CN114183150A - Construction method for underground excavation station of ultra-shallow buried canopy - Google Patents
Construction method for underground excavation station of ultra-shallow buried canopy Download PDFInfo
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- CN114183150A CN114183150A CN202210135671.3A CN202210135671A CN114183150A CN 114183150 A CN114183150 A CN 114183150A CN 202210135671 A CN202210135671 A CN 202210135671A CN 114183150 A CN114183150 A CN 114183150A
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/003—Linings or provisions thereon, specially adapted for traffic tunnels, e.g. with built-in cleaning devices
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
Abstract
The application discloses super shallow canopy cover undercut station construction method that buries relates to the technical field that the subway tunnel excavated, can carry out the construction that the canopy covered at the subway station in-process that the construction was dug to super shallow buries, improves the supporting effect to the upper soil layer through the support of canopy lid structure, reduces to subside, combines the overall arrangement of pilot tunnel to carry out the safe construction of station again, has improved the safety and the work efficiency that the subway station carried out super shallow undercut construction.
Description
Technical Field
The application relates to the technical field of subway tunnel excavation, in particular to a construction method for an ultra-shallow buried canopy underground excavation station.
Background
The subway tunnel is designed under the road in part of sections, and because facilities such as pipelines and cables are laid under the road, the subway tunnel is not easy to directly excavate on the road surface. Belongs to ultra-shallow buried engineering, and has higher safety risk.
However, if the construction is directly performed by the undercut method, attention needs to be paid to the positions of the pipes and cables under the road. Because the subway tunnel space is great, how to carry out reasonable reinforcement at the in-process of excavating, reduce the hidden danger of collapsing, be the ubiquitous problem of industry. Moreover, in the construction of subways, the construction risk of the subway stations is higher, and 50% of subway construction safety accidents occur in the station parts.
In the construction in tunnel, the top in tunnel is strutted to the pipe curtain method commonly used, and the pipe curtain method can effectually support the top in tunnel, but when being applicable to subway station construction section, the pipe curtain that distributes along the tunneling direction is difficult to carry out effectual top and supports, can produce the part and subside, because the space of station part is great, and construction environment requires more rigorously.
Disclosure of Invention
In order to overcome the defect that when the top of a subway station part subjected to ultra-shallow buried and underground excavation is supported by a traditional pipe curtain method, the supporting effect is poor, the application provides a construction method for the ultra-shallow buried shed cover underground excavation station.
The application provides a construction method for an ultra-shallow buried canopy underground excavation station, which adopts the following technical scheme:
a construction method for an ultra-shallow buried canopy underground excavation station comprises the following construction steps:
s1, performing early-stage measurement preparation, calculating the depth and position of the pipeline, performing vertical shaft construction, and digging out a transverse channel;
s2, digging out a prior pilot tunnel, and inserting a support steel pipe perpendicular to the extending direction of the prior pilot tunnel by adopting a jacking method to form a shed cover;
s3, excavating four lower pilot tunnels below the pilot tunnel;
s4, digging three upper pilot holes on two sides of the pilot hole, wherein the upper pilot holes are opposite to the lower pilot hole in the vertical direction;
s5, downward hole digging construction is carried out in the upper pilot tunnel and the prior pilot tunnel which are positioned in the middle positions, pile holes are dug out, the pile holes are communicated with the lower pilot tunnel corresponding to the lower part, and a pile casing is lowered to support the pile holes;
s6, pouring the reinforced concrete side columns downwards in the upper pilot holes at the two sides, so that the reinforced concrete side columns extend into the corresponding lower pilot holes below;
s7, constructing a bottom beam on the inner bottom walls of the two lower pilot tunnels in the middle, and pouring the steel tube concrete columns in the pile casings to enable the steel tube concrete columns and the bottom beam to form a whole;
s8, installing a middle steel tube in the pilot tunnel, connecting two opposite support steel tubes through the middle steel tube, and constructing a top beam on the top of the upper pilot tunnel and the top of the pilot tunnel at the middle position to integrate the top beam with the steel tube concrete column;
s9, downward step excavation is carried out on the space between the two upper pilot holes at the two most two sides, then the adjacent upper pilot holes and the prior pilot hole are excavated, construction of a top plate is carried out after the upper pilot holes and the prior pilot hole are communicated, and the top plate and a top beam are integrated;
s10, excavating soil body in layers, constructing the middle plate and the middle beam, excavating the lower pilot tunnel to the plane of the inner bottom wall of the lower pilot tunnel, erecting the bottom plate, sealing the bottom and completing construction of the main structure of the station.
