CN220748266U - Underpass structure of unreserved interface existing operation station - Google Patents
Underpass structure of unreserved interface existing operation station Download PDFInfo
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- CN220748266U CN220748266U CN202322594448.8U CN202322594448U CN220748266U CN 220748266 U CN220748266 U CN 220748266U CN 202322594448 U CN202322594448 U CN 202322594448U CN 220748266 U CN220748266 U CN 220748266U
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- JEIPFZHSYJVQDO-UHFFFAOYSA-N iron(III) oxide Inorganic materials O=[Fe]O[Fe]=O JEIPFZHSYJVQDO-UHFFFAOYSA-N 0.000 description 1
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Classifications
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A30/00—Adapting or protecting infrastructure or their operation
- Y02A30/60—Planning or developing urban green infrastructure
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- Underground Structures, Protecting, Testing And Restoring Foundations (AREA)
Abstract
The utility model provides an unreserved joint existing operation station underpass structure, which comprises underground excavation working wells positioned at two sides of an existing operation station body, wherein the underground excavation working wells are constructed below the existing operation station body under the construction conditions of a shield method and a pushing method, so that two underpass passages for subway passing are excavated, soil bodies outside the underground excavation structure are reinforced by adopting an MJS construction machine to form a guard pile body structure, the underpass passages are subjected to the functions of seepage prevention, soil retaining, water stopping and bearing under the condition that the existing operation station body is not provided with the reserved joint, a frozen soil wall is formed as a temporary support structure during construction of a horizontal freezing hole in the reinforced soil body, the invasion of underground water is blocked, and a dry construction environment is further formed.
Description
Technical Field
The utility model relates to the technical field of underground excavation construction, in particular to a underpass structure of an existing operation station without a reserved interface.
Background
In the development process of cities, subways play a vital role by virtue of the characteristics of large passenger capacity, high speed and punctual time, along with the increase of subway construction intensity in recent years, subway lines are gradually formed into sheets to form networks, and transfer stations are increasingly increased, but due to longer interval time of planning rounds of subway construction, whether long-term transfer stations exist in partial subway stations of early batches cannot be determined in the early design process, or the specific positions of the transfer stations are uncertain, so that interfaces cannot be reserved in the structure.
The underpass type operation subway station relates to engineering risk control of the undermining method, deformation control of the operation station above, in particular to a soft soil area with high water level, and the problems are as follows: the newly-built underground excavation structure needs to be located in a deeper position below an existing station, when silt clay and silt are mainly used for clamping silt stratum below the existing operation station, the stratum is in a flowing plastic shape, extremely sensitive to excavation disturbance and high in sedimentation control difficulty, due to the fact that a silt soil layer exists on the upper portion, pressure-bearing water exists on the silt soil layer due to weak water permeability, stability of an excavation face is poor, once groundwater and soil are in, subway stations operated above are inevitably caused to generate large deformation, adverse effects are caused on surrounding building structures, roads and pipelines, and on the basis of the stability, conventional enclosure structures cannot be adopted in construction below the existing operation station, and water stopping effect cannot be guaranteed.
Disclosure of Invention
In order to overcome the defects of the prior art, the utility model provides an unreserved interface existing operation station underpass structure, which comprises underground excavation working wells positioned at two sides of an existing operation station body, two underpass passages positioned below the existing operation station body are arranged between the two underground excavation working wells, a plurality of supporting grids playing a supporting role are arranged on the groove wall of each underpass passage, and an MJS guard pile body structure playing a reinforcing role is arranged outside each underpass passage.
In order to achieve the above purpose, construction is performed below the existing operation station body under construction conditions without a shield method and a pushing method through the action of the underground excavation working well, so that two underpass passages for subway passing are excavated, the under-pass passage is prevented from being seepage, retaining, water stopping and bearing under the condition that no interface is reserved on the existing operation station body through the MJS fender pile body structure, the under-pass passage is protected as an enclosure structure, the water stopping effect is guaranteed, and the under-pass passage is supported through the action of the supporting grille.
Further, the MJS enclosure pile body structure comprises a plurality of MJS semicircular piles uniformly arranged outside the side wall of a downward penetrating passage, a plurality of MJS full circular piles are arranged at the joint of the downward penetrating passage and the bottom of the body of the existing operation station, and the MJS semicircular piles and the MJS full circular piles form a mountain-shaped structure.
