CN116220727A - Structure of subway underground excavation station engineering - Google Patents

Structure of subway underground excavation station engineering Download PDF

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Publication number
CN116220727A
CN116220727A CN202310063974.3A CN202310063974A CN116220727A CN 116220727 A CN116220727 A CN 116220727A CN 202310063974 A CN202310063974 A CN 202310063974A CN 116220727 A CN116220727 A CN 116220727A
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CN
China
Prior art keywords
pilot tunnel
hole
guide hole
pipe column
steel pipe
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Pending
Application number
CN202310063974.3A
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Chinese (zh)
Inventor
夏真德
佘玉华
周圆耀
郭建萍
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China Railway No 5 Engineering Group Co Ltd
Guizhou Engineering Co Ltd of China Railway No 5 Engineering Group Co Ltd
Original Assignee
China Railway No 5 Engineering Group Co Ltd
Guizhou Engineering Co Ltd of China Railway No 5 Engineering Group Co Ltd
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Priority to CN202310063974.3A priority Critical patent/CN116220727A/en
Publication of CN116220727A publication Critical patent/CN116220727A/en
Pending legal-status Critical Current

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    • E—FIXED CONSTRUCTIONS
    • E21—EARTH DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
    • E21D9/14—Layout of tunnels or galleries; Constructional features of tunnels or galleries, not otherwise provided for, e.g. portals, day-light attenuation at tunnel openings
    • C—CHEMISTRY; METALLURGY
    • C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
    • C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
    • C04B28/00—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D29/00—Independent underground or underwater structures; Retaining walls
    • E02D29/045—Underground structures, e.g. tunnels or galleries, built in the open air or by methods involving disturbance of the ground surface all along the location line; Methods of making them
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
    • E21D11/003—Linings or provisions thereon, specially adapted for traffic tunnels, e.g. with built-in cleaning devices
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
    • E21D11/04—Lining with building materials
    • E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
    • E21D11/04—Lining with building materials
    • E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
    • E21D11/102—Removable shuttering; Bearing or supporting devices therefor
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
    • E21D11/04—Lining with building materials
    • E21D11/12—Temporary supports for use during building; Accessories
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
    • E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
    • E21D9/01—Methods or apparatus for enlarging or restoring the cross-section of tunnels, e.g. by restoring the floor to its original level
    • C—CHEMISTRY; METALLURGY
    • C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
    • C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
    • C04B2111/00—Mortars, concrete or artificial stone or mixtures to prepare them, characterised by specific function, property or use
    • C04B2111/00474—Uses not provided for elsewhere in C04B2111/00
    • C04B2111/00724—Uses not provided for elsewhere in C04B2111/00 in mining operations, e.g. for backfilling; in making tunnels or galleries
    • 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
    • Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
    • Y02E10/00—Energy generation through renewable energy sources
    • Y02E10/20—Hydro energy

Abstract

The invention discloses a structure of subway underground excavation station engineering, which comprises two first lower guide holes and second lower guide holes which are arranged at intervals, wherein a first upper guide hole is formed above the first lower guide holes. The method performs block and segment pouring on the arch lining, fully utilizes limited construction operation space, and reduces construction difficulty. The arch lining joint can adopt a bracket structure, the acting area is increased, and the multi-arch lining has good integrity. The invention has the advantages of feasible technology, safety, reliability, controllable quality, obvious benefit in terms of construction period protection and cost saving, and can obtain good economic benefit.

Description

Structure of subway underground excavation station engineering
Technical Field
The invention belongs to the technical field of subway engineering, and particularly relates to a structure of subway underground excavation station engineering.
Background
Along with the rapid development of urban railway engineering, the invention is gradually inclined towards a hidden excavation method from an open excavation method as the main part when the choice of station engineering construction is started under the influence of factors such as huge urban traffic flow, dense building structures, complex underground pipelines and the like. Especially in recent years, the optimization, adjustment and innovation of the invention of the underground excavation station gradually improves the construction of the underground excavation method. However, because the arch lining structure of the underground excavation station is generally thicker, the top pouring method of arch lining concrete applied to conventional tunnel engineering is difficult to enable the arch lining of the underground excavation station to be fully compact and full, and is extremely unfavorable for controlling the quality of the concrete of the arch lining of the station. Therefore, the method for researching and analyzing the secondary lining pouring construction of the large-span multi-arch underground excavation station is very necessary, and is also an important work for improving the construction quality of the arch part of the underground excavation station.