By adopting the technical scheme, the first pilot tunnel is excavated firstly, and the supporting steel pipe is jacked on the basis of the first pilot tunnel to form the shed cover, so that the supporting capability is effectively improved through the transversely inserted supporting steel pipe, the sedimentation depth is reduced, and the safety guarantee is provided for the construction of the subsequent pilot tunnel. Then, excavating the lower pilot tunnel, and finally excavating the upper pilot tunnel. The lower pilot tunnel is excavated and supported, so that the excavating safety of the upper pilot tunnel is effectively improved, and the upper pilot tunnel and the shed cover are fixed and supported, so that the process is safer and more reasonable.
After the upper pilot tunnel and the lower pilot tunnel are excavated, the construction of the bottom beam, the concrete filled steel tubular column and the top beam is sequentially carried out, the concrete filled steel tubular column, the top beam and the bottom beam are connected into a whole, the support of the middle body part of the station is completed, and the safety of the station construction is improved. And simultaneously, the construction of the reinforced concrete side column is downwards carried out in the upper pilot tunnels at two sides, and the reinforced concrete side column extends into the lower pilot tunnel from the upper pilot tunnel to form a side wall of the station.
And then downward excavation is carried out, the upper pilot tunnel and the prior pilot tunnel which are adjacent to the upper pilot tunnel are dug to be communicated, the construction of a top plate is carried out, and further the foundation construction of the top of the station is completed. And continuing downward excavation, and sequentially constructing the middle plate and the middle beam. And excavating to mutually excavate the lower pilot tunnels, and constructing the bottom plate to finish the foundation construction of the station. The safety of the ultra-shallow buried construction of the station is integrally improved, the sedimentation amplitude is reduced, and the collapse probability is reduced.
Optionally, in the process of excavating the upper pilot tunnel and the lower pilot tunnel, the excavation surfaces corresponding to the adjacent upper pilot tunnel and the adjacent lower pilot tunnel are staggered by 7-12 m.
By adopting the technical scheme, the excavation is carried out in a staggered manner, the probability of loosening and collapsing of the lower excavation opening is effectively reduced, and the construction safety is improved.
Optionally, in the process of inserting the support steel pipe in step S2, the jacking direction of the support steel pipe is strictly controlled, and the support steel pipe must not deflect.
Through adopting above-mentioned technical scheme, to the jacking requirement of supporting the steel pipe, make the support steel pipe of jacking more neat, and the interval between the support steel pipe is more unanimous, the effectual support effect that improves the canopy lid has improved the security of construction.
Optionally, the supporting steel pipe is a steel pipe with a diameter of 400-430 mm.
Through adopting above-mentioned technical scheme, the size specification requirement of supporting the steel pipe has ensured the intensity that supports steel pipe self, has improved the canopy support effect that supports the steel pipe and form.
Optionally, the support steel pipe is a hot-rolled seamless steel pipe.
Through adopting above-mentioned technical scheme, support the steel pipe and select seamless steel pipe material for use, further improved the support effect of the canopy lid that forms.
Optionally, the pile hole in the step S5 is a jump hole construction.
By adopting the technical scheme, the steel pipe concrete columns are also arranged at intervals in the pile holes for jumping hole construction, so that the supporting effect on the station is effectively improved on the basis of reducing the material consumption and the construction amount, and the construction design is more reasonable.
Optionally, when the jump hole construction of the pile hole is performed, the construction of one pile hole is performed every time the distance between the diameters of three pile holes passes.
By adopting the technical scheme, the form of digging three spaces one is adopted in the jumping hole construction of the pile hole, so that the space of the concrete filled steel tube column is more reasonable, and the safety of the whole construction of the station is improved.
Optionally, in the step S7, after the concrete-filled steel tubular column is constructed, a gap between the concrete-filled steel tubular column and the inner wall of the casing is filled with fine sand.
By adopting the technical scheme, after fine sand is filled, on one hand, the construction safety is improved, and the probability of foreign matter falling is reduced; on the other hand, the gap is filled, so that the loosening of the soil body is reduced, and the collapse probability is reduced. In the downward construction and excavation process, the fine sand filler can be conveniently stripped, and the construction efficiency is improved.
Alternatively, in the excavation step of S9, preliminary bracing is performed simultaneously with the step excavation.
By adopting the technical scheme, the side excavation and side supporting are carried out, the safety of the excavation process is improved, and the probability of falling of the soil layer on the side wall part is reduced.
Optionally, in the step of S10, the middle slab and the middle beam are constructed in sections by excavating to a position 0.2m below the planned position of the middle slab in layers.
By adopting the technical scheme, a certain gap is kept between the erected middle plate and the subsoil, and damage to the middle plate is effectively reduced in the process of excavating the soil layer below.
In summary, the present application includes at least one of the following beneficial technical effects:
1. after the pilot tunnel construction is completed, the supporting steel pipes are tightly jacked, and the transversely arranged and distributed shed cover structures formed by the supporting steel pipes effectively improve the supporting effect of the shed cover, reduce the collapse probability, reduce the settlement distance and improve the safety of a station part constructed by the ultra-shallow buried underground excavation method;
2. firstly, excavating and supporting the lower pilot tunnel, and then excavating and supporting the upper pilot tunnel, so that a top supporting structure of the upper pilot tunnel and the shed cover are integrated, the construction safety is effectively improved, and the probability of downward settlement in the construction process of the upper pilot tunnel is reduced;
3. the adjacent upper pilot tunnel and the adjacent pilot tunnel are dug through, earthwork continues to be dug downwards after supporting, the middle plate and the middle beam are erected, then the bottom plate is built by downward digging, and further the whole foundation construction of the underground station is completed.
Drawings
FIG. 1 is a schematic structural diagram illustrating a leading via location according to a process of an embodiment of the present application;
FIG. 2 is a schematic structural diagram showing the position of a lower pilot hole along with the process;
FIG. 3 is a schematic structural diagram showing the location of the upper pilot hole along with the process;
FIG. 4 is a schematic structural view showing the position of the casing in accordance with the process;
FIG. 5 is a schematic structural view showing the position of a steel cylinder concrete column along with the process;
FIG. 6 is a schematic diagram of the structure showing the position of the cap during the process;
FIG. 7 is a schematic view of the structure showing the position of the center sill along with the process;
fig. 8 is a schematic view showing the construction completion along with the process.
In the figure, 1, a pilot hole; 11. pile holes; 12. protecting the cylinder; 13. a steel pipe concrete column; 14. fine sand; 2. a lower pilot tunnel; 21. a pilot hole a; 22. a pilot hole b; 23. a pilot hole c; 24. a pilot hole d; 3. an upper pilot hole; 31. a pilot hole e; 311. reinforced concrete side columns; 32. a pilot hole f; 33. a pilot hole g; 4. a shed cover; 41. supporting the steel pipe; 42. a middle section steel pipe; 5. a top beam; 51. a top plate; 52. a top waterproof layer; 6. a bottom beam; 61. a base plate; 62. a bottom waterproof layer; 7. a middle beam; 71. a middle plate.
Detailed Description
The present application is described in further detail below with reference to figures 1-8.
The embodiment of the application discloses a construction method for an ultra-shallow buried shed cover underground excavation station.
The construction method of the ultra-shallow buried canopy underground excavation station comprises the following specific construction steps:
referring to fig. 1, S1, preliminary measurement preparation is performed, the depth and position of the pipeline are calculated, shaft construction is performed, and a lateral passage is excavated.
