CN217378832U - Combined protection structure of existing tunnel - Google Patents
Combined protection structure of existing tunnel Download PDFInfo
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- CN217378832U CN217378832U CN202220803637.4U CN202220803637U CN217378832U CN 217378832 U CN217378832 U CN 217378832U CN 202220803637 U CN202220803637 U CN 202220803637U CN 217378832 U CN217378832 U CN 217378832U
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Abstract
The utility model discloses a combined protection structure of an existing tunnel, which comprises the existing tunnel, a first existing fender post and a second existing fender post, wherein the first existing fender post and the second existing fender post are arranged on two sides of the existing tunnel; the existing tunnel is also provided with a plurality of vertical face unit components and connecting beam components for connecting the vertical face unit components together; the vertical face unit component comprises a first pressing top pier and a second pressing top pier which are arranged above the existing tunnel; a first grouting reinforcement area is arranged above the existing tunnel and the first coping pier, a second grouting reinforcement area is arranged above the existing tunnel and the second coping pier, and a first uplift pile is arranged on one side of the first existing fender pile; one side of the second existing fender post is provided with a second uplift pile; the connecting beam component comprises a first connecting beam arranged on the first uplift pile and a second connecting beam arranged on the second uplift pile, and the floating of the existing tunnel structure can be inhibited; and the train can be orderly constructed while the train is not stopped.
Description
Technical Field
The utility model relates to a construction technical field, in particular to combination formula protection architecture in existing tunnel.
Background
The tunnel is specially built for a train or an automobile running inside, the running of the train or the automobile has severe requirements on structural deformation of the tunnel, according to the soil mechanics theory, if covering filling soil above the tunnel is removed or excavated, the load on the upper part of the tunnel is reduced, chain reaction is caused to cause corresponding floating of the tunnel structure, specifically, when a new building is built on the upper part of the existing subway tunnel, earthwork excavation is carried out to cause deformation of the subway tunnel, for a small and medium-sized building newly built on the upper part of the existing subway tunnel, a balanced load method is usually adopted to inhibit the deformation of the subway tunnel, but along with the increase of the building volume, even for a large building with a deep foundation, simple balanced load on the ground surface cannot meet the protection requirements, and at the moment, subway protection becomes a difficult problem faced by building engineering.
When carrying out the earthwork excavation on existing subway tunnel, traditional existing subway tunnel protection mode is more single, and is only simple heap load counter weight form, and it is big to pile load counter weight, does not have the entity structure, and it need consume a large amount of resources and time to implement, and is not good to existing subway tunnel protection effect, causes the incident easily, and receives the restriction of place size, can't wear to pitch other operations.
SUMMERY OF THE UTILITY MODEL
The utility model aims to overcome the defects in the prior art and provide a combined protection structure of the existing tunnel, which can effectively inhibit the floating of the existing tunnel structure and ensure the integral stability of the structure; and the orderly construction of the upper engineering of the tunnel can be ensured while the train in the tunnel is not stopped.
In order to achieve the purpose, the utility model provides a combined protection structure of an existing tunnel, which comprises an existing tunnel, wherein a first existing fender post and a second existing fender post are respectively arranged on two sides of the existing tunnel; the existing tunnel is also provided with a plurality of facade unit components and connecting beam components for connecting the facade unit components together; the vertical face unit component comprises a first pressing top pier and a second pressing top pier which are arranged above the existing tunnel; a first grouting reinforcement area is arranged above the existing tunnel and the first coping pier, a second grouting reinforcement area is arranged above the existing tunnel and the second coping pier, and a first uplift pile is arranged on one side of the first existing fender pile; one side of the second existing fender post is provided with a second uplift pile; the connecting beam member comprises a first connecting beam arranged on the first uplift pile and a second connecting beam arranged on the second uplift pile.
Preferably, the first coping pier, the first existing fender post and the first connecting beam are connected by using embedded bars; and the second pressure top pier, the second existing fender post and the second connecting beam are connected by using embedded bars.
Preferably, the contact surface between the first top pressing pier and the first existing fender post is roughened and coated with a surfactant layer; roughening the contact surface between the first connecting beam and the first existing fender post and painting a surfactant layer; roughening the contact surface between the second top pressing pier and the second existing fender post and painting a surfactant layer; and the contact surface between the second connecting beam and the second existing fender post is roughened and coated with a surfactant layer.