Disclosure of Invention
The invention aims to provide a structure of subway underground excavation station engineering, which is used for solving the problems in the prior art.
In order to achieve the above purpose, the present invention adopts the following technical scheme:
a structure of a subway underground excavation station engineering, comprising:
two first lower pilot holes and second lower pilot holes which are arranged at intervals,
a first upper pilot hole is formed above the first lower pilot hole, a second upper pilot hole is formed above the second lower pilot hole, the first upper pilot hole and the second upper pilot hole are adjacently arranged, a first temporary middle partition wall is arranged between the first upper pilot hole and the second upper pilot hole, and a second temporary middle partition wall is arranged on one side, far away from each other, of each of the first upper pilot hole and the second upper pilot hole;
the first lower pilot tunnel and the second lower pilot tunnel are internally provided with a bottom longitudinal beam and a bottom transverse beam, a first steel pipe column is erected between the first lower pilot tunnel and the first upper pilot tunnel, and a second steel pipe column is erected between the second lower pilot tunnel and the second upper pilot tunnel;
a first supporting part lining structure is arranged between the upper end of the first steel pipe column and the inner top surface of the first upper pilot tunnel, a second supporting part lining structure is arranged between the upper end of the second steel pipe column and the inner top surface of the second upper pilot tunnel, a middle top surface lining structure is arranged between the first supporting part lining structure and the second supporting part lining structure,
a first side upper guide hole is formed in one side of the first upper guide hole far away from the second upper guide hole, a second side upper guide hole is formed in one side of the second upper guide hole far away from the first upper guide hole, a first side span lining structure is arranged in the first side upper guide hole, a second side span lining structure is arranged in the second side upper guide hole,
the large pilot tunnel is arranged below the upper pilot tunnel group in an extending mode, and a bottom plate and a side wall supporting structure are arranged in the large pilot tunnel.
In some embodiments, a first steel pipe column through hole is drilled between the first lower pilot hole and the first upper pilot hole, and a second steel pipe column through hole is drilled between the second lower pilot hole and the second upper pilot hole; when the first steel pipe column is erected, the first steel pipe column passes through the first steel pipe column through hole; when the second steel pipe column is erected, the second steel pipe column passes through the second steel pipe column penetration hole.
In some embodiments, the first temporary middle partition wall and the second temporary middle partition wall both comprise section steel, two sides of the section steel are provided with reinforcing steel meshes, and concrete layers cured after concrete spraying are arranged outside the reinforcing steel meshes.
In some embodiments, the first upper pilot tunnel and the second upper pilot tunnel are provided with primary support structures, the primary support structures comprise arch waterproof layers arranged on inner top surfaces of the first upper pilot tunnel and the second upper pilot tunnel, the arch waterproof layers comprise geotechnical cloth buffer layers and ECB plastic waterproof layers arranged from top to bottom, the nominal breaking strength of the geotechnical cloth buffer layers is 15kN/m, and the thickness of the ECB plastic waterproof layers is not less than 2mm.
In some embodiments, the leveling treatment is performed on the inner top surfaces of the first upper pilot tunnel and the second upper pilot tunnel before the arch waterproof layer is arranged, and the treatment method adopts sprayed concrete to sweep the surface or the mass ratio: a cement mortar plastering method.
In some embodiments, the primary support structure includes a pilot hole leveling hardening treatment and a set up template support that are performed sequentially.
In some embodiments, one section of the lining structure of the first supporting part is taken as a test section, the cooling pipe and the thermometer are buried in the test section, the thermometer can monitor the temperature difference of the concrete lining, if the temperature difference of the concrete lining of the test section exceeds the temperature, the cooling pipe is immediately cooled by water, the cooling pipe is buried in subsequent construction, and if the temperature difference of the concrete lining of the first section does not exceed the temperature of 25 ℃, the cooling pipe is not buried in subsequent construction section.