And (3) digging out the prior pilot tunnel 1 by adopting a step method in combination with the figure 2 and S2, wherein the length of the adopted step is 2-5 m, grouting reinforcement is carried out in time after the top of the prior pilot tunnel 1 is sealed to form a raised ring shape, and secondary grouting is carried out if necessary.
And then inserting the support steel pipe 41 in a hydrostatic jacking mode perpendicular to the extending direction of the pilot tunnel 1 to form the shed cover 4, and strictly controlling the jacking direction of the support steel pipe 41 in the process of inserting the support steel pipe 41 without deflection. The steel pipes 41 were those having a diameter of 400 to 430 mm, and in this example, those having a diameter of 402 mm were hot-rolled seamless steel pipes.
In the process of inserting the support steel pipe 41, the support steel pipe 41 inserted at the side having the smaller advancing distance is advanced, and the support steel pipe 41 inserted at the side having the larger advancing distance is advanced. The support steel pipe 41 is composed of a plurality of small steel pipes welded together.
The hydraulic static jacking is adopted to replace the traditional pipe ramming process to tightly jack the support steel pipe 41, and the soil disturbance is reduced. The supporting steel pipes 41 which are longitudinally arranged are inserted in a transverse jacking mode to form a top shed cover 4 for supporting, the phi 402 hot-rolled seamless steel pipe can well meet the requirement of supporting strength, the supporting steel pipes 41 are divided into multiple sections for jacking construction, transportation is facilitated, and the supporting steel pipes are matched with the space of the pilot tunnel 1. Supporting the top by adopting supporting steel pipes 41 which are transversely jacked and longitudinally arranged, so that on one hand, a lower construction area is separated from an upper pipeline area; on the other hand, the probability of soil layer collapse above the shed cover 4 is effectively reduced, the settlement distance is reduced, and the safety of the whole construction of the station is improved.
Referring to fig. 2, at S3, four lower guide holes 2 are dug below the leading guide hole 1 along the extending direction of the leading guide hole 1, and the four lower guide holes 2 are transversely arranged and sequentially include a guide hole a21, a guide hole b22, a guide hole c23, and a guide hole d 24. Wherein, pilot hole c23 is located right below the leading pilot hole 1, pilot hole a21 and pilot hole d24 are located at both sides, and pilot hole b22 and pilot hole c23 are located at the middle position, wherein pilot hole a21 and pilot hole d24 located at both sides are excavated.
The excavation faces of the adjacent lower guide tunnels 2 are staggered by 7-10 m.
The lower pilot tunnels 2 are all positioned below the positions covered by the shed cover 4 and the front pilot tunnel 1.
Referring to fig. 3, S4, a total of three upper pilot holes 3, i.e., a pilot hole e31, a pilot hole f32, and a pilot hole g33, are dug at both sides of the pilot hole 1. Hole e31 is located directly above hole a21, hole f32 is located directly above hole b22, and hole g33 is located directly above hole d 24.
Firstly, excavating a pilot tunnel f32, and then excavating a pilot tunnel e31 and a pilot tunnel g33, wherein the excavation surfaces of the pilot tunnel e31 and the pilot tunnel f32 are staggered by 7-10 m.
The positions of the subway stations are planned in advance by arranging the upper pilot tunnel 3 and the lower pilot tunnel 2, and the upper pilot tunnel 3 and the lower pilot tunnel are both positioned under the shed cover 4 and the prior pilot tunnel 1, so that safety guarantee is provided for subsequent construction.
Referring to fig. 4, S5, pile holes 11 are constructed downwards in the pilot tunnel f32 and the leading pilot tunnel 1, so that the pile holes 11 are communicated with the corresponding lower pilot tunnel 2 below, and the pile holes 11 are constructed in a jump hole mode of 'three-hole-one-digging-every-other-hole-separating' mode, that is, construction of one pile hole 11 is carried out every diameter distance of three pile holes 11.
When the top of the lower pilot hole 2 is opened, only the primary concrete is chiseled, and the grid reinforcing steel bars are not cut off.
The pile casing 12 is constructed in the pile hole 11 to support the pile hole 11.
