CN210827565U - Upper-span operation subway underground comprehensive pipe gallery foundation pit open excavation back pressure structure - Google Patents
Upper-span operation subway underground comprehensive pipe gallery foundation pit open excavation back pressure structure Download PDFInfo
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- CN210827565U CN210827565U CN201921337717.XU CN201921337717U CN210827565U CN 210827565 U CN210827565 U CN 210827565U CN 201921337717 U CN201921337717 U CN 201921337717U CN 210827565 U CN210827565 U CN 210827565U
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Abstract
The utility model provides an on stride operation subway utility tunnel foundation ditch open cut back pressure structure, this structure includes: the method comprises the following steps that (1) a micro-disturbance reinforcing layer is formed on the tunnel part of the existing operation subway; the underground subway construction system comprises a foundation pit, a platform and a platform, wherein the foundation pit is arranged above an; the grouting anchor pipe is arranged in a pipe gallery spanning the existing operation subway section, penetrates through the micro-disturbance reinforcing layer and is connected with an anchoring plate arranged at the bottom of the foundation pit; the prefabricated slab is arranged in a partial area of the bottom plate and comprises a plurality of prefabricated blocks, and the prefabricated blocks are connected through a tenon-and-mortise structure.
Description
Technical Field
The utility model belongs to the subway construction field is striden on the utility tunnel, in particular to stride operation subway utility tunnel foundation ditch piecemeal width of cloth open cut back pressure structure and construction method on.
Background
With the development of economy and social progress, the advantages of the comprehensive pipe gallery relative to the traditional pipeline construction are more and more accepted by the public, and the comprehensive pipe gallery becomes one of the hot spots of the urban modern construction in the 21 st century and the marks for measuring the modern level of the urban construction. At present, the construction of urban underground comprehensive pipe galleries in China has entered a high-speed development period. The existing buildings are inevitably crossed or penetrated in the construction process of the comprehensive pipe gallery, and the conventional construction method piles or cast-in-place piles and other fender pile structures cannot be adopted for ensuring the safety of the existing buildings. In addition, the existing underground building may float up as a result of the pipe gallery excavation process.
In conclusion, when the over-span operation subway underground comprehensive pipe gallery is constructed, the characteristics that the fender post cannot be driven in the subway range, the existing underground subway line is disturbed and the like are caused, and the problems need to be solved through an improved technology.
SUMMERY OF THE UTILITY MODEL
To above technical problem, the utility model provides an on stride operation subway utility tunnel foundation ditch open cut back pressure structure, this structure includes:
the method comprises the following steps that (1) a micro-disturbance reinforcing layer is formed on the tunnel part of the existing operation subway;
the underground subway construction system comprises a foundation pit, a platform and a platform, wherein the foundation pit is arranged above an;
the grouting anchor pipe is arranged in a pipe gallery spanning the existing operation subway section, penetrates through the micro-disturbance reinforcing layer and is connected with an anchoring plate arranged at the bottom of the foundation pit;
the prefabricated slab is arranged in a partial area of the bottom plate and comprises a plurality of prefabricated blocks, and the prefabricated blocks are connected through a tenon-and-mortise structure.
Preferably, the hanging rings are arranged above the precast slabs.
Preferably, the precast slab comprises at least one precast block A, at least one precast block B and at least one precast block C, and the precast blocks A, B and C are connected through a mortise and tenon joint structure.
Preferably, a mortise is arranged on one side of the precast block A; one side of the precast block B is provided with a tenon, the other side of the precast block B is provided with a mortise, one side of the precast block C is provided with a tenon, and the tenon and the mortise can be freely combined by the three to form the needed precast block.
Preferably, the installation pressure of the precast slab is 15-30 kPa.
Preferably, three-axis cement mixing pile plugging walls are arranged on the edges of foundation pits on two sides of the subway area on the pipe gallery.
Preferably, the foundation pit slope surface adopts a sprayed concrete protective surface, and an oblique anchor rod is inserted into the sprayed concrete protective surface.
Compared with the prior art, the utility model discloses following beneficial effect has:
through the utility model, the deformation of the subway tunnel is controlled, and the operation safety is ensured; the foundation pit adopts slope-releasing open cut construction instead of traditional full-space reinforcement, uplift piles, anti-floating plates, enclosure piles and the like, the side slope adopts spray anchor protection, the enclosure cost of the foundation pit is low, no large-scale equipment needs to be additionally input, the construction is simple and convenient, the operation is simple, the overall construction cost is low, and the economic benefit is good; the open cut construction is adopted, the construction of cement mixing piles or cast-in-place piles is not needed, the influence of waste slurry of pile foundation construction, construction water, noise and the like on the environment is greatly reduced, light well point controlled precipitation can be directly used for structure maintenance, water sources are recycled, the civilized construction image is good, and the environment is protected and energy is saved.
Drawings
Fig. 1 is a plan view of a subway line spanning an operation on an underground pipe gallery;
fig. 2 is a cross-sectional view of an operating subway line on an underground pipe gallery;
FIG. 3 is a sectional view of an underground pipe gallery;
FIG. 4 is a plan view of the prefabricated panel;
FIG. 5 is an elevation view of the prefabricated panel;
wherein, subway 1; a pipe gallery 2; grouting anchor pipes 3; a triaxial cement pile plugging wall 4; a shotcrete overlay 11; the anchor rod 12 is pulled obliquely; a prefabricated slab 13; a bottom plate 8; a reinforcing layer 9; anchoring plate 10.
Detailed Description
The invention is further described with reference to the following figures and examples. While the invention will be described in conjunction with the preferred embodiments, it will be understood that they are not intended to limit the invention to the described embodiments. On the contrary, the invention is intended to cover alternatives, modifications and equivalents, which may be included within the scope of the invention as defined by the appended claims;
referring to fig. 2 and 3, the utility model discloses embodiment provides an on stride operation subway utility tunnel foundation ditch open cut back pressure structure, this structure includes:
the method comprises the following steps that (1) a micro-disturbance reinforcing layer 9 is formed on the tunnel part of the existing operation subway 1;
the underground railway system comprises a foundation pit, a railway;
the grouting anchor pipe 3 is arranged in a pipe gallery spanning the existing operation subway section, penetrates through the micro-disturbance reinforcing layer 9 and is connected with an anchoring plate 10 arranged at the bottom of the foundation pit; the grouting anchor pipe is anchored in the pipe gallery bottom plate through the anchoring plate, so that anti-buoyancy force is provided for the bottom plate;
a prefabricated panel 13 arranged in a partial region of the bottom panel 8, as shown in fig. 4 and 5, and including a plurality of prefabricated blocks 71,72,73 connected by a mortise and tenon joint structure; optionally, hanging rings are arranged above the precast slabs; in this embodiment, the precast slab includes at least one precast block a, at least one precast block b, and at least one precast block c, and the precast blocks a, b, and c are connected by a mortise-tenon joint structure; specifically, a mortise is arranged on one side of the precast block A; one side of the precast block B is provided with a tenon, the other side of the precast block B is provided with a mortise, one side of the precast block C is provided with a tenon, and the tenon and the mortise can be freely combined by the three to form the needed precast block.
And the pressure of the precast slab to the bottom plate of the pipe gallery is 15-30 kPa.
Optionally, three-axis cement mixing pile plugging walls 4 are arranged on the edge of foundation pits on two sides of the subway region on the pipe gallery.
Optionally, the slope surface of the foundation pit adopts a sprayed concrete facing 11, and an oblique anchor rod 12 is inserted into the sprayed concrete facing.
Exemplarily, the present embodiment provides an open excavation back pressure construction method for a foundation pit of an upper-span operation subway underground comprehensive pipe gallery, which includes the following steps, please refer to fig. 3 and fig. 2;
1) manufacturing a grouting anchor pipe 3, namely manufacturing the grouting anchor pipe 3 by adopting a galvanized steel pipe with the diameter of 100 mm; the grouting anchor pipes 3 are arranged in the area where the pipe gallery 2 passes through the operating subway 1 as required, when the grouting anchor pipes 3 are located on the soil body between the two subways 1, the burial depth is the same as that of the lower subway 1, and when the grouting anchor pipes 3 are located on the soil body above the subway 1, the anchoring bodies formed by the grouting anchor pipes 3 are kept at a distance of more than 1m from the subway 1, as shown in fig. 3. The grouting anchor pipe can be used for grouting and reinforcing the subway tunnel on one hand, and can be used as an anchor rod on the other hand, and the anchor rod is anchored in a pipe gallery bottom plate to prevent the bottom plate from uplifting and floating up;
2) 4, the diameter of the pile is 850mm, the pile and the pile are mutually overlapped, the overlapping width is 250mm, and the arrangement mode of the three-axis jet grouting pile plugging wall 14 is shown in detail in figures 1 and 2. The blocking wall can separate a foundation pit area to be excavated in the upper-span subway tunnel from other areas, and construction of the area and construction of other areas are not affected;
3) carrying out micro-disturbance grouting reinforcement on the subway 1 tunnel at the upper span part of the pipe gallery 2 to form a reinforcing layer 9, which is detailed in figure 2; the grouting anchor pipe penetrates through the micro-disturbance reinforcing layer to be connected with an anchoring plate (10) arranged at the bottom of the foundation pit, and the grouting anchor pipe is anchored in the pipe gallery bottom plate through the anchoring plate to provide anti-buoyancy for the bottom plate;
