground roof beam (1) of reserving in the ground fluting.
2. The oversized cross-tunnel supporting structure according to claim 1, characterized in that: the concrete arch top is characterized in that two ends of the concrete arch top are connected with inclined struts (4), and the inclined struts (4) are connected with the concrete bottom (10) to form a closed tunnel.
3. The oversized cross-tunnel supporting structure according to claim 1, characterized in that: the structure of the pipe shed (3) is composed of a head anchor head, a tail anchor head, a steel perforated pipe and steel strands, and a grouting layer is arranged between the pipe shed (3) and the ground beam (1).
4. The extra-large span tunnel supporting structure of claim 1, wherein: the tunnel sets up in inside rail top surface (6), the below of inside rail top surface (6) is provided with railway roadbed (7).
5. The oversized cross-tunnel supporting structure according to claim 1, characterized in that: the end part of the opposite pulling anchor rod (2) is fixed between the beam and the pipe shed (3) through a steel plate and a bolt.
6. The oversized cross-tunnel supporting structure according to claim 1, characterized in that: and a profile steel arch is arranged in the tunnel.
7. The oversized cross-tunnel supporting structure according to claim 1, characterized in that: the primary support structure of the tunnel is formed by compounding an outer support layer and an inner support layer of an arch part formed by spraying concrete, and side wall anchor rods are arranged on the side wall section of the primary support structure, wherein the side wall anchor rods are arranged in a quincunx shape.
8. The oversized cross-tunnel supporting structure according to claim 7, wherein: and steel frames are longitudinally arranged in the arch outer supporting layer at intervals, and longitudinal connecting steel bars are circumferentially arranged between two adjacent steel frames at intervals.
9. The extra-large span tunnel supporting structure of claim 1, wherein: the distance between two adjacent counter-pulling anchor rods (2) is 0.5-2 m.
10. The extra-large span tunnel supporting structure of claim 4, wherein: a drain pipe (8) is arranged below the ballast bed (7), and the drain pipe (8) is communicated with the bottom of the tunnel.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202220068225.0U CN217327329U (en) | 2022-01-12 | 2022-01-12 | Tunnel supporting construction is striden to super large |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202220068225.0U CN217327329U (en) | 2022-01-12 | 2022-01-12 | Tunnel supporting construction is striden to super large |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN217327329U true CN217327329U (en) | 2022-08-30 |
Family
ID=82993142
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202220068225.0U Active CN217327329U (en) | 2022-01-12 | 2022-01-12 | Tunnel supporting construction is striden to super large |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN217327329U (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116291543A (en) * | 2023-03-17 | 2023-06-23 | 中国市政工程西北设计研究院有限公司 | Calculation method for optimal stress arch of surrounding rock bearing of tunnel and underground space |
-
2022
- 2022-01-12 CN CN202220068225.0U patent/CN217327329U/en active Active
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116291543A (en) * | 2023-03-17 | 2023-06-23 | 中国市政工程西北设计研究院有限公司 | Calculation method for optimal stress arch of surrounding rock bearing of tunnel and underground space |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN105064397A (en) | Open excavation construction method for expanding excavation of station on metro interzone shield tunnel foundation | |
| CN105862930B (en) | A kind of protection structure to creating existing tunnel below underground engineering | |
| CN105003272A (en) | Reversed construction method for expanding and excavating stations on sectional shield tunnel foundations of subways | |
| CN211006756U (en) | Interface structure of open cut station and large-span duplex arch buried tunnel | |
| CN217327329U (en) | Tunnel supporting construction is striden to super large | |
| CN105089670A (en) | Construction method for enlarging and excavating subway station on basis of parallel interval shield tunnel | |
| CN109854280B (en) | Core soil bearing type supporting system for underground excavation of subway station and construction method thereof | |
| CN217974413U (en) | Deep and shallow foundation pit supporting construction structure | |
| CN214497537U (en) | Double-row pile supporting system | |
| CN212202079U (en) | Lock foot system based on vertical displacement of effective control primary support steelframe | |
| CN210239717U (en) | Strong anchor grouting supporting structure for controlling red shale tunnel | |
| CN212656835U (en) | Broken type stope supporting construction of ore rock | |
| CN212248256U (en) | Beam type connecting structure of front wall and rear pile combined support | |
| CN210597363U (en) | Pile bearing anchor retaining wall assembly type structure | |
| CN210597375U (en) | Track traffic underground station track panel well with prestressed concrete beam | |
| CN212248255U (en) | Plate-type connecting structure for double-row supporting of front wall rear piles | |
| CN210507514U (en) | Rib column type anchor rod retaining wall structure without groove | |
| CN113404060A (en) | Rigid rib wall type pile wall foundation pit supporting structure and construction method | |
| CN209324377U (en) | Ledge method tunneling subway station arch springing ruggedized construction | |
| CN111188631A (en) | Double-primary-support entering-hole structure of ingate and construction method thereof | |
| CN113294178A (en) | Combined support system for extremely-broken surrounding rock tunnel and construction method thereof | |
| CN112854258A (en) | Existing railway cutting slope reinforcing structure and reinforcing method thereof | |
| CN206570823U (en) | A kind of broken rock mass slope protective reinforcing structure | |
| CN216999676U (en) | Stiff composite isolation pile structure | |
| CN205742292U (en) | A kind of to the protection structure of existing tunnel below newly-built underground engineering |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant |