CN112012771A - Underground excavation and sequential construction underground structure of hole piles and construction method thereof - Google Patents

Underground excavation and sequential construction underground structure of hole piles and construction method thereof Download PDF

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Publication number
CN112012771A
CN112012771A CN201910457788.1A CN201910457788A CN112012771A CN 112012771 A CN112012771 A CN 112012771A CN 201910457788 A CN201910457788 A CN 201910457788A CN 112012771 A CN112012771 A CN 112012771A
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construction
pile
arch
permanent
main arch
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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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    • EFIXED CONSTRUCTIONS
    • E21EARTH OR ROCK DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D13/00Large underground chambers; Methods or apparatus for making them
    • EFIXED CONSTRUCTIONS
    • E21EARTH OR ROCK DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D11/00Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
    • EFIXED CONSTRUCTIONS
    • E21EARTH OR ROCK DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D11/00Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
    • E21D11/04Lining with building materials
    • E21D11/10Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
    • EFIXED CONSTRUCTIONS
    • E21EARTH OR ROCK DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D11/00Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
    • E21D11/38Waterproofing; Heat insulating; Soundproofing; Electric insulating

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  • Mining & Mineral Resources (AREA)
  • Structural Engineering (AREA)
  • Architecture (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Geochemistry & Mineralogy (AREA)
  • Geology (AREA)
  • Civil Engineering (AREA)
  • Lining And Supports For Tunnels (AREA)

Abstract

The embodiment of the application relates to the technical field of underground structure construction, in particular to a hole pile underground excavation and sequential construction underground structure and a construction method thereof. 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.

Description

Underground excavation and sequential construction underground structure of hole piles and construction method thereof
Technical Field
The application relates to the technical field of underground structure construction, in particular to a hole pile underground excavation and sequential construction underground structure and a construction method thereof.
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.
At present, the construction sequence of the secondary lining of the 'hole column' construction method comprises three construction modes, namely a full-reverse construction method, a full-forward construction method, a semi-forward and semi-reverse construction method and the like; although a plurality of temporary transverse struts are saved by the hole-column inverse construction method, the construction space is narrow, the construction speed is low, and in addition, the inverse construction joint is limited by the space, so that the problems that the waterproof board is difficult to reserve and protect, the waterproof quality of the construction joint is difficult to guarantee and the like exist in the construction process. Therefore, water leakage is likely to occur at the reverse construction joint. When concrete is poured on the lower portion of the construction joint of the reverse construction structure, the concrete is solidified and contracted, and the construction joint is difficult to be tightly poured to form a gap, so that quality defects and potential safety hazards are caused, and the quality and normal use of a structural entity are influenced.
The steel pipe concrete column is a main bearing component in the structure, and the quality of the concrete of the steel pipe column is related to the safety and stability of the whole structure. Because the pilot tunnel section is less, receive the operation space restriction, the installation accuracy of steel-pipe column and the difficult assurance of quality of steel-pipe column concrete construction. Because the pilot tunnel headroom restriction, the steel-pipe column needs the merogenesis, thereby the node number is more, consequently need strict control to the quality of steel-pipe column connected node, and the center pillar needs to adopt the steel-pipe column, carry out operations such as transportation processing, location measurement, hoist and mount fixed of steel-pipe column in very narrow pilot tunnel, the construction degree of difficulty is big, the operational environment is poor, positioning accuracy and difference settlement control require highly, and the beam column node structure is complicated, the effective transmission of internal force can be realized to the node, depend on the structural design of node, construction accuracy and construction quality.
The traditional hole column direct construction method usually adopts a transverse steel support, and the steel support is high in transportation and installation difficulty, low in construction speed and high in construction cost in a closed environment.
In summary, the existing "hole column" construction method adopts a reverse construction method, and has the disadvantages of high construction difficulty, poor working environment, high positioning precision and differential settlement control requirements, complex beam column node structure, narrow construction space under a plate, low construction speed and high construction difficulty due to the operations of transportation processing, positioning measurement, hoisting and fixing and the like of the steel pipe column; the traditional sequential construction method has the defects of high difficulty in transporting and installing the transverse steel support, low construction speed and high construction cost.
Disclosure of Invention
The embodiment of the application provides a hole pile underground excavation and sequential construction underground structure and a construction method thereof, and the construction method can avoid the operations of transportation, processing, positioning measurement, hoisting and fixing and the like of a steel pipe column in a narrow pilot tunnel, and cancels strip foundation construction in a lower pilot tunnel and the lower pilot tunnel, can solve the construction problems of high 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 high construction difficulty in the existing hole column construction method, and can reduce temporary engineering, accelerate construction progress 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, are formed by permanent columns and are used for supporting the main arch secondary lining.
Preferably, steel waist beams are arranged on the side of the side piles facing the side walls, and inclined struts are connected to the steel waist beams;
and concrete is poured in the fertilizer groove between the side pile and the side wall.
Preferably, the brace is an anchor cable.
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 arranged at 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;
and 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 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 eliminates the lower pilot tunnel and the strip foundation construction in the lower pilot tunnel, so that the construction problems of high 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 high construction difficulty in the conventional 'hole column' construction method can be solved, the temporary engineering can be reduced, the construction progress can be accelerated, and the construction cost can be reduced. 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;
fig. 2-11 are schematic diagrams illustrating process variations in the construction of an underground structure using the construction method provided in fig. 1.
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 through a transverse channel, and plugging an end head after the pilot tunnel is excavated to the end; as shown in the structure of fig. 2, for construction, four pilot tunnels are dug, wherein the four pilot tunnels comprise two side pilot tunnels and a middle pilot tunnel positioned between the two side pilot tunnels, when the construction pilot tunnel is dug through a transverse channel, the side pilot tunnel can be dug firstly, then the middle pilot tunnel is dug, and supporting, real-time monitoring and measuring are carried out; before the construction pilot tunnel is excavated through the transverse channel, the method may further include: 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; referring to fig. 2, the structure formed after construction can be shown in fig. 2, for example, the guide pipes located at the tops of the guide holes in the structure of fig. 2 are installed before the guide holes are excavated, and grouting is performed in the guide pipes so as to reinforce the bottom layer of the guide holes, 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 reaches the head;
step S20, the construction of temporary columns, permanent columns and side piles is carried out downwards in the pilot tunnel, crown beams are formed by pouring on the tops of the side piles, top longitudinal beams and a waterproof layer are formed by pouring on the tops of the temporary columns and the permanent columns, two main arch lining top arch steel bars are reserved for connection, a joint is reserved for the waterproof layer, the primary support of the main arch in the pilot tunnel on the side of the top of the side pile is constructed, and the backfill construction is carried out in the pilot tunnel; as shown in the structure of fig. 3, the construction of the side piles, the temporary columns and the permanent columns is started from the pilot tunnel, the top of the side pile is poured to form a crown beam, and the top of the temporary columns and the top of the permanent columns are poured to form a top longitudinal beam; in order to improve the firmness and stability of the foundation of the underground structure, the temporary columns are provided with temporary column lower piles, the permanent columns are provided with permanent column lower piles, and the side piles are provided with side pile lower piles; in the process of constructing the temporary columns, the permanent columns and the side piles, pile foundations of the temporary columns, the permanent columns and the side piles can be constructed by adopting a mechanical hole forming process, and the temporary columns and the permanent columns are arranged in a staggered mode; the permanent column can adopt 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; the pile foundation of the permanent column adopts a single pile or multiple piles, and when the pile foundation of the permanent column adopts a multi-pile form, the bottom longitudinal beam can be a multi-pile bearing platform;
step S30, drilling a main arch crown conduit in the transverse channel, pre-grouting the conduit of the main arch crown to reinforce the stratum, symmetrically excavating to the upper steps of the two side arches and the 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 top is reinforced by arranging grouting pipes on the main arch top;
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 excavated surface is flush with the bottom surface of the pilot tunnel, and the primary support at the top forms a complete structure;
step S50, after the primary support of the main arch reaches the design strength, removing the pilot hole grid in the section range of the permanent structure; 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; the structure after the construction of the main arch secondary lining is formed is shown in fig. 6, when the guide tunnel grid steel frame 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, construction is carried out by adopting a sectional construction method, so that the main arch secondary lining forms a permanent transverse stress multi-arch multi-span structure positioned at the top of the underground space to be constructed, and is connected with a crown beam at the top of a side pile to form a permanent transverse arch cover-side pile-temporary column bearing system;
step S60, excavating step by step to 0.5m below the diagonal brace, and constructing the steel waist beam and the diagonal brace until excavating to the substrate; as shown in the structure of fig. 7, one end of the diagonal brace is fixedly connected with the steel waist beam and is used for supporting the steel waist beam so as to enhance the structural strength; the inclined strut 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 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 designed 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 are arranged among the permanent columns, the temporary columns and the permanent columns are arranged in a staggered manner, when a foundation is dug, a waterproof layer is laid on the foundation, then the permanent columns and bottom longitudinal beams positioned at the bottoms of the permanent columns are formed by pouring, the temporary columns are removed from top to bottom until the structural strength of the permanent columns reaches the design strength, and the temporary columns are process support columns; 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;
step S80, flattening the ground mold, backfilling the fertilizer groove, paving a cushion layer and a waterproof layer, and pouring the residual bottom plate structure; as shown in the structure of fig. 9, the whole bottom plate structure is formed by pouring, a part of side wall is formed on one side of the bottom plate close to the side pile, a fertilizer groove is formed between the side wall and the side pile, and the fertilizer groove is backfilled, wherein concrete can be adopted for backfilling;
step S90, backfilling the fertilizer groove, paving a waterproof layer from bottom to top, and pouring side walls and a middle plate; as shown in the structure of fig. 10, on the basis of forming a bottom plate structure by pouring, the lower side walls and the middle plate are formed by continuously pouring, and the middle plate is horizontally arranged between the two side walls and is poured with the side walls into an integral structure; forming a fertilizer groove between the lower side wall and the side pile, and backfilling the fertilizer groove to prevent a gap from being formed between the side wall and the side pile and influencing the firmness and the safety of the underground structure;
step S100, backfilling the fertilizer groove, paving a waterproof layer, pouring the rest side wall, and sealing the main structure; as shown in the structure of fig. 11, pouring the residual side walls between the lower side walls and the main arch secondary linings to form the side walls into an integral structure, and to seal the main structure to form an underground space in the middle; 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.
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, and cancel the strip foundation construction in the lower pilot tunnel and the lower pilot tunnel, thereby solving the construction problems of high 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 high 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.
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 embodiment, 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 surround to form a tunnel; the side wall is 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 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 are formed by permanent columns and used for supporting the main arch secondary lining.
The underground excavation of the hole pile cancels the bar foundation of the basement in the underground structure, so that the construction of the lower pilot tunnel and the bar foundation in the lower pilot tunnel can be cancelled in the construction process, and the construction difficulty can be reduced, the construction progress can be accelerated, the construction speed can be improved and the construction cost can be reduced when the underground structure is constructed; and 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 can be reduced.
In a specific embodiment, as shown in the structure of fig. 11, a steel wale is arranged on each side of the side pile facing the side wall, and the steel wale is connected with a diagonal brace; concrete is poured in the fertilizer groove between the side pile and the side wall. The diagonal bracing is used for supporting the side piles to reinforce the structural strength and rigidity of the side piles and the underground structure. The inclined strut can be a flexible member or a rigid member such as an anchor cable.
Specifically, as shown in the structures of fig. 5 and 6, the main arch secondary lining may include a plurality of midsoles and side arches; top longitudinal beams are arranged between the middle arches and between the middle arch and the side arch; 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 into an integral structure.
The main arch secondary lining comprises a plurality of middle arches and side arches, so that a sectional construction method can be adopted in the process of pouring the main arch secondary lining, the span and the height of the middle arches are favorably reduced, the construction difficulty is further reduced, the structural strength of the main arch secondary lining is enhanced, the main arch secondary lining forms a permanent transverse stress multi-arch multi-span structure positioned at the top of the underground space to be built, and the main arch secondary lining is connected with the crown beam at the top of the side pile to form a permanent transverse arch cover-side pile-temporary column bearing system.
In order to facilitate construction, a pilot tunnel is arranged at the top of the side pile, and concrete is filled in a space defined by the pilot tunnel, the crown beam and the primary support of the main arch; 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. The conduit may be a steel pipe. The plurality of guide pipes are uniformly arranged along the top of the guide hole and the top of the primary support of the main arch. The side piles and the middle piles are formed through mechanical hole forming and pouring construction. The bottom of the side pile is embedded and fixed below the bottom plate.
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 (14)