Preferably, the first existing fender pile and the second existing fender pile are formed by pouring concrete, the diameter of the first existing fender pile and the diameter of the second existing fender pile are 1000mm, and the interval is 1000 mm-1500 mm.
Preferably, the center longitudinal distance between the first top pressing pier and the second top pressing pier is between 5m and 10 m; the width direction of the first top pressing pier and the second top pressing pier is 1.5m, the width direction is 1.5 m-2 m along the tunnel direction, and the height direction is 2 m.
Preferably, the first uplift pile is adjacent to a first existing fender pile, and the second uplift pile is adjacent to a second existing fender pile; the diameter of the first uplift pile and the diameter of the second uplift pile are 1200mm, and the longitudinal distance is between 5m and 10 m; the pile length of the first uplift pile and the second uplift pile is between 40m and 50m, and the first uplift pile and the second uplift pile enter weathered granite or weakly weathered granite.
Preferably, the bottoms of the first uplift pile and the second uplift pile should enter the slightly weathered rock stratum to be not less than 3 m.
Preferably, the reinforcement length of the first grouting reinforcement area and the reinforcement length of the second grouting reinforcement area are along the direction of the tunnel, the reinforcement width is 2.5m, and the reinforcement depth is 3m below the ground surface of the original state to the upper part of the existing tunnel.
Preferably, the length direction of the first connecting beam and the second connecting beam is along the tunnel direction, the width of the first connecting beam and the width of the second connecting beam are 1.6m, and the vertical height of the first connecting beam and the second connecting beam is 2 m.
Preferably, a first crown beam is arranged above the first existing fender pile, a second crown beam is arranged above the second existing fender pile, and a tension beam is arranged between the first crown beam and the second crown beam.
Compared with the prior art, the beneficial effects of the utility model reside in that:
1. first pressure top mound and second pressure top mound have been installed on existing tunnel upper portion, press the top mound through the part setting in existing tunnel, wherein first pressure top mound is connected with existing tunnel roof and the method that first existing fender pile adopted the bar planting, simultaneously first uplift pile has been newly increased to first existing fender pile one side, first uplift pile links to each other through the method that first even roof beam and first existing fender pile adopted the bar planting, and the same reason, existing tunnel opposite side is also the same, and the stress that all will have the tunnel come-up loops through tunnel, pressure top mound, existing fender pile, uplift pile transmission to deep soil body to protection tunnel structure can effectively restrain deep foundation ditch off-load excavation and cause the subway tunnel structure that the ground kick-back leads to rise, ensures structure overall stability.
2. The utility model discloses a structure makes newly-built large-scale building become probably on existing tunnel, has realized that existing tunnel upper portion carries out the inside train of tunnel not to shut down when the large-scale engineering construction operation, has guaranteed the orderly construction of the safety and stability of existing tunnel structure, the normal operation of train and upper portion engineering, and the synthesis sees, and certain degree has promoted the development of construction technology.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings needed to be used in the description of the embodiments or the prior art will be briefly described below, and it is obvious that the drawings in the following description are some embodiments of the present invention, and for those skilled in the art, other drawings can be obtained according to these drawings without creative efforts.
Fig. 1 is a schematic cross-sectional view of a combined protection structure for an existing tunnel according to the present invention;
fig. 2 is a top view of a combined protection structure for an existing tunnel according to the present invention;
fig. 3 is a schematic diagram of the first grouting reinforcement area and the second grouting reinforcement area poured above the existing tunnel.
The figure includes:
1. an existing tunnel; 21. a first existing fender post; 22. a second existing fender post; 3. a facade unit member; 4. a coupling member; 31. a first top pressing pier; 32. second pressing and heading; 33. a first grouting reinforcement area; 34. a second grouting reinforcement area; 35. a first uplift pile; 36. a second uplift resistant pile; 41. a first coupling beam; 42. a second coupling beam; 51. a first crown beam; 52. a second crown beam; 53. and (5) pulling the beam.