4) dividing a foundation pit excavation region into a left half region and a right half region, wherein the left half region and the right half region are divided into a front side region and a rear side region from front to back along the length extension direction of a pipe gallery, the front side region is divided into a plurality of small block regions and a middle block region from front to back in sequence, the small block regions are provided with a side small block region and a middle position small block region, and the rear side region is divided into a plurality of large block regions from front to back in sequence; in this embodiment, a left half excavation region of a foundation pit is sequentially divided into 3-2, 3-1, 1-2, 2-1, 2-2, 4, 5, and 6 from front to back, and a right half excavation region of the foundation pit is sequentially divided into 3 '-2, 3' -1, 1 '-2, 2' -1, 2 '-2, 4', 5 ', and 6' from front to back; the 3-2, 3-1, 1-2, 2-1, 2-2, 4, 5, 6 and 3 ' -2, 3 ' -1, 1 ' -2, 2 ' -1, 2 ' -2, 2 ', 2, 4 ', 5 ', 6 ' are symmetrically arranged in a left-right side-to-side manner; specifically, said 1-1, 1-2, 1 ' -1, 1 ' -2 is an intermediate position small block region, 3-2, 3-1, 3 ' -2, 3 ' -1 is an edge small block region, 2-1, 2 ' -1, 2-2, 2 ' -2 is an intermediate block region, and 4, 5, 6, 4 ', 5 ', 6 ' is a large block region;
based on the division, the construction method comprises the following specific steps:
(a) firstly, constructing a small block area at the middle position, and specifically constructing the small block area by the following steps: i) the method comprises the following steps Excavating a small block region 1-1 at the middle position of the left half region to a pit bottom design elevation, excavating a small block region 1 '-1 at the middle position of the right half region which is symmetrical to the small block region 1' -1 to the pit bottom design elevation, excavating a small block region 1-2 at the middle position of the left half region to the pit bottom design elevation, and excavating a small block region 1 '-2 at the middle position of the right half region which is symmetrical to the small block region 1' -2 to the pit bottom design elevation; ii) of: carrying out slope releasing treatment on side slopes on the left side and the right side of a small area at the middle position, adopting sprayed concrete for protecting the surface and arranging an oblique anchor rod;iii) of: pouring a comprehensive pipe gallery bottom plate in a small area in the middle;
) And after the strength of the bottom plate reaches 40% of the designed strength, paving a prefabricated plate formed by combining prefabricated blocks to perform back pressure on the foundation pit. The middle position small block area is located above the subway, the distance from the subway is small, the damage to the subway is the largest, the small block areas are excavated one by dividing the foundation pit into the small block areas, the slow local unloading can be realized, and the influence on the subway is reduced. The slope spraying anchors are arranged on the left side and the right side of the foundation pit, so that the stability of the foundation pit slope can be guaranteed. When the strength of the bottom plate reaches 40%, the prefabricated plate can be laid to perform back pressure, so that the subway is prevented from floating upwards, and the unloading exposure time is reduced as much as possible; the prefabricated slab is formed by splicing prefabricated blocks in mortise and tenon joints, the loading uniformity and stability are good, and the bottom plate cannot be damaged;
(b) constructing the middle block areas of the left half area and the right half area symmetrical to the left half area, wherein the construction steps are as follows: excavating a left half region middle block region 2-1 to a pit bottom design elevation, excavating a right half region middle block region 2 '-1 which is symmetrical to the left half region to the pit bottom design elevation, excavating a left half region middle block region 2-2 to the pit bottom design elevation, and excavating a right half region middle block region 2' -2 which is symmetrical to the left half region to the pit bottom design elevation; ii) of: carrying out slope releasing treatment on the left side slope and the right side slope of the centering area, adopting sprayed concrete for protecting the surface and laying an oblique anchor rod; iii) of: pouring a comprehensive pipe gallery bottom plate in the middle block area;
