CN210141142U - Underground structure is built in same direction as digging in hole stake secret - Google Patents

Underground structure is built in same direction as digging in hole stake secret Download PDF

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Publication number
CN210141142U
CN210141142U CN201920799210.XU CN201920799210U CN210141142U CN 210141142 U CN210141142 U CN 210141142U CN 201920799210 U CN201920799210 U CN 201920799210U CN 210141142 U CN210141142 U CN 210141142U
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underground
construction
pile
arch
piles
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何明华
刘建伟
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China Railway Fifth Survey and Design Institute Group Co Ltd
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China Railway Fifth Survey and Design Institute Group Co Ltd
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Abstract

The embodiment of the application relates to underground structure construction technical field, especially relates to a hole stake is secretly dug and is being in the same direction as building underground structure. The underground excavation and sequential construction underground structure of the hole piles comprises a bottom plate, side walls, a main arch secondary lining, a main arch primary support, a middle plate, side piles and middle piles; the bottom plate, the side walls, the main arch secondary lining, the side piles, the middle piles and the middle plate are cast into an integral structure and form a tunnel in a surrounding mode; the side walls are supported between the bottom plate and the main arch secondary lining; the primary support of the main arch is formed on the top of the secondary lining of the main arch; the middle plate is horizontally and fixedly connected between the side walls. The underground excavation of the hole pile is characterized in that a bar foundation is omitted at the bottom of the underground structure, so that lower pilot tunnel construction and bar foundation construction are omitted, the construction difficulty is reduced, the construction speed is increased, and the construction cost is reduced.

Description

Underground structure is built in same direction as digging in hole stake secret
Technical Field
The application relates to the technical field of underground structure construction, in particular to a hole pile underground excavation and underground structure.
Background
In the 90 s of the 20 th century, the hole-pile method is successfully applied to eight lines of Beijing subway for the first time, so that a good stratum control effect is obtained, and then the hole-pile method is widely applied to the Beijing subway at the first stage of line 4 and line 10, so that a great deal of experience is accumulated, and the hole-pile method is the mainstream construction method for the Beijing subway underground excavation station at present.
Through development of over ten years, the hole pile method and the early hole pile method at the present stage are greatly different in design thought and construction method, for example, the early eight-line-compound mansion well and the east single station are constructed by adopting a 'pilot tunnel + pile foundation + temporary column' method, 3 pilot tunnels are excavated on the upper layer, side piles, intermediate temporary support columns and beams are constructed, upper arc primary support is supported, a two-arch one-column temporary support system is formed, then main body earthwork excavation and two-lining construction are carried out by adopting a sequential construction method, and the two-arch one-column temporary support is converted into a three-arch two-column permanent structure; and then, a 'pilot tunnel + strip foundation' method is adopted for construction in the Tiananmen west station, and the method is different from the Dong single station and the Wangfu well station in that a pile foundation is changed into a strip foundation, a lower-layer pilot tunnel is additionally arranged to construct the strip foundation, meanwhile, a temporary column scheme is abandoned, a steel pipe column is directly used as a support, the forward construction is changed into the reverse construction, a structural plate is used as the support, and the force conversion and the like are reduced.
However, in the existing construction process, because a construction strip foundation is needed to be used as a foundation, and a pilot hole needs to be additionally arranged for constructing the construction strip foundation, the problems of high construction difficulty, low construction speed and high engineering cost of the existing underground structure are caused in the construction process.
SUMMERY OF THE UTILITY MODEL
The embodiment of the application provides a hole stake undercut is in the same direction as building underground structure, and this hole stake undercut is in the same direction as building the strip base of canceling of underground structure bottom to cancel pilot tunnel construction and strip base construction down, be favorable to reducing the construction degree of difficulty, improve construction speed and reduce engineering cost.