Through above-mentioned technical scheme, through the cooperation of MJS semicircle stake and MJS full circle stake, play the reinforcement effect to the outer wall soil body of lower passthrough way, as envelope simultaneously, play the stagnant water effect under the condition that no interface is reserved to existing operation station body to the excavation of lower passthrough way is convenient.
Further, the lower through channel wall is provided with a primary concrete pouring layer.
Through the technical scheme, the primary concrete pouring layer plays a role in supporting and consolidating the excavated underpass, and the stability of the underpass is improved.
Further, a concrete pouring bottom plate is arranged at the bottom of the lower through passage groove, concrete pouring side plates and concrete pouring top plates are respectively arranged at the groove walls of the lower through passage and the top of the lower through passage groove, and the primary concrete pouring layer is positioned between the concrete pouring side plates and the concrete pouring top plates and the lower through passage.
Through the technical scheme, the underpass is consolidated by the cooperation of the integrally formed concrete pouring bottom plate, the concrete pouring side plate and the concrete pouring top plate, and the stability of the underpass is improved.
Further, the wall of the underground excavation working well groove is provided with an underground diaphragm wall for entering rocks, and the bottom of the underground excavation working well groove is provided with a concrete backfill layer.
Through the technical scheme, the underground diaphragm wall plays a role in enclosing, and plays a role in totally-enclosed drainage and dewatering for the underground excavation working well, so that the construction of a downward passage is facilitated, and the anti-floating effect is achieved by arranging the concrete backfill layer.
Further, the lower through road is provided with a platform which is positioned beside a subway passing rail for passing a subway and is used for pedestrians to stand and a pipeline mounting frame for the pipeline to pass through.
Through above-mentioned technical scheme, supply the subway to walk through the effect of subway navigation track, supply the pedestrian to stand through the effect of platform, support each pipeline in order to be convenient for through the effect of pipeline mounting bracket.
To sum up, the existing operation station underpass structure of the unreserved interface has the following beneficial effects:
(1) This no reserved interface existing operation station is worn structure under, through the construction of underground excavation working well under the existing operation station body that does not possess shield method, pushing away under the method construction condition, so that the excavation is used for two underpass that the subway was walked, through MJS fender pile body structure, play prevention of seepage to underpass, the soil is kept off, stagnant water and bearing effect, the construction of the horizontal freezing hole in the reinforced concrete body forms the frozen soil wall and is regarded as temporary support structure, be applicable to the soil layer that the water content is big, stratum is weak, can be under intensive building area and current engineering building, do not need to carry out foundation ditch drainage, avoid causing the foundation subsidence to cause the adverse effect to surrounding building because of the water pumping, the invasion of separation groundwater, and then form dry construction environment, the atmospheric environment is not polluted, there is not harmful substance emission, it is pollution to groundwater, under the condition that existing operation station below construction can't adopt conventional envelope, guarantee the stagnant water effect.
(2) Four emergency gates are installed in each emergency gate inner wall area, the eight emergency gates inner wall areas are divided into two field font areas, each field font area is divided into a first area, a second area, a third area and a fourth area, the first area, the second area, the third area and the fourth area are excavated in sequence, the underground wall is broken and only broken in the emergency gate inner area, the rest area is reserved, the underground wall is broken when the post-cast strip is constructed, and the high-pressure pneumatic pick is adopted for manual chiseling, the underground wall area in the emergency gate is excavated in sequence through the division areas, the span of each excavation chamber is reduced, the relative stability of surrounding rocks of a tunnel can be enhanced, local support is easy to carry out, the difficulty of construction organization and management is reduced, and the surrounding rocks are favorable to be stabilized by adopting high-pressure pneumatic pick for manual chiseling.
(3) The unreserved interface has the advantages that the underpass structure of the existing operation station is consolidated by the cooperation of the integrated concrete pouring bottom plate, the concrete pouring side plate and the concrete pouring top plate, and the stability of the underpass is improved.
(4) The unreserved interface has the existing operation station underpass structure, and the existing structure and the track safety are timely controlled through the cooperation of the supporting grating and the jack.
Drawings
The utility model is further described and illustrated below with reference to the accompanying drawings.