Detailed Description
The technical solution of the present invention will be clearly and completely described below with reference to the accompanying drawings of the present embodiment, and it is obvious that the described embodiment is an embodiment of the present invention, not all embodiments. Based on this embodiment in the present invention, all other embodiments obtained by the ordinary skilled person in the art without creative work all belong to the protection scope of the present invention.
Referring to fig. 1 to 3, the present invention provides a combined protection structure for an existing tunnel.
As shown in fig. 1, the existing tunnel 1 is covered with a soil layer 6, and a train running inside the existing tunnel 1 cannot be stopped while removing the soil layer 6; while also no damage can occur to the structure of the existing tunnel 1.
As shown in fig. 1, the combined protection structure above the existing tunnel comprises an existing tunnel 1, and a first existing fender post 21 and a second existing fender post 22 are respectively arranged on two sides of the existing tunnel 1; the first and second existing fender posts 21 and 22 are constructed while constructing the existing tunnel 1, and belong to an existing building structure, and further, the first and second existing fender posts 21 and 22 and the existing tunnel 1 are all cast with concrete.
As shown in fig. 1, the combined protection structure specifically comprises a plurality of facade unit members 3 installed on an existing tunnel 1 and a coupling beam member 4 connecting the plurality of facade unit members 3 to each other; specifically, the facade unit member 3 includes a first coping 31, a second coping 32, a first grouting reinforcement area 33, a second grouting reinforcement area 34, a first uplift pile 35 and a second uplift pile 36; the coupling beam member 4 includes a first coupling beam 41 mounted on the first uplift pile 35 and a second coupling beam 42 mounted on the second uplift pile 36; further, the first pressure top pier 31 and the second pressure top pier 32 are arranged above the existing tunnel 1 and located on two sides of the existing tunnel 1, a first grouting reinforcement area 33 is arranged above the existing tunnel 1 and the first pressure top pier 31, a second grouting reinforcement area 34 is arranged above the existing tunnel 1 and the second pressure top pier 32, and a first uplift pile 35 is arranged on one side of the first existing fender pile 21; one side of the second existing fender post 22 is provided with a second uplift post 36.
Furthermore, as shown in fig. 2, the first connecting beam 41 and the second connecting beam 42 may connect a plurality of facade unit members 3, and the number and the spacing of the facade unit members 3 may be selected according to actual needs, so as to form a combined protection structure of the existing tunnel 1 with different lengths and different spacings of the facade unit members 3.
The utility model discloses keep 1 stable in structure's in existing tunnel principle: the foundation resilience stress that 1 top excavation of existing tunnel produced makes tunnel structure upwards warp, and the deformation of modular protection architecture restriction tunnel structure this moment, and is concrete, the existing tunnel of first pressure top mound 31 restriction upwards warp, transmits extrusion stress, extrusion stress transmits to the depths stratum via first pressure top mound 31, first existing fender post 21 and first uplift pile 35 to realize overall balance.
As shown in fig. 1, the first coping pier 31 is connected with the top plate of the existing tunnel 1 and the first existing fender post 21 by using a bar planting method, and a first uplift pile 35 is newly added on one side of the first existing fender post 21, the first uplift pile 35 is connected with the first existing fender post 21 by using a bar planting method through a first connecting beam 41, and similarly, the other side of the existing tunnel 1 is also the same, specifically, the second coping pier 32 is connected with the top plate of the existing tunnel 1 and the second existing fender post 22 by using a bar planting method, and a second uplift pile 36 is newly added on one side of the second existing fender post 22, the second uplift pile 36 is connected with the second existing fender post 22 by using a bar planting method through a second connecting beam 42, and the stress floating up in the tunnel is sequentially transmitted to the deep fender mass through the tunnel, the coping piers, the existing fender posts, and the uplift piles, thereby protect tunnel structure, can effectively restrain deep basal pit off-load excavation and cause the subway tunnel structure that the ground kick-backs and lead to and float, ensure that the structure is whole stable.
The combined protection structure enables a large building to be newly built on the existing tunnel 1, the operation of large engineering construction on the upper portion of the existing tunnel 1 is realized, meanwhile, the train inside the existing tunnel is not stopped, the safety and stability of the existing tunnel structure, the normal operation of the train and the orderly construction of the upper engineering are ensured, and in combination, the development of the construction technology is promoted to a certain degree.