The embodiment of the application provides a construction method for underground excavation and sequential construction of an underground structure by using a hole pile, which comprises the following steps:
excavating a construction pilot tunnel through a transverse channel, and plugging an end head after the pilot tunnel is excavated to the head;
the construction of a temporary column, a permanent column and a side pile is carried out downwards in the pilot tunnel, a crown beam is formed by pouring on the top of the side pile, a top longitudinal beam and a waterproof layer are formed by pouring on the top of the temporary column and the top of the permanent column, a main arch secondary lining arch steel bar is reserved for connection, a joint is reserved for the waterproof layer, a main arch primary support in the pilot tunnel on the side of the top of the side pile is constructed, and the construction is carried out in the pilot tunnel by backfilling;
a main arch crown conduit is arranged in the transverse channel, the conduit of the main arch crown is pre-grouted to reinforce the stratum, and the two side arches and the middle arch upper step are symmetrically excavated and supported;
continuously excavating lower steps of the two side arches and the middle arch, and sealing the primary support;
constructing a main arch secondary lining, a side wall and a waterproof layer, reserving a steel bar to be connected with a subsequent structure, and reserving a joint on the waterproof layer;
excavating step by step to 0.5m below the inclined strut, and constructing the steel waist beam and the inclined strut until the substrate is excavated;
paving a waterproof layer, pouring a permanent column and a bottom longitudinal beam at the bottom of the permanent column, and breaking the temporary column from top to bottom after the permanent column reaches the design strength;
flattening the ground mold, backfilling the fertilizer groove, laying a cushion layer and a waterproof layer, and pouring a residual bottom plate structure;
backfilling the fertilizer groove, paving a waterproof layer from bottom to top, and pouring side walls and a middle plate;
and backfilling the fertilizer groove, paving a waterproof layer, pouring the residual side wall, and sealing the main structure.
Preferably, before the construction pilot tunnel is excavated through the transverse channel, the method further comprises: drilling a large pipe shed, a guide pipe or deep hole grouting to reinforce the stratum, and reinforcing a transverse channel of a crevasse hole entering area;
through the cross passage excavation construction pilot tunnel, specifically include:
and excavating the side pilot tunnel, excavating the middle pilot tunnel, and monitoring and measuring in real time.
Preferably, the pile foundations of the temporary columns, the permanent columns and the side piles are constructed by adopting a mechanical hole forming process, and the temporary columns and the permanent columns are arranged in a staggered mode.
Preferably, the permanent column is in a cast-in-place pile form, the pile foundation of the permanent column below the base is a cast-in-place pile foundation, the permanent column above the base adopts the section steel lattice column as a support of the top longitudinal beam, and the pile hole is backfilled by fine sand.
Preferably, the pile foundation of the permanent column is a single pile or a plurality of piles, and when the pile foundation of the permanent column is in a multi-pile form, the bottom longitudinal beam is a multi-pile cap.
Preferably, when the two side arches and the middle arch upper steps are symmetrically excavated and supported, the middle arch construction and the side arch construction are staggered by a certain distance.
Preferably, after the primary support is closed and before the secondary lining, the side wall and the waterproof layer of the main arch are constructed, the method further comprises the following steps:
and after the primary support of the main arch reaches the design strength, removing the guide hole grating in the section range of the permanent structure.
Preferably, a main arch secondary lining is constructed by adopting a sectional construction method to form a permanent transverse stressed multi-arch multi-span structure positioned at the top of the underground space to be built, and the permanent transverse stressed multi-arch multi-span structure is connected with a crown beam at the top of the side pile to form a permanent transverse arch cover-side pile-temporary column bearing system.
Preferably, the excavation step by step is to 0.5m below the diagonal brace, and the excavation method specifically comprises the following steps:
excavating to a position 300mm above the cushion layer through machinery, and excavating the rest parts manually;
and constructing the net-spraying support among the piles while excavating.
Preferably, when the permanent column and the bottom longitudinal beam at the bottom of the permanent column are poured, concrete at the joint part of the beam column is mainly vibrated, so that the pouring is ensured to be compact, and the top longitudinal beam and the permanent column, and the lower pile of the permanent column and the bottom longitudinal beam are tightly connected;
when the side wall is poured, a joint between the side wall part poured firstly and the side wall part poured later is constructed by adopting a funnel pouring method, one grouting pipe and two water-swelling polyurethane water stop glues are adopted at a construction joint, and cement-based permeable crystalline waterproof coating is coated on the surface of the construction joint.