Referring to fig. 4, S6, the reinforced concrete side column 311 is poured downwards on the side wall part where the pilot hole e31 and the pilot hole g33 are far away from each other, so that the reinforced concrete side column 311 extends into the corresponding lower pilot hole 2 below, the reinforced concrete side column 311 is continuously poured to form a wall structure, and the bottom of the reinforced concrete side column 311 is connected and fixed with the bottom of the lower pilot hole 2.
Referring to fig. 5, S7, the bottom waterproof layer 62 and the bottom sill 6 are constructed on the inner bottom wall of the pilot hole b22 and the pilot hole c23, the steel core concrete column 13 is constructed in the casing 12 to integrate the steel core concrete column 13 with the bottom sill 6, and the gap left between the steel core concrete column 13 and the inner wall of the casing 12 is filled with fine sand 14 and compacted.
Referring to fig. 6, S8, installing a middle steel tube 42 in the pilot tunnel 1, connecting two opposite support steel tubes 41 by the middle steel tube 42, and constructing a top waterproof layer 52 and a top beam 5 on the top of the upper pilot tunnel 3 and the pilot tunnel 1 at the middle position, so that the top beam 5 and the steel tube concrete column 13 are integrated.
Because of the corresponding relation of the positions of the pilot tunnels, the construction of the pile holes 11 is simpler, the pile holes 11 are dug in a three-by-one mode, and the positions of the pile holes 11 are reasonably distributed. The inner wall of the pile hole 11 is supported through the pile casing 12, so that the probability of falling of a soil layer of the pile hole 11 is reduced, and the safety of partial construction of the pile hole 11 is improved. After the bottom beam 6 is built, the steel pipe concrete pile is constructed, then the top beam 5 is constructed, and after the top plate 51 is also built, the construction of a main body supporting structure of the subway station is realized, and the main body construction of the top of the subway station is also completed. Meanwhile, the reinforced concrete side column 311 also supports the two sides of the subway station, so that the safety of the construction of the subway station is improved.
Referring to fig. 6, S9, a step excavation is performed from top to bottom in the space between the upper pilot tunnel 3 and the previous pilot tunnel 1, and then the adjacent upper pilot tunnel 3 and the previous pilot tunnel 1 are excavated, and a top waterproof layer 52 is constructed at the corresponding positions of the top plate 51 and the top plate 51, so that the top plate 51 and the top beam 5 are integrated. The top waterproof layer 52 cannot be damaged in the construction process, and primary support and timely secondary lining are carried out while the ladder excavation is carried out.
In the downward stair excavation process, the protective sleeve 12 at the corresponding position is removed in sections, and the part of the fine sand 14 exposed after the protective sleeve 12 is removed is excavated.
Referring to fig. 7 and 8, in step S10, the soil is excavated in layers to a position 0.2m below the planned position of the middle plate 71, and then the middle plate 71 and the middle beam 7 are constructed in sections, and side wall construction is performed at the same time. And excavating the plane of the bottom wall in the lower pilot tunnel 2, then dredging the lower pilot tunnel 2, erecting a bottom plate 61 and sealing the bottom to finish the construction of the main structure of the station.
The construction of the side wall, the middle plate 71, the middle beam 7 and the bottom plate 61 is correspondingly carried out in the downward construction process, the construction is carried out on the basis of a multi-layer safety supporting structure, the safety of the construction of the ultra-shallow underground excavated subway station is improved, and the construction efficiency is also improved.
The embodiments of the present invention are preferred embodiments of the present application, and the scope of protection of the present application is not limited by the embodiments, so: all equivalent changes made according to the structure, shape and principle of the present application shall be covered by the protection scope of the present application.