As shown in fig. 1, the contact surface between the first coping 31 and the first existing fender post 21 is roughened and coated with a surfactant layer; the contact surface between the first connecting beam 41 and the first existing fender post 21 is roughened and coated with a surfactant layer; the contact surface between the second coping pier 32 and the second existing fender pile 22 is roughened and coated with a surfactant layer; the interface between the second connecting beam 42 and the second existing fender post 22 is roughened and painted with a layer of binder.
As shown in fig. 2, the diameter of the first and second existing fender posts 21 and 22 is 1000mm, and the interval is 1000mm to 1500 mm; in this embodiment the first and second existing fender posts 21, 22 are spaced apart by 1200 mm.
As shown in fig. 2, the center longitudinal distance between the first pressing top pier 31 and the second pressing top pier 32 is between 5m and 10 m; the width direction of the first top pressing pier 31 and the second top pressing pier 32 is 1.5m, the distance along the tunnel direction is 1.5 m-2 m, and the height direction is 2 m; in the present embodiment, the center longitudinal distance between the first and second top- pressing piers 31 and 32 is 5m or 10m, the size of the first and second top- pressing piers 31 and 32 at the non-deformation joint is 1.5m (width direction) × 1.5m (in tunnel direction) × 2m (height direction), and the size of the first and second top- pressing piers 31 and 32 at the deformation joint is 1.5m (width direction) × 2m (in tunnel direction) × 2m (height direction), depending on the geology.
As shown in fig. 2, in the present embodiment, the first uplift pile 35 is adjacent to the first existing fender pile 21, and the second uplift pile 36 is also adjacent to the second existing fender pile 22; the diameter of the first uplift pile 35 and the second uplift pile 36 is 1200mm, and the longitudinal distance is between 5m and 10 m; the first uplift pile 35 and the second uplift pile 36 have a pile length of 40m to 50m and enter weathered granite.
In other embodiments, the bottoms of the first and second uplift piles 35 and 36 should enter the slightly weathered rock formation by not less than 3 m.
As shown in fig. 3, the first grouting reinforcement area 33 and the second grouting reinforcement area 34 have reinforcement lengths along the tunnel direction, reinforcement widths of 2.5m, and reinforcement depths of 3m or less from the ground surface to the top of the existing tunnel 1.
As shown in fig. 2, the first connecting beam 41 and the second connecting beam 42 have a length direction along the tunnel direction, a width of 1.6m, and a vertical height of 2 m.
As shown in fig. 3, a first crown beam 51 is installed above the first existing fender pile 21, a second crown beam 52 is installed above the second existing fender pile 22, and a tension beam 53 is installed between the first crown beam 51 and the second crown beam 52.
The concrete construction process of the combined protection structure is as follows:
step S1: leveling a construction site, and adopting a ground sleeve valve pipe for grouting between a first existing fender pile 21 and a second existing fender pile 22 to reinforce a soil layer above the existing tunnel 1;
step S2: piling a plurality of vertical shafts to the top plate of the existing tunnel 1 on the inner sides of the first existing fender post 21 and the second existing fender post 22, and constructing a first uplift pile 35 and a second uplift pile 36 on the outer sides of the first existing fender post 21 and the second existing fender post 22; pouring a first 31 and a second 32 press-top pier and operatively connecting the first 21 and the second 22 existing fender post;
step S3: the first connecting beam 41 and the second connecting beam 42 are cast and operatively connected with the first existing fender post 21 and the second existing fender post 22.
The above embodiments are preferred embodiments of the present invention, but the embodiments of the present invention are not limited to the above embodiments, and any other changes, modifications, substitutions, combinations, and simplifications which do not depart from the spirit and principle of the present invention should be equivalent replacement modes, and all are included in the scope of the present invention.