1. A construction method for underground excavation and sequential construction of an underground structure by using hole piles is characterized by comprising 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.
2. The construction method according to claim 1, further comprising, before excavating the construction pilot tunnel through the lateral passage: 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.
3. The construction method according to claim 1, wherein the pile foundations of the temporary columns, the permanent columns and the side piles are all constructed by a mechanical hole forming process, and the temporary columns and the permanent columns are arranged in a staggered mode.
4. The construction method according to claim 3, wherein the permanent columns are in the form of cast-in-place piles, the pile foundations of the permanent columns below the foundation are cast-in-place pile foundations, the permanent columns above the foundation are formed of steel lattice columns as supports for the top longitudinal beams, and the pile holes are backfilled with fine sand.
5. The construction method according to claim 4, wherein the pile foundation of the permanent post is a single pile or a multi-pile, and when the pile foundation of the permanent post is in a multi-pile form, the bottom longitudinal beam is a multi-pile cap.
6. The construction method as claimed in claim 1, wherein the arch center construction and the arch side construction are staggered by a certain distance when symmetrically excavating to the steps of the both arches and the arch center and supporting.
7. The construction method according to claim 6, further comprising, after the primary support is closed and before the secondary lining, the side wall and the waterproof layer of the main arch are constructed:
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.
8. The construction method as claimed in claim 1, wherein the secondary lining of the main arch is constructed by a sectional construction method to form a permanent transverse force-bearing multi-arch multi-span structure at the top of the underground space to be constructed, and the secondary lining is connected with the crown beam at the top of the side pile to form a permanent transverse arch cover-side pile-temporary column bearing system.
9. The construction method according to claim 1, wherein the excavation is carried out step by step to 0.5m below the inclined strut, and the construction 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.
10. The construction method according to any one of claims 1 to 9, wherein in the casting of the permanent column and the bottom longitudinal beam at the bottom of the permanent column, concrete at the node part of the beam column is heavily vibrated to ensure compact casting and to ensure tight connection between the top longitudinal beam and the permanent column and between the permanent underpinning pile and the bottom longitudinal beam;
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.
11. A hole pile underground excavation and sequential construction underground structure formed by the construction method according to any one of claims 1 to 10, which 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, are formed by permanent columns and are used for supporting the main arch secondary lining.
12. The underground structure of claim 11, wherein a steel wale is arranged on each side of the side piles facing the side walls, and the steel wale is connected with a diagonal brace;
and concrete is poured in the fertilizer groove between the side pile and the side wall.
13. The underground structure of claim 11, 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.
14. The underground structure of claim 11, wherein a pilot hole is formed at the top of the side pile, and concrete is filled in a space defined by the pilot hole, the crown beam and the primary support of the main arch;
and 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.
CN201910457788.1A 2019-05-29 2019-05-29 Underground excavation and sequential construction underground structure of hole piles and construction method thereof Pending CN112012771A (en)

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Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN113738377A (en) * 2021-09-06 2021-12-03 中铁二局第四工程有限公司 Construction method of main structure of station by rock stratum hole-pile method

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN113738377A (en) * 2021-09-06 2021-12-03 中铁二局第四工程有限公司 Construction method of main structure of station by rock stratum hole-pile method

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