In some embodiments, a construction joint is formed between the upper side pilot hole and the first upper pilot hole and the second upper pilot hole, and the construction joint is provided with:
1) A 600mm wide self-adhesive waterproof board construction joint position reinforcing layer, wherein the self-adhesive waterproof board with the same polarity as the ECB waterproof board is used for reinforcing the waterproof layer at the position;
2) The construction joint is reserved as a tongue-and-groove form, a middle-buried water stop belt is buried in the tongue-and-groove upper opening, and a water-swelling water stop adhesive tape is arranged in the tongue-and-groove lower opening;
3) And (3) brushing cement-based crystalline waterproof paint at the construction joint interface after roughening and cleaning.
In some embodiments, the concrete material employed in completing the first support lining structure, the second support lining structure, the first side span lining structure, and/or the second side span lining structure comprises the following raw materials in parts by weight:
1 part of cement, 1.77 parts of fine aggregate, 1.81 parts of coarse aggregate, 0.089 part of expanding agent, 0.018 part of water reducer and 0.38 part of water. .
The beneficial effects are that: according to the invention, the first supporting part lining structure is completed between the upper end of the first steel pipe column and the inner top surface of the first upper pilot tunnel, the first temporary middle partition wall is removed by utilizing the first steel pipe column to strengthen the stability of the first supporting part lining structure, the second supporting part lining structure is conveniently completed between the upper end of the second steel pipe column and the inner top surface of the second upper pilot tunnel, the second steel pipe column is utilized to strengthen the stability of the second supporting part lining structure, then the first supporting part lining structure and the second supporting part lining structure are utilized to be matched, the middle top surface lining structure is completed between the first supporting part lining structure and the second supporting part lining structure, wherein a lap joint platform can be arranged on one side of the first supporting part lining structure and one side of the second supporting part lining structure facing each other, and further the lap joint platform on the first supporting part lining structure and the second supporting part lining structure can be utilized to support the middle top surface lining structure, so that the stability of the middle top surface lining structure is further ensured, the strong supporting function of lining is fully exerted, the rock and soil body is always in a good supporting state until forming a connecting arch, the inner wall and the safety and stability of a ground surface and a pipeline are effectively reduced.
The method performs block and segment pouring on the arch lining, fully utilizes limited construction operation space, and reduces construction difficulty. The arch lining joint can adopt a bracket structure, the acting area is increased, and the multi-arch lining has good integrity.
In terms of construction efficiency, according to actual operation, the pilot tunnel in the upper part of the invention is excavated to average 1.5 m/day/pilot tunnel, the side tunnel is excavated to average 2.5 m/day/pilot tunnel, and the first support part lining structure and the second support part lining structure are on average 10 days/pouring section (9-15 m of pouring section), and the middle top surface lining structure, the first side span lining structure or the second side span lining structure are on average 7 days/pouring section. The average excavation of the pilot tunnel at the upper part of the middle hole method is 1-1.5 m/day/pilot tunnel, the average lining of each section of the arch part is 15-18 days/casting section (9-15 m of casting section), and the construction efficiency is higher than that of the traditional method.
In terms of cost, the method is basically the same as a middle hole method in arch excavation cost, but the lining construction cost is quite different:
the first support portion lining structure, the second support portion lining structure and the middle top surface lining structure of the present invention have a cost of about (per linear meter): 10.25×2×712+4.73×698= 17897.54 yuan
Cost of lining arch of the middle hole (per linear meter): (10.25×2+4.73) ×860= 21697.8 yuan
The cost is reduced: 21697.8-17897.54 = 3800.3 yuan/linear meter
(all the above unit price does not contain materials and the processing cost of the reinforcing steel bars)
By adopting the method, after arching, the excavation of the middle lower part of the underground excavation station can be changed from cold excavation to blasting, the blasting excavation cost is reduced by about 210 yuan/m < 3 > compared with mechanical cold excavation, and the cost is reduced: 210×200=42000 yuan/linear meter.
In conclusion, the method is feasible in technology, safe, reliable, controllable in quality, obvious in benefit in terms of construction period guarantee and cost saving, and good in economic benefit.