In addition, the embodiment of the application also provides a hole pile underground excavation and underground construction structure, which is formed by any one construction method provided by the technical scheme and comprises a bottom plate, side walls, a main arch secondary lining, a main arch primary support, a middle plate, side piles and middle piles;
the bottom plate, the side walls, the main arch secondary lining, the side piles, the middle piles and the middle plate are cast into an integral structure and form a tunnel in a surrounding mode; the side walls are supported between the bottom plate and the main arch secondary lining; the primary support of the main arch is formed on the top of the secondary lining of the main arch; the middle plate is horizontally and fixedly connected between the side walls;
the side piles are arranged on the outer sides of the side walls and are used for supporting the end parts of the secondary lining of the main arch and the primary support of the main arch;
the middle piles are arranged between the side walls and used for supporting the main arch secondary lining.
Preferably, one side of each side pile, which faces the side wall, is provided with a steel waist beam, and the steel waist beams are connected with inclined struts.
Preferably, the brace is an anchor cable.
Preferably, concrete is poured into the fertilizer groove between the side pile and the side wall.
Preferably, the main arch secondary lining comprises a middle arch and an edge arch;
top longitudinal beams are arranged between the middle arches and the side arches; the other end of the side arch is provided with a crown beam;
the top longitudinal beam is positioned at the top of the middle pile and connects the middle pile and the main arch secondary lining into an integral structure; concrete is filled between the top longitudinal beam and the primary support of the main arch;
the crown beam is positioned at the top of the side pile and connects the side pile and the main arch secondary lining into an integral structure.
Preferably, a pilot hole is formed in the top of the side pile, and concrete is filled in a space surrounded by the pilot hole, the crown beam and the primary support of the main arch.
Preferably, a plurality of conduits for internal grouting are distributed at the top of the pilot tunnel and the top of the primary support of the main arch.
Preferably, a plurality of the guide pipes are uniformly arranged along the top of the guide hole and the top of the primary arch.
Preferably, the side piles and the middle pile are both formed through mechanical hole forming and pouring construction.
Preferably, the bottom of the side pile is embedded below the bottom plate.
According to the technical scheme provided by the embodiment of the application, the strip foundation is omitted when the bottom of the underground structure is excavated in the underground manner, so that lower pilot tunnel construction and strip foundation construction are omitted, the construction difficulty is reduced, the construction speed is increased, and the construction cost is reduced; the construction method can avoid the operations of transportation, processing, positioning measurement, hoisting and fixing and the like of the steel pipe column in the narrow pilot tunnel, and cancels the lower pilot tunnel and the strip foundation construction in the lower pilot tunnel, thereby solving the construction problems of large construction difficulty, poor operation environment, high positioning precision and differential settlement control requirements, complex beam column node structure, narrow construction space under a plate, low construction speed and large construction difficulty in the existing 'hole column' construction method, reducing temporary engineering, accelerating construction progress and reducing construction cost. In addition, the pile bottom of the side pile is embedded and fixed below the substrate, so that the side pile bottom can be prevented from lateral movement, and the construction risk is reduced.
Drawings
The accompanying drawings, which are included to provide a further understanding of the application and are incorporated in and constitute a part of this application, illustrate embodiment(s) of the application and together with the description serve to explain the application and not to limit the application. In the drawings:
fig. 1 is a process flow diagram of a construction method for underground excavation and sequential construction of an underground structure by using a hole pile according to an embodiment of the present application;
FIGS. 2-10 are schematic illustrations of process variations in the construction of an underground structure using the construction method provided in FIG. 1;
fig. 11 is a schematic cross-sectional structure view of a pile subsurface excavated underground structure provided by an embodiment of the present application.
Detailed Description
In order to make the technical solutions and advantages of the embodiments of the present application more apparent, the following further detailed description of the exemplary embodiments of the present application with reference to the accompanying drawings makes it clear that the described embodiments are only a part of the embodiments of the present application, and are not exhaustive of all embodiments. It should be noted that the embodiments and features of the embodiments in the present application may be combined with each other without conflict.