Claims (10)
1. A combined protection structure of an existing tunnel is characterized in that: the tunnel comprises an existing tunnel (1), wherein a first existing fender post (21) and a second existing fender post (22) are respectively arranged on two sides of the existing tunnel (1); the existing tunnel (1) is also provided with a plurality of vertical face unit components (3) and connecting beam components (4) for connecting the vertical face unit components (3) together; the facade unit component (3) comprises a first pressing top pier (31) and a second pressing top pier (32) which are arranged above the existing tunnel (1); a first grouting reinforcement area (33) is arranged above the existing tunnel (1) and the first pressure top pier (31), a second grouting reinforcement area (34) is arranged above the existing tunnel (1) and the second pressure top pier (32), and a first uplift pile (35) is arranged on one side of the first existing fender pile (21); one side of the second existing fender post (22) is provided with a second uplift post (36); the connecting beam member (4) comprises a first connecting beam (41) arranged on the first uplift pile (35) and a second connecting beam (42) arranged on the second uplift pile (36).
2. A modular protection architecture for an existing tunnel according to claim 1, characterized in that: the first pressure top pier (31), the first existing fender post (21) and the first connecting beam (41) are connected in a node mode through embedded steel bars; and the second pressure top pier (32), the second existing fender post (22) and the second connecting beam (42) are connected by adopting embedded bars.
3. A modular protection architecture for an existing tunnel according to claim 2, characterized in that: the contact surface between the first coping pier (31) and the first existing fender post (21) is roughened and coated with a surfactant layer; the contact surface between the first connecting beam (41) and the first existing fender post (21) is roughened and coated with a surfactant layer; the contact surface between the second top pressing pier (32) and the second existing fender post (22) is roughened and coated with a surfactant layer; the contact surface between the second connecting beam (42) and the second existing fender post (22) is roughened and coated with a surfactant layer.
4. A modular protection architecture for an existing tunnel according to claim 1, characterized in that: the first existing fender post (21) and the second existing fender post (22) are formed by pouring concrete, the diameter of the first existing fender post (21) and the diameter of the second existing fender post (22) are 1000mm, and the interval is 1000 mm-1500 mm.
5. A modular protection architecture for an existing tunnel according to claim 1, characterized in that: the longitudinal distance between the centers of the first pressing top pier (31) and the second pressing top pier (32) is between 5m and 10 m; the width direction of the first pressure top pier (31) and the second pressure top pier (32) is 1.5m, the width direction is 1.5 m-2 m along the tunnel direction, and the height direction is 2 m.
6. A modular protection architecture for an existing tunnel according to claim 1, characterized in that: the first uplift pile (35) is immediately adjacent to a first existing fender pile (21), the second uplift pile (36) is also immediately adjacent to a second existing fender pile (22); the diameter of the first uplift pile (35) and the diameter of the second uplift pile (36) are 1200mm, and the longitudinal distance is between 5m and 10 m; the pile length of the first uplift pile (35) and the second uplift pile (36) is between 40m and 50m, and the first uplift pile and the second uplift pile enter weathered granite or weakly weathered granite.
7. A modular protection architecture for an existing tunnel according to claim 1, characterized in that: the bottoms of the first uplift pile (35) and the second uplift pile (36) are required to enter the slightly weathered rock stratum to be not less than 3 m.
8. A modular protection architecture for an existing tunnel according to claim 1, characterized in that: the first grouting reinforcement area (33) and the second grouting reinforcement area (34) are reinforced in length along the direction of the tunnel, the reinforcement width is 2.5m, and the reinforcement depth is 3m below the original ground surface to the upper side of the existing tunnel (1).
9. A modular protection architecture for an existing tunnel according to claim 1, characterized in that: the length direction of the first connecting beam (41) and the second connecting beam (42) is along the tunnel direction, the width is 1.6m, and the vertical height is 2 m.
10. A modular protection architecture for an existing tunnel according to claim 1, characterized in that: a first crown beam (51) is arranged above the first existing fender post (21), a second crown beam (52) is arranged above the second existing fender post (22), and a tension beam (53) is arranged between the first crown beam (51) and the second crown beam (52).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202220803637.4U CN217378832U (en) | 2022-04-08 | 2022-04-08 | Combined protection structure of existing tunnel |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202220803637.4U CN217378832U (en) | 2022-04-08 | 2022-04-08 | Combined protection structure of existing tunnel |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN217378832U true CN217378832U (en) | 2022-09-06 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202220803637.4U Active CN217378832U (en) | 2022-04-08 | 2022-04-08 | Combined protection structure of existing tunnel |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN217378832U (en) |
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- 2022-04-08 CN CN202220803637.4U patent/CN217378832U/en active Active
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