Fig. 1 is a schematic overall structure of a preferred embodiment of the present utility model.
Fig. 2 is a schematic view of a structure for embodying the protective door of the present utility model.
FIG. 3 is a schematic diagram of a structure for embodying the MJS semicircle pile.
Fig. 4 is a schematic view of the structure of the present utility model for embodying the first region.
Fig. 5 is a sequence diagram of the excavation of the first, second, third and fourth regions of the present utility model.
Reference numerals: 1. existing operator station bodies; 2. digging a working well in a hidden way; 3. a pull-down passageway; 4. a support grid; 5. MJS semicircle pile; 6. MJS full circle pile; 7. a primary concrete pouring layer; 8. pouring a bottom plate by concrete; 9. a concrete backfill layer; 10. a protective door; 11. a first region; 12. a second region; 13. a third region; 14. a fourth region; 15. a first section; 16. a second section; 17. post-cast strip; 18. subway passing rail; 19. a station; 20. pipeline mounting frame.
Detailed Description
The technical solution of the present utility model will be more clearly and completely explained by the description of the preferred embodiments of the present utility model with reference to the accompanying drawings.
As shown in fig. 1-5, an unreserved interface existing operation station underpass structure in the preferred embodiment of the present utility model includes an existing operation station body 1 and two underpass 3 located below the existing operation station body 1, a platform 19 located beside a subway passing rail 18 for allowing a subway to pass and allowing a pedestrian to stand and a pipeline mounting frame 20 for allowing a pipeline to pass through are arranged on the underpass 3, the central line direction of the underpass 3 is perpendicular to the central line direction of the existing operation station body 1, mature business circles and residential areas are near the existing operation station body 1, and a larger foundation pit cannot be excavated near the existing operation station body 1 for excavating the underpass 3, so that the construction conditions of a shield method and a pushing method are not provided.
As shown in fig. 1, underground continuous walls and waterproof enclosures are not formed on the lower through road 3 to be constructed under the existing operation station body 1, and the lower part of the existing operation station body 1 is mainly composed of silt clay and silt powder soil layers which are in a flow plastic shape and extremely sensitive to excavation disturbance, and sedimentation control difficulty is high.
As shown in fig. 1, in order to solve the above problem, the two sides of the existing operation station body 1 are provided with the underground excavation working well 2, the wall of the underground excavation working well 2 is provided with an underground diaphragm wall for entering rocks, the bottom of the underground excavation working well 2 is provided with a concrete backfill layer 9, the underground excavation working well 2 is subjected to totally-enclosed drainage dewatering effect through the underground diaphragm wall, so that the construction of the lower through-passage 3 is facilitated, and the anti-floating effect is achieved through the concrete backfill layer 9.
As shown in fig. 1 and 3, an MJS enclosure pile body structure with a water stopping effect is arranged between two underground working wells 2, the MJS enclosure pile body structure comprises a plurality of MJS semicircular piles 5 arranged on the outer side of an underground passage 3 and a plurality of MJS full circular piles 6 arranged on the joint of the underground passage 3 and the bottom of an existing operation station body 1, each underground passage 3 is provided with a single row of MJS semicircular piles 5 in the outer side, the single row of MJS semicircular piles 5 are stacked in the vertical direction, each underground passage 3 is provided with double rows of MJS semicircular piles 5 in the outer bottom, the construction sequence of the two underground passages 3 is sequentially carried out from bottom to top, the MJS semicircular piles 5 and the MJS full circular piles form a mountain-shaped structure, the compressive strength of the MJS is not less than 1Mpa, the single piles are stacked in the vertical direction by adopting a falling inclinometer to carry out correction of pile level, and after the construction of the single piles is completed, the reinforcement maintenance is carried out on an orifice installation end plate.
As shown in fig. 3 and fig. 4, after that, a horizontal freezing hole is formed in the structure of the MJS fender pile body, two sides of each underground excavation working well 2 facing the lower through passage 3 are constructed in opposite directions, the middle lap joint 2m is adopted at the outer edge of the excavation, the middle of the rest positions are butted, a mode of short freezing to the lateral direction of the bottom of the existing operation station body 1 is formed between the two lower through passages 3, the cross section is in a shape of a Chinese character 'tian', the horizontal freezing is used as a temporary supporting structure, and the horizontal freezing structure is suitable for the soil layer with high water content and weak stratum, the underground construction of a dense building area and the existing engineering building, and the foundation pit drainage is not needed, so that adverse influence on surrounding buildings caused by foundation settlement due to pumping can be avoided, the invasion of underground water is prevented, and thus a dry construction environment is formed, the atmospheric environment is not polluted, no harmful substances are discharged, and no pollution is caused to underground water.