Drawings
Fig. 1 is a schematic structural diagram of a subway underground excavation station engineering according to an embodiment of the present invention;
FIG. 2 is a schematic view of the subway underground excavation station project of FIG. 1 with the addition of a first support lining structure and a second support lining structure;
FIG. 3 is a schematic view of the subway underground excavation station project of FIG. 2 with a middle roof lining structure added;
FIG. 4 is a schematic view of the subway station engineering structure shown in FIG. 3 after the first side guide hole and the second side guide hole are added;
FIG. 5 is a schematic view of the subway underground excavation station engineering structure of FIG. 4 after a first side span lining structure and a second side span lining structure are added;
fig. 6 is a complete schematic diagram of the structure of a subway underground excavation station project.
In the figure: 1-a first lower pilot hole; 2-a second lower pilot hole; 3-a first upper pilot tunnel; 4-a second upper pilot tunnel; 5-a first temporary intermediate wall; 6-a second temporary intermediate wall; 7-a first steel pipe column; 8-a second steel pipe column; 9-a first support lining structure; 10-a second support lining structure; 11-a middle top surface lining structure; 12-a first lateral pilot hole; 13-a pilot hole on the second side; 14-a first side span lining structure; 15-a second side span lining structure; 16-middle plate.
Detailed Description
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the present invention will be briefly described below with reference to the accompanying drawings and the description of the embodiments or the prior art, and it is obvious that the following description of the structure of the drawings is only some embodiments of the present invention, and other drawings can be obtained according to these drawings without inventive effort to a person skilled in the art. It should be noted that the description of these examples is for aiding in understanding the present invention, but is not intended to limit the present invention.
Examples:
as shown in fig. 1 to 6, a structure of a subway underground excavation station engineering includes:
two first lower pilot holes 1 and second lower pilot holes 2 which are arranged at intervals,
a first upper pilot tunnel 3 is arranged above the first lower pilot tunnel 1, a second upper pilot tunnel 4 is arranged above the second lower pilot tunnel 2, the first upper pilot tunnel 3 and the second upper pilot tunnel 4 are adjacently arranged, a first temporary middle partition wall 5 is arranged between the first upper pilot tunnel 3 and the second upper pilot tunnel 4, and a second temporary middle partition wall 6 is arranged on one side of the first upper pilot tunnel 3 and one side of the second upper pilot tunnel 4, which are far away from each other;
the first lower pilot tunnel 1 and the second lower pilot tunnel 2 are internally provided with a bottom longitudinal beam and a bottom transverse beam, a first steel pipe column 7 is erected between the first lower pilot tunnel 1 and the first upper pilot tunnel 3, and a second steel pipe column 8 is erected between the second lower pilot tunnel 2 and the second upper pilot tunnel 4;
a first supporting part lining structure 9 is arranged between the upper end of the first steel pipe column 7 and the inner top surface of the first upper pilot tunnel 3, a second supporting part lining structure 10 is arranged between the upper end of the second steel pipe column 8 and the inner top surface of the second upper pilot tunnel 4, a middle top surface lining structure 11 is arranged between the first supporting part lining structure 9 and the second supporting part lining structure 10,
a first side upper pilot hole 12 is arranged on one side of the first upper pilot hole 3 far away from the second upper pilot hole 4, a second side upper pilot hole 13 is arranged on one side of the second upper pilot hole 4 far away from the first upper pilot hole 3, a first side span lining structure 14 is arranged in the first side upper pilot hole 12, a second side span lining structure 15 is arranged in the second side upper pilot hole 13,
the large pilot tunnel is arranged below the upper pilot tunnel group in an extending way, and a bottom plate and a side wall supporting structure are arranged in the large pilot tunnel.
In this embodiment, a first steel pipe column through hole is drilled between the first lower pilot hole 1 and the first upper pilot hole 3, and a second steel pipe column through hole is drilled between the second lower pilot hole 2 and the second upper pilot hole 4; when the first steel pipe column 7 is erected, the first steel pipe column 7 passes through the first steel pipe column penetration hole; when the second steel pipe column 8 is erected, the second steel pipe column 8 passes through the second steel pipe column penetration hole.
In this embodiment, the first temporary middle partition wall 5 and the second temporary middle partition wall 6 each include a section steel, two sides of the section steel are both provided with reinforcing mesh sheets, and concrete layers cured after concrete spraying are arranged outside the reinforcing mesh sheets.