) When the construction is carried out on the middle block area, the pipe gallery main body structure of the small block area in the middle position is poured, when the bottom plate of the middle block area reaches 40% of design strength, and the pouring of the pipe gallery main body structure of the small block area is completed, the precast slabs on the bottom plate of the small block area are detached and moved to the middle block area for back pressure, and the insufficient part supplements new precast slabs; construction according to the steps enables construction to have good continuity, work efficiency can be remarkably improved, construction can be completed quickly, and unloading exposure time is shortened. The prefabricated slab can be moved to the area of a newly-made bottom plate through a forklift in time,before the prefabricated slab is moved away, the main structure of the pipe gallery is poured, the foundation pit is ballasted through the main structure, and then the prefabricated slab can be moved away;
(c) constructing the small side block areas of the left half area and the right half area symmetrical to the left half area, wherein the construction steps are as follows: excavating a small block region 3-1 at the side of the left half region to a designed height of the pit bottom, excavating a small block region 3 '-1 at the side of the right half region which is symmetrical to the small block region 3' -1 to the designed height of the pit bottom, excavating a small block region 3-2 at the side of the left half region to the designed height of the pit bottom, and excavating a small block region 3 '-2 at the side of the right half region which is symmetrical to the small block region 3' -2 to the designed height of the pit bottom; ii) of: carrying out slope releasing treatment on side slopes on the left side slope and the right side slope of the small edge area, adopting sprayed concrete for surface protection and laying an oblique anchor rod; iii) of: pouring a comprehensive pipe gallery bottom plate in the small side block area;
) When the side small block areas are constructed, the pipe gallery main body structure of the middle block area is poured, when the bottom plate of the side small block area reaches the design strength of 40%, and after the pouring of the middle block area pipe gallery main body structure is completed, the prefabricated plate parts on the bottom plate of the middle block area are detached and moved to the side small block areas for back pressure;
(d) and (3) constructing the left half-width region and the large regions 4 and 4' at the front side of the right half-width region, wherein the construction steps are as follows: excavating small block regions 4 at the side of the left half-width region to a designed elevation of the pit bottom, and then excavating small block regions 4' at the right half-width side which are symmetrical to the small block regions to the designed elevation of the pit bottom; ii) of: slope releasing treatment is carried out on the side slopes on the left side and the right side of the massive region 4 and the side slopes on the left side and the right side of the massive region 4', sprayed concrete is adopted for protecting the surfaces, and oblique anchor rods are arranged; iii) of: pouring a bottom plate of the comprehensive pipe gallery in the large area 4 and 4';
) Pouring the tube corridor main body structure of the small side block region while constructing the large block regions 4 and 4 ', and after the bottom plates of the large block regions 4 and 4' reach the design strength of 40% and the pouring of the tube corridor main body structure of the small side block region is completed, pouring the pre-prefabricated tube corridor main body structure on the bottom plate of the small side block regionThe plates are dismantled and moved to the bulk regions 4 and 4' for back-pressure;
(e) constructing the left half-width region and the block regions 5 and 5' on the front side of the right half-width region, wherein the construction steps are as follows: excavating small block regions 5 on the side of the left half area to a designed elevation of the pit bottom, and then excavating small block regions 5' on the side of the right half area which are symmetrical to the small block regions to the designed elevation of the pit bottom; ii) of: slope releasing treatment is carried out on side slopes on the left side and the right side of the massive regions 5 and 5', sprayed concrete protective surfaces are adopted, and oblique anchor rods are arranged; iii) of: pouring a bottom plate of the comprehensive pipe gallery in the massive regions 5 and 5';
) Pouring the pipe gallery main body structures of the large regions 4 and 4 'while constructing the large regions 5 and 5', after the bottom plates of the large regions 5 and 5 'reach the design strength of 40% and the large regions 4 and 4' are poured, dismantling the prefabricated plates on the large regions 4 and 4 'bottom plates and moving the prefabricated plates to the large regions 5 and 5' for back pressure;
in conclusion, according to the above excavation sequence, as shown in fig. 1 and 2, the excavation sequence provided in the present embodiment is sequentially 1-1, 1 '-1, 1-2, 1' -2, 2-1, 2 '-1, 2-2, 2' -2, 3-1, 3 '-2, 4', 5 ', 6', as illustrated in fig. 1 and 2;
(5) constructing the main structure of the pipe gallery to be waterproof and backfilling the foundation pit, and finishing construction to obtain the comprehensive pipe gallery of the upper-span operation subway line.