As shown in fig. 2 and 4, in order to excavate two lower through passages 3 below the existing operation station body 1, when the freezing wall reaches the design thickness, eight flexible-opening and closing protective doors 10 for emergency are installed on one side, facing the lower through passages 3, of one of the underground excavation working wells 2, steel plates are reserved on the underground continuous wall, the protective doors 10 are connected with the reserved steel plates of the underground continuous wall through welding, and the door frame of the protective door 10 and the underground continuous wall are plugged through double quick cement.
As shown in FIG. 2, the air quantity is not less than 6m 3 The air compressor machine of/min is for guard gate 10 air feed, should bear the groundwater pressure of underground passageway department after guard gate 10 closes, effectively prevents to secretly dig district internal water, soil outflow, must not influence normal excavation and structure construction after opening, takes place to permeate water, sand burst accident when the excavation, should close guard gate 10 immediately to the internal air pressure of guard gate 10, make the internal air pressure of guard gate 10 maintain at the design pressure.
As shown in FIG. 2, the pressure resistance of the design of the protective door 10 is not less than 0.25Mpa, the water tightness test is carried out after the protective door 10 is installed, the protective door 10 is filled with water by a water pump, and then the air compressor is pressurized, so that the pressure can be kept to be 0.2MPa to be qualified when the air compressor is not stopped.
As shown in fig. 1, the protection door 10 is removed after the excavation of the lower through passage 3 is completed.
As shown in fig. 2 and fig. 4, after the protective doors 10 are installed, four safety doors are installed in each protective door 10, eight safety door inner areas are divided into two field-shaped areas according to an excavation construction scheme, each field-shaped area is divided into a first area 11, a second area 12, a third area 13 and a fourth area 14, constructors sequentially excavate the four areas of the first area 11, the second area 12, the third area 13 and the fourth area 14 by adopting a CRD construction method, and the excavation sequence is shown in fig. 5.
The underground continuous wall areas of the first area 11, the second area 12, the third area 13 and the fourth area 14 are manually chiseled by using a high-pressure pneumatic pick in advance, concrete slag and sundries of a working well are timely cleaned in the chiseling process, a site technician is required to recheck the clearance size after chiseling, a primary support grid is erected after meeting the conditions, the underground continuous wall chiseling is perforated in the upper, left and right boundary areas by using water in advance, a free surface is provided for the underground continuous wall breaking, and the underground continuous wall breaking is facilitated.
And then, according to the stability of the working face on site, the lower through passage 3 of the first area 11, the second area 12, the third area 13 and the fourth area 14 is excavated in an integral way, the first area 11, the second area 12, the third area 13 and the fourth area 14 are excavated sequentially, the process of each area excavation is mechanical upper step excavation, manual trimming of corners, upper section measurement, mechanical lower step excavation, manual trimming of corners, lower section measurement and erection of primary support grids, the single excavation step is not more than 2m, the excavation length of each 2 times is not more than three m, one primary support grid is longitudinally arranged every 0.5m, six primary support grids are arranged in each two excavation processes, eight primary support grids are arranged in total when the upper layer of each two areas is a subway track, the primary support grids are supported by a square steel frame formed by processing I22a I-steel, and the structural members are connected by connecting steel plates and bolts.
When the fourth area 14 is excavated, the first area 11, the second area 12, the third area 13 and the fourth area 14 form a lower through path 3, and at this time, a plurality of primary support grids in the first area 11, the second area 12, the third area 13 and the fourth area 14 form a field-shaped structure to form a support grid 4;
as shown in fig. 1, the support grid 4 is a square support which is abutted against the outer wall of the lower through passage 3, a vertical support and a transverse support are arranged in the middle of the support grid 4, and the support grid 4, the vertical support and the transverse support are fixedly connected.