Claims (10)
1. A construction method for an ultra-shallow buried canopy underground excavation station comprises the following construction steps:
s1, performing early-stage measurement preparation, calculating the depth and position of the pipeline, performing vertical shaft construction, and digging out a transverse channel;
s2, digging out the prior pilot tunnel (1), and inserting a support steel pipe (41) in a direction perpendicular to the extending direction of the prior pilot tunnel (1) by adopting a jacking method to form a shed cover (4);
s3, digging four lower pilot holes (2) below the pilot hole (1);
s4, digging three upper pilot tunnels (3) on two sides of the pilot tunnel (1), wherein the upper pilot tunnel (3) is opposite to the lower pilot tunnel (2) in the vertical direction;
s5, carrying out hole digging construction downwards in the upper pilot tunnel (3) and the prior pilot tunnel (1) which are positioned in the middle positions, digging out a pile hole (11), communicating the pile hole (11) with the lower pilot tunnel (2) corresponding to the lower part, and lowering a pile casing (12) to support the pile hole (11);
s6, pouring the reinforced concrete side columns (311) downwards in the upper pilot holes (3) at the two side positions, so that the reinforced concrete side columns (311) extend into the corresponding lower pilot holes (2) below;
s7, constructing a bottom beam (6) on the inner bottom wall of the two lower guide holes (2) in the middle, and pouring a steel tube concrete column (13) in the pile casing (12) to integrate the steel tube concrete column (13) with the bottom beam (6);
s8, installing a middle steel tube (42) in the pilot tunnel (1), connecting two opposite support steel tubes (41) through the middle steel tube (42), and constructing a top beam (5) at the top of the upper pilot tunnel (3) and the pilot tunnel (1) at the middle position to integrate the top beam (5) and the concrete-filled steel tube column (13);
s9, downward step excavation is carried out on the space between the two upper pilot holes (3) at the two sides, then the adjacent upper pilot holes (3) and the prior pilot hole (1) are dug to be communicated, and the top plate is carried out after the upper pilot holes (3) and the prior pilot hole (1) are communicated
(51) The top plate (51) and the top beam (5) are integrated;
s10, excavating soil in layers, constructing the middle plate (71) and the middle beam (7), excavating the lower pilot tunnel (2) after the bottom wall of the lower pilot tunnel (2) is on the plane, erecting the bottom plate (61), and sealing the bottom to complete the construction of the main structure of the station.
2. The ultra-shallow buried canopy subsurface excavated station construction method as claimed in claim 1, wherein: in the process of excavating the upper pilot tunnel (3) and the lower pilot tunnel (2), the excavation surfaces of the corresponding adjacent upper pilot tunnel (3) and the adjacent lower pilot tunnel (2) are mutually staggered by 7-12 m.
3. The ultra-shallow buried canopy subsurface excavated station construction method as claimed in claim 1, wherein: in the step S2, the process of inserting the support steel pipe (41) strictly controls the jacking direction of the support steel pipe (41) and prevents deflection.
4. The ultra-shallow buried canopy subsurface excavated station construction method as claimed in claim 2, wherein: the supporting steel pipe (41) adopts a steel pipe with the diameter of 400-430 mm.
5. The ultra-shallow buried canopy subsurface excavated station construction method as claimed in claim 2, wherein: the support steel pipe (41) is a hot-rolled seamless steel pipe.
6. The ultra-shallow buried canopy subsurface excavated station construction method as claimed in claim 1, wherein: and (3) constructing the pile hole (11) in the step S5 for jumping holes.
7. The ultra-shallow buried canopy subsurface excavated station construction method as claimed in claim 6, wherein: when the jump construction of the pile hole (11) is carried out, the construction of one pile hole (11) is carried out every diameter distance of three pile holes (11).
8. The ultra-shallow buried canopy subsurface excavated station construction method as claimed in claim 1, wherein: and S7, after the construction of the steel pipe concrete column (13) is finished, filling a gap between the steel pipe concrete column (13) and the inner wall of the pile casing (12) by fine sand (14).
9. The ultra-shallow buried canopy subsurface excavated station construction method as claimed in claim 1, wherein: in the excavation step of S9, preliminary bracing is performed simultaneously with the step excavation.
10. The ultra-shallow buried canopy subsurface excavated station construction method as claimed in claim 1, wherein: and in the step of S10, excavating to 0.2m below the planned position of the middle plate (71) in a layering manner, and constructing the middle plate (71) and the middle beam (7) in a segmentation manner.
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