The construction method provided by the embodiment of the application is used for forming the underground structure in underground construction, and the underground structure can be used in the construction process of subways and also can be used in other underground construction processes.
Example one
The construction method for underground excavation and sequential construction of the underground structure by using the hole piles, as shown in fig. 1, comprises the following steps:
step S10, excavating a construction pilot tunnel 1 through a transverse channel, and plugging an end head after the pilot tunnel 1 is excavated to the end; as shown in the structure of fig. 2, for construction, four pilot tunnels 1 are dug, wherein the four pilot tunnels comprise two side pilot tunnels 2 and a middle pilot tunnel 3 positioned between the two side pilot tunnels 2, and when the construction pilot tunnel 1 is dug through a transverse channel, the side pilot tunnels 2 can be dug firstly, then the middle pilot tunnel 3 can be dug, and supporting, real-time monitoring and measuring are carried out; before the construction pilot tunnel 1 is excavated through the transverse passage, the method may further include: drilling a large pipe shed, arranging a guide pipe 4 or grouting deep holes to reinforce the stratum, and reinforcing a transverse channel of a crevasse hole entering area; referring to fig. 2, the structure formed after construction can be seen, for example, the guide pipes 4 positioned at the top of each pilot tunnel 1 in the structure of fig. 2 are installed before the pilot tunnel 1 is excavated, and grouting is performed in the guide pipes 4 so as to reinforce the bottom layer of the pilot tunnel 1, thereby improving the construction safety; during construction, backfilling and grouting in time after primary support of the back, monitoring and measuring in real time, and plugging the end in time after the pilot tunnel 1 reaches the head;
step S20, the temporary column 5, the permanent column 6 and the side pile 7 are constructed downwards in the pilot tunnel 1, a crown beam 8 is formed by pouring on the top of the side pile 7, a top longitudinal beam 9 and a waterproof layer are formed by pouring on the tops of the temporary column 5 and the permanent column 6, a main arch secondary lining 15 is reserved, top arch steel bars are connected, a joint is reserved in the waterproof layer, a main arch primary support 10 in the pilot tunnel 1 on the top side of the side pile 7 is constructed, and the construction is carried out on a backfill 11 in the pilot tunnel; as shown in the structure of fig. 3, the side piles 7, the temporary columns 5 and the permanent columns 6 are all constructed from the pilot tunnel 1, the top of each side pile 7 is poured to form a crown beam 8, and the top of each temporary column 5 and the top of each permanent column 6 are poured to form a top longitudinal beam 9; in order to improve the firmness and stability of the foundation of the underground structure, the temporary column 5 is provided with a temporary column lower pile 12, the permanent column 6 is provided with a permanent column lower pile 13, and the side pile 7 is provided with a side pile lower pile; in the process of constructing the temporary columns 5, the permanent columns 6 and the side piles 7, pile foundations of the temporary columns 5, the permanent columns 6 and the side piles 7 can be constructed by adopting a mechanical hole forming process, and the temporary columns 5 and the permanent columns 6 are arranged in a staggered mode; the permanent column 6 can adopt a cast-in-place pile form, the pile foundation of the permanent column 6 below the substrate 19 is a cast-in-place pile foundation, the permanent column 6 above the substrate 19 adopts a section steel lattice column as a support of the top longitudinal beam 9, and a pile hole is backfilled by fine sand; the pile foundation of the permanent column 6 adopts a single pile or multiple piles, and when the pile foundation of the permanent column 6 adopts a multi-pile form, the bottom longitudinal beam 20 can be a multi-pile bearing platform;
step S30, arranging a main arch crown conduit 4 in the transverse channel, pre-grouting the conduit 4 of the main arch crown to reinforce the stratum, symmetrically excavating to two side arches and an upper step of a middle arch and supporting; when symmetrically excavating to the upper steps of the two side arches and the middle arch and supporting, the middle arch construction and the side arch construction are staggered by a certain distance; grouting after primary support and real-time monitoring and measuring are needed in the construction process; as shown in the structure of fig. 4, the stratum of the arch is reinforced by arranging a grouting conduit 4 on the arch of the main arch;
step S40, continuously excavating two side arches and middle arch lower steps, and sealing the primary support; as shown in the structure of fig. 5, after the two side arches and the middle arch lower step are excavated, the excavation surface 14 is flush with the bottom surface of the pilot tunnel 1, and the primary support at the top part forms a complete structure;