As shown in figure 1, in order to further improve the supporting effect, 3 jacks are arranged on the two side walls of the supporting grid 4 and the top of the middle partition wall every two meters, the jacks adopt 120t hydraulic self-locking jacks, prestress is not applied after the grid of the jacks is closely attached to the bottom of the existing operation station, the jack force is adjusted at any time according to the monitoring condition of a third party in the construction process, the existing structure and track safety are timely controlled, the jacks have independent jacking and integral collaborative jacking functions, and the non-closely attached parts of the top of the supporting grid 4 and the bottom of the existing operation station are adjusted by steel wedges and steel plates.
As shown in figure 1, the process of excavation and primary support is to perform detection of harmful gas in a hole at random, people must be immediately evacuated when a hole is excavated, obvious pungent smell exists, visible unknown gas is required to be evacuated, gas detection and ventilation are performed, the construction can be performed after the gas detection meets the safety construction scope, the gas detection is required before each firing operation, and the firing operation can be performed without abnormal parties.
As shown in fig. 1, each of the first, second, third and fourth regions 11, 12, 13 and 14 is excavated by arranging pre-buried grouting pipes every 2m in the longitudinal direction for post-primary-backing grouting, and spraying concrete to form an initial supporting layer after the completion of the supporting grid 4.
As shown in figure 1, the wall of the lower through path 3 is provided with a primary concrete pouring layer 7, the concrete is sprayed after the supporting grid 4 is assembled, the sprayed concrete is sprayed and protected layer by layer, the arch part of one-time spraying thickness is preferably 5-6 cm, the side wall is 7-10 cm, the spraying thickness is 25-35cm, the maximum air side distance is not more than 3m, the sprayed concrete construction adopts a dry spraying process, after the spraying machinery is installed, water is injected, ventilation is carried out, sundries in the lower through path 3 are removed, meanwhile, the excavation surface is purged by high-pressure air, dust on the excavation surface is removed, continuous feeding is guaranteed, ingredients are strictly mixed according to a construction proportion, the water-cement ratio and slump are strictly controlled, and smooth conveying of a material flow is guaranteed; the operation sequence is that the pipe is moistened with boiled water and then is opened with wind when spraying, and then the material is fed, and the advantages of good coagulation effect, small rebound quantity and moist and glossy surface are taken as the basis.
As shown in fig. 1, the distance between the nozzle and the wall surface of the concrete spraying machine is kept at about lm, the nozzle is perpendicular to the sprayed surface and slightly deviates from the position just sprayed by about 80 degrees of inclination angle, and when spraying the U-shaped space on both sides of the steel, the nozzle should face the rib.
As shown in figure 1, the concrete spraying is carried out by sectioning, dividing and blocking, spraying is carried out according to the steps of bottom-first wall and then top-second wall, and the spray nozzle needs to carry out uniform clockwise spiral rotation on the sprayed wall surface, one circle of transverse movement for half circle, the spiral diameter is about 20cm to 30cm, or S-shaped reciprocating upward movement is adopted.
As shown in fig. 1, the thickness of the sprayed layer should be flush with the profile steel support, and the flatness is as follows: the D/L of the wall surface is less than or equal to 1/6, and the D/L of the vault is less than or equal to 1/8.
As shown in figure 1, the steel bar meshes are paved on the outer wall of the concrete, rust removal is needed before the steel bar meshes are paved, the steel bar meshes are firmly connected with the grid steel frame, the lap joint length of the meshes is not less than 20cm, and the meshes are paved to be clung to the supporting surface and keep a protective layer of 30 mm.
As shown in fig. 1, the primary concrete pouring layer 7 supports and consolidates the excavated lower through-passage 3, so that the stability of the lower through-passage 3 is improved.