Specifically, the precast slab 13 provided by the embodiment is divided into three parts, and the pressure of the precast slab to the bottom plate of the pipe gallery is 15-30 kPa according to the requirement; hanging rings are arranged above the precast slabs 13, and the hanging rings are convenient to arrange, so that after the main structure is poured, the precast blocks are removed, and foundation pit backfilling is carried out; specifically, the precast slab 13 is divided into three parts, namely a mortise and tenon structure which can be divided into three parts, namely, ethylene propylene A and propylene A, and referring to fig. 4 and 5, a mortise is arranged on one side of the precast block A, a tenon is arranged on one side of the precast block B, a mortise is arranged at one end of the precast block B, and a tenon is arranged on one side of the precast block C; the three parts can be freely combined with mortise and tenon joints, as shown in fig. 4 and 5, the precast slab 13 is divided into three parts, and can be embedded and installed with each other according to actual requirements to form the needed precast slab 13;
the foundation pit adopts slope-laying open cut construction instead of traditional full-space reinforcement, uplift piles, anti-floating plates, enclosure construction method piles and the like, the side slope adopts spray anchor protection, the enclosure cost of the foundation pit is low, no large-scale equipment needs to be additionally input, the construction is simple and convenient, the operation is simple, the total construction cost is low, and the economic benefit is good.
Claims (8)
1. Stride operation subway utility tunnel foundation ditch open cut back pressure structure on, its characterized in that, this structure includes:
the method comprises the following steps that (1) an existing operation subway (1) is formed, and a micro-disturbance reinforcing layer (9) is formed in a tunnel part of the existing operation subway;
the underground railway system comprises a foundation pit, a railway, a;
the grouting anchor pipe (3) is arranged in a pipe gallery spanning the existing operation subway section, penetrates through the micro-disturbance reinforcing layer and is connected with an anchoring plate (10) arranged at the bottom of the foundation pit;
the prefabricated plate (13) is arranged on a partial area of the bottom plate and comprises a plurality of prefabricated blocks which are connected through a tenon-and-mortise structure.
2. The open-cut back pressure structure of the foundation pit of the upper-span operation subway underground comprehensive pipe gallery according to claim 1, wherein hanging rings are arranged above the precast slabs.
3. The upper bay operation subway underground utility tunnel foundation pit open cut back pressure structure of claim 1, characterized in that the precast slab includes at least one precast block A, at least one precast block B and at least one precast block C, and the precast block A, the precast block B and the precast block C are connected through mortise and tenon joint structure.
4. The open excavation back pressure structure of the foundation pit of the upper-span operation subway underground comprehensive pipe gallery according to claim 3, wherein a mortise is formed in one side of the precast block A; one side of the precast block B is provided with a tenon, the other side of the precast block B is provided with a mortise, one side of the precast block C is provided with a tenon, and the tenon and the mortise can be freely combined by the three to form the needed precast block.
5. The open-cut back pressure structure of the foundation pit of the upper-span operation subway underground comprehensive pipe gallery according to claim 3, wherein the installation pressure of the precast slabs is 15-30 kPa.
6. The upper bay operation subway underground utility tunnel foundation pit open cut back pressure structure of claim 1, characterized in that, three-axis cement mixing pile plugging walls are arranged on the pipe gallery upper bay subway region both sides foundation pit edge.
7. The open-cut back pressure structure of the foundation pit of the upper-span operation subway underground comprehensive pipe gallery according to claim 1, characterized in that the slope surface of the foundation pit adopts a sprayed concrete protective surface, and an oblique anchor rod is inserted into the sprayed concrete protective surface.
8. The upper bay operation subway underground utility tunnel foundation pit open cut back pressure structure of claim 1, characterized in that, the perturbation reinforcing layer is formed through perturbation grouting reinforcement.
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| CN201921337717.XU CN210827565U (en) | 2019-08-16 | 2019-08-16 | Upper-span operation subway underground comprehensive pipe gallery foundation pit open excavation back pressure structure |
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| CN201921337717.XU CN210827565U (en) | 2019-08-16 | 2019-08-16 | Upper-span operation subway underground comprehensive pipe gallery foundation pit open excavation back pressure structure |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114457849A (en) * | 2022-03-03 | 2022-05-10 | 浙江交工集团股份有限公司 | Construction method for crossing existing subway cross section protection system on open trench tunnel |
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2019
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114457849A (en) * | 2022-03-03 | 2022-05-10 | 浙江交工集团股份有限公司 | Construction method for crossing existing subway cross section protection system on open trench tunnel |
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