step S50, after the primary support 10 of the main arch reaches the design strength, removing the grid of the pilot hole 1 in the section range of the permanent structure; constructing a main arch secondary lining 15, a side wall 16 and a waterproof layer, reserving a steel bar to be connected with a subsequent structure, and reserving a joint on the waterproof layer; the structure after the main arch secondary lining 15 is formed by construction is shown in fig. 6, when the grid steel frame of the pilot tunnel 1 is dismantled, the longitudinal dismantling length is strictly controlled according to monitoring measurement, and the dismantling length is not more than 6 m; in the process of constructing the main arch secondary lining 15, construction is carried out by adopting a sectional construction method, so that the main arch secondary lining 15 forms a permanent transverse stressed multi-arch multi-span structure positioned at the top of the underground space to be constructed, and is connected with the crown beam 8 at the top of the side pile 7 to form a permanent transverse arch cover-side pile 7-temporary column 5 bearing system;
step S60, excavating step by step to 0.5m below the inclined strut 18, and constructing the steel waist beam 17 and the inclined strut 18 until excavating to the substrate 19; as shown in the structure of fig. 7, one end of the inclined strut 18 is fixedly connected with the steel waist beam 17, and is used for supporting the steel waist beam 17 to enhance the structural strength; the inclined strut 18 can adopt an anchor cable or other rigid or flexible structures for supporting; in the excavation process, in order to avoid large disturbance to the bottom soil of the pit, mechanical excavation can only be carried out to the position 300mm above a cushion layer, and the rest is manually excavated and is constructed with excavation and inter-pile net-jet support;
step S70, paving a waterproof layer, pouring the permanent column 6 and the bottom longitudinal beam 20 at the bottom of the permanent column 6, and breaking the temporary column 5 from top to bottom after the permanent column 6 reaches the design strength; as shown in the structure of fig. 8, in the construction process, in order to improve the reliability and safety of support in the construction process, a plurality of temporary columns 5 are arranged between permanent columns 6, the temporary columns 5 and the permanent columns 6 are arranged in a staggered manner, when a foundation 19 is dug, a waterproof layer is laid on the foundation 19, then the permanent columns 6 and a bottom longitudinal beam 20 positioned at the bottom of the permanent columns 6 are formed by pouring, the temporary columns 5 are removed from top to bottom until the structural strength of the permanent columns 6 reaches the design strength, and the temporary columns 5 are process support columns; when the permanent column 6 and the bottom longitudinal beam 20 at the bottom of the permanent column 6 are poured, concrete at the beam column joint part is mainly vibrated to ensure that the pouring is compact, and the top longitudinal beam 9 and the permanent column 6, and the permanent column lower pile 13 and the bottom longitudinal beam 20 are tightly connected;
step S80, flattening the ground mold, backfilling the fertilizer groove 21, paving a cushion layer and a waterproof layer, and pouring the residual bottom plate 22 structure; as shown in the structure of fig. 9, a whole bottom plate 22 structure is formed by pouring, a part of the side wall 16 is formed on one side of the bottom plate 22 close to the side piles 7, a fertilizer groove 21 is formed between the side wall 16 and the side piles 7, and the fertilizer groove 21 is backfilled, which can be backfilled by concrete;
step S90, backfilling the fertilizer groove 21, paving a waterproof layer from bottom to top, and pouring the side walls 16 and the middle plate 23; as shown in the structure of fig. 10, on the basis of forming the bottom plate 22 structure by casting, the lower side walls 16 and the middle plate 23 are formed by casting continuously, and the middle plate 23 is horizontally arranged between the two side walls 16 and is cast with the side walls 16 as an integral structure; forming a fertilizer groove 21 between the lower side wall 16 and the side piles 7, and backfilling the fertilizer groove 21 to prevent a gap from being formed between the side wall 16 and the side piles 7 and influencing the firmness and the safety of the underground structure;
step S100, backfilling the fertilizer groove 21, paving a waterproof layer, pouring the residual side wall 16, and sealing the main structure; as shown in the structure of fig. 11, pouring the remaining side walls 16 between the lower side walls 16 and the main arch secondary linings 15 to form the side walls 16 into an integral structure, and to seal the main structure to form an underground space in the middle; when the side wall 16 is poured, a joint between a side wall part which is poured firstly and a side wall part which is poured later is constructed by adopting a funnel pouring method, a grouting pipe and two water-swelling polyurethane water stop glues are adopted at a construction joint, and cement-based permeable crystallization waterproof coating is coated on the surface of the construction joint.