As shown in fig. 1, after the primary concrete pouring layer 7 is formed, a secondary lining structure construction needs to be performed on the lower through path 3, a concrete pouring bottom plate 8 is arranged at the bottom of the lower through path 3, the concrete pouring bottom plate 8 is integrally poured at one time, the pouring length is 17 m, and the construction sequence of the concrete pouring bottom plate 8 is as follows:
spraying concrete at the bottom partition wall in the primary concrete pouring layer 7 of the broken down through road 3;
each four support grids 4 are reserved with vertical supports in one support grid 4;
binding steel bars at the bottom of the lower through path 3;
the lower side wall template at the bottom of the lower through path 3 is erected;
the concrete pouring bottom plate 8 and the concrete short side plate are formed by pouring the concrete of the bottom of the lower through passage 3 and the short side wall;
as shown in fig. 1, the slot wall of the underpass 3 and the slot top of the underpass 3 are respectively provided with a concrete pouring side plate and a concrete pouring top plate, after the concrete pouring bottom plate 8 is formed, the side wall and the top of the underpass 3 are also required to be constructed, at this time, the underpass 3 is respectively constructed in sections of the first section 15 and the second section 16, and the construction sequence of the first section 15 of the underpass 3 is as follows:
erecting a transverse temporary support between poured concrete short side plates, and dismantling the transverse support;
binding side walls and roof steel bars, erecting a template and pouring concrete to form a concrete pouring side plate and a concrete pouring roof of the first section 15.
As shown in fig. 1, the side walls and ceiling of the underpass 3 of the second segment 16 repeat the above steps.
After looping the two liners of the underpass 3, all the lateral temporary supports and the vertical supports are removed, as in figure 1.
As shown in fig. 1, the ends of the first section 15 and the second section 16 of the lower through path 3 are both post-cast strips 17, and the two lining construction sequence of the post-cast strips 17 is as follows:
chiseling the underground continuous wall of the area of the post-cast strip 17;
binding and pouring bottom plate steel bars of the post-pouring belt 17;
binding side walls and roof steel bars of the post-pouring belt 17;
and (5) formwork support and concrete pouring.
As shown in fig. 1, the first section 15 of the lower through path 3 is constructed from north to south, the first section 15 is cast to be 10.2m long, and the second section 16 is cast to be 6.8m long.
As shown in fig. 1, after the construction of the lower through passage 3 is completed, the frozen soil outside the lower through passage 3 is gradually thawed, and compensation grouting is performed by reserving a grouting pipe according to the monitoring condition.
The above detailed description is merely illustrative of the preferred embodiments of the present utility model and is not intended to limit the scope of the present utility model. Various modifications, substitutions and improvements of the technical scheme of the present utility model will be apparent to those skilled in the art from the description and drawings provided herein without departing from the spirit and scope of the utility model. The scope of the utility model is defined by the claims.
Claims (6)
1. The utility model provides a not reserve existing operation station of interface and wear structure under, its characterized in that, including being located the secret work well (2) of the existing operation station body (1) both sides, two be equipped with between secret work well (2) and be located two under wearing passageway (3) of existing operation station body (1), each be equipped with a plurality of support grids (4) that play the supporting role on the cell wall of wearing passageway (3), each under wearing passageway (3) be equipped with the MJS fender pile body structure that plays the reinforcement effect outward.
2. The unreserved interface existing operation station underpass structure of claim 1, wherein the MJS enclosure pile body structure comprises a plurality of MJS semicircular piles (5) uniformly arranged outside the side wall of the underpass (3), a plurality of MJS full circular piles (6) are arranged at the joint of the underpass (3) and the bottom of the existing operation station body (1), and the MJS semicircular piles (5) and the MJS full circular piles form a mountain-shaped structure.
3. The unreserved interface existing operation station underpass structure of claim 1, wherein the walls of the underpass (3) are provided with a primary concrete pouring layer (7).
4. The unreserved interface existing operation station underpass structure according to claim 3, wherein a concrete pouring bottom plate (8) is arranged at the bottom of the underpass (3), concrete pouring side plates and concrete pouring top plates are respectively arranged at the groove walls of the underpass (3) and the groove tops of the underpass (3), and the primary concrete pouring layer (7) is positioned between the concrete pouring side plates and the concrete pouring top plates and the underpass (3).
5. The underground structure of the existing operation station without reserved interfaces according to claim 1, wherein the wall of the underground excavation working well (2) is provided with a rock-entering underground continuous wall, and a concrete backfill layer (9) is arranged at the bottom of the underground excavation working well (2).
6. The unreserved interface existing operation station underpass structure according to claim 1, wherein the underpass (3) is provided with a platform (19) which is positioned beside a subway passing rail (18) for subway passing and is used for pedestrians to stand on, and a pipeline mounting frame (20) for pipelines to pass through.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202322594448.8U CN220748266U (en) | 2023-09-22 | 2023-09-22 | Underpass structure of unreserved interface existing operation station |
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