The construction method can form an underground structure as shown in fig. 11, and can avoid the operations of transportation, processing, positioning measurement, hoisting, fixing and the like of the steel pipe column in the narrow pilot tunnel 1, and cancel the bar foundation construction in the lower pilot tunnel 1 and the lower pilot tunnel 1, thereby solving the construction problems of large construction difficulty, poor operation environment, high positioning precision and differential settlement control requirements, complex beam-column node structure, narrow construction space under the slab, low construction speed and large construction difficulty in the existing 'hole-column' construction method, reducing temporary engineering, accelerating construction progress and reducing construction cost.
In addition, the bottom of the side pile 7 is embedded and fixed below the substrate 19, so that the side pile 7 can be prevented from lateral movement, and the construction risk is reduced.
Example two
The embodiment of the application also provides a hole pile underground excavation and underground construction structure, as shown in the structure of fig. 11, the hole pile underground excavation and underground construction structure is formed by any one of the construction methods provided by the embodiments, and comprises a bottom plate 22, side walls 16, a main arch secondary lining 15, a main arch primary support 10, a middle plate 23, side piles 7 and middle piles; the bottom plate 22, the side walls 16, the main arch secondary lining 15, the side piles 7, the middle piles and the middle plate 23 are cast into an integral structure and form a tunnel in a surrounding mode; the side walls 16 are supported between the bottom plate 22 and the main arch secondary lining 15; the primary main arch support 10 is formed on the top of the secondary main arch liner 15; the middle plate 23 is horizontally and fixedly connected between the side walls 16; the side piles 7 are arranged on the outer sides of the side walls 16 and are used for supporting the end parts of the main arch secondary lining 15 and the main arch primary support 10; the king-piles are arranged between the side walls 16 and are formed by permanent columns 6 for supporting the main arch secondary 15.
The underground excavation of the hole pile cancels the bar foundation of the foundation 19 in the underground structure, so that the construction of the lower pilot tunnel 1 and the bar foundation in the lower pilot tunnel 1 can be cancelled in the construction process, and the construction difficulty, the construction progress, the construction speed and the construction cost can be reduced when the underground structure is constructed; and the pile bottom of the side pile 7 is embedded and fixed below the substrate 19, so that the side pile 7 can be prevented from side shifting, and the construction risk can be reduced.
In a specific embodiment, as shown in the structure of fig. 11, a steel waist beam 17 is arranged on each side of the side piles 7 facing the side walls 16, and the steel waist beams 17 are connected with inclined struts 18; concrete is poured into the fertilizer groove 21 between the side pile 7 and the side wall 16. The bracing 18 serves to support the side piles 7 to reinforce the structural strength and rigidity of the side piles 7 and the underground structure. Brace 18 may be a flexible member such as a cable bolt or a rigid member.
Specifically, as shown in the structures of fig. 5 and 6, the main arch secondary lining 15 may include a middle arch and an edge arch; top longitudinal beams 9 are arranged between the middle arches and the side arches; the other end of the side arch is provided with a crown beam 8; the top longitudinal beam 9 is positioned at the top of the middle pile and connects the middle pile and the main arch secondary lining 15 into an integral structure; concrete is filled between the top longitudinal beam 9 and the primary support 10 of the main arch; the crown beam 8 is positioned on the top of the side pile 7 and connects the side pile 7 and the main arch secondary lining 15 into a whole structure.
Because the main arch secondary lining 15 comprises a plurality of middle arches and side arches, a sectional construction method can be adopted in the process of pouring the main arch secondary lining 15, the span and the height of the middle arches are reduced, the construction difficulty is further reduced, the structural strength of the main arch secondary lining 15 is enhanced, the main arch secondary lining 15 forms a permanent transverse stress multi-arch multi-span structure positioned at the top of the underground space to be built, and the permanent transverse arch cover-side pile 7-temporary column 5 bearing system is formed by connecting the permanent transverse arch cover-side pile 7-temporary column 5 with the crown beam 8 at the top of the side pile 7.
For construction convenience, a pilot tunnel 1 is arranged at the top of the side pile 7, and concrete is filled in a space surrounded by the pilot tunnel 1, the crown beam 8 and the primary support 10 of the main arch; a plurality of conduits 4 for internal grouting are distributed at the top of the pilot tunnel 1 and the top of the primary arch support 10. The conduit 4 may be a steel pipe. A plurality of guide tubes 4 are uniformly arranged along the top of the guide hole 1 and the top of the primary arch 10. The side piles 7 and the middle piles are formed through mechanical hole forming and pouring construction. The bottom of the side pile 7 is embedded and fixed below the bottom plate 22.
While the preferred embodiments of the present application have been described, additional variations and modifications in those embodiments may occur to those skilled in the art once they learn of the basic inventive concepts. Therefore, it is intended that the appended claims be interpreted as including preferred embodiments and all alterations and modifications as fall within the scope of the application.
It will be apparent to those skilled in the art that various changes and modifications may be made in the present application without departing from the spirit and scope of the application. Thus, if such modifications and variations of the present application fall within the scope of the claims of the present application and their equivalents, the present application is intended to include such modifications and variations as well.

Claims (10)

1. A hole pile underground excavation and underground construction structure is characterized by comprising a bottom plate, side walls, a main arch secondary lining, a main arch primary support, a middle plate, side piles and a middle pile;
the bottom plate, the side walls, the main arch secondary lining, the side piles, the middle piles and the middle plate are cast into an integral structure and form a tunnel in a surrounding mode; the side walls are supported between the bottom plate and the main arch secondary lining; the primary support of the main arch is formed on the top of the secondary lining of the main arch; the middle plate is horizontally and fixedly connected between the side walls;
the side piles are arranged on the outer sides of the side walls and are used for supporting the end parts of the secondary lining of the main arch and the primary support of the main arch;
the middle piles are arranged between the side walls and used for supporting the main arch secondary lining.
2. The underground structure of claim 1, wherein a steel wale is arranged on each side of the side piles facing the side walls, and inclined struts are connected to the steel wales.
3. An underground structure according to claim 2, in which the braces are anchor lines.
4. Underground structure according to claim 2, in which concrete is poured in the fat trough between the side piles and the side walls.
5. The underground structure of claim 1, wherein the primary arch secondary lining comprises a mid-arch and an edge-arch;
top longitudinal beams are arranged between the middle arches and the side arches; the other end of the side arch is provided with a crown beam;
the top longitudinal beam is positioned at the top of the middle pile and connects the middle pile and the main arch secondary lining into an integral structure; concrete is filled between the top longitudinal beam and the primary support of the main arch;
the crown beam is positioned at the top of the side pile and connects the side pile and the main arch secondary lining into an integral structure.
6. The underground structure according to claim 5, wherein a pilot hole is formed at the top of the side pile, and a space defined by the pilot hole, the crown beam and the primary support of the main arch is filled with concrete.
7. An underground structure according to claim 6, in which a plurality of internally grouted pipes are distributed at both the top of the pilot tunnel and the top of the primary arch.
8. The underground structure of claim 7, wherein a plurality of the conduits are uniformly arranged along the top of the pilot tunnel and the top of the primary arch.
9. An underground structure according to any one of claims 1 to 8, in which the side piles and the centre pile are both formed by mechanical boring and casting.
10. Underground structure according to any one of claims 1-8, in which the bottom of the side piles is embedded below the bottom plate.
CN201920799210.XU 2019-05-29 2019-05-29 Underground structure is built in same direction as digging in hole stake secret Active CN210141142U (en)

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Application Number Priority Date Filing Date Title
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