In this embodiment, be equipped with primary support structure on first upper portion pilot tunnel 3 and the upper portion pilot tunnel 4 of second, primary support structure includes the hunch portion waterproof layer that top surface set up in first upper portion pilot tunnel 3 and the upper portion pilot tunnel 4 of second, hunch portion waterproof layer includes geotechnique's cloth buffer layer and ECB plastics waterproof board layer that from the top down set up, and geotechnique's cloth buffer layer's nominal breaking strength is 15kN/m, and ECB plastics waterproof board layer's thickness is not less than 2mm.
In this embodiment, before setting the arch waterproof layer, leveling treatment is performed on the inner top surfaces of the first upper pilot tunnel 3 and the second upper pilot tunnel 4, and the treatment method adopts sprayed concrete to sweep the surface or the mass ratio is 1:2.5, a cement mortar plastering method.
In this embodiment, the primary support structure includes a pilot hole leveling hardening process and a formwork support set up in sequence.
In this embodiment, one section of the first supporting portion lining structure 9 is taken as a test section, the cooling pipe and the thermometer are buried in the test section, the thermometer can monitor the temperature difference of the concrete surface, if the temperature difference of the concrete surface of the test section exceeds 25 ℃, the cooling pipe is immediately cooled by water, then the cooling pipe is buried in the subsequent construction, and if the temperature difference of the concrete surface of the first section does not exceed 25 ℃, the cooling pipe is not buried in the subsequent construction section.
In addition, to realize the structure of the subway underground excavation station engineering, the following construction method can be adopted,
the method comprises the following steps: excavating a lower pilot tunnel; excavating a pilot tunnel in the upper part; excavating a pilot tunnel in the upper part; drilling construction; constructing a tunnel bottom longitudinal and transverse beam and erecting and installing a steel pipe column; constructing a lining structure of the arch part of the middle pilot tunnel; and the excavation and remaining construction of the lower soil body, the specific construction method of each step is described in detail below.
And (3) excavating a lower pilot tunnel: two first lower pilot holes 1 and second lower pilot holes 2 which are arranged at intervals are excavated, primary supports are respectively applied to the first lower pilot holes 1 and the second lower pilot holes 2, and stability of the first lower pilot holes 1 and the second lower pilot holes 2 is guaranteed.
And (3) excavating a pilot tunnel in the upper part: a first upper pilot tunnel 3 is excavated above the first lower pilot tunnel 1, a second upper pilot tunnel 4 is excavated above the second lower pilot tunnel 2, primary supports are respectively arranged in the first upper pilot tunnel 3 and the second upper pilot tunnel 4, stability of the first upper pilot tunnel 3 and the second upper pilot tunnel 4 is guaranteed, the first upper pilot tunnel 3 and the second upper pilot tunnel 4 are adjacently arranged, a first temporary middle partition wall 5 is arranged between the first upper pilot tunnel 3 and the second upper pilot tunnel 4, reliable vertical supports are formed by the first temporary middle partition wall 5, a second temporary middle partition wall 6 is arranged on one side, far away from each other, of the first upper pilot tunnel 3 and the second upper pilot tunnel 4, and the second temporary middle partition wall 6 is used for construction work in the primary supports, so that stability of the first upper pilot tunnel 3 and the second upper pilot tunnel 4 is further enhanced.
When the first upper pilot tunnel 3 and the second upper pilot tunnel 4 are excavated, the advanced pilot tunnel excavation is particularly focused on the super-underexcavation of the side of the first temporary middle partition wall 5, the accuracy of the installation position of the first temporary middle partition wall 5 must be ensured, the centers of all the first temporary middle partition walls 5 are on the same axis, and the first temporary middle partition walls 5 are firmly connected one by using the longitudinal connecting steel bar annular spacing 1m, so that the whole first temporary middle partition wall 5 forms a reliable vertical support. The backward guide hole excavation is particularly careful to protect the first temporary middle partition wall 5, the first temporary middle partition wall 5 cannot be damaged by collision, if the first temporary middle partition wall 5 is bent and damaged, the damaged first temporary middle partition wall 5 is immediately replaced by a plurality of frames after the excavation supporting cycle is completed, and the supporting and sealing are completed by rapidly spraying the sprayed concrete.
It should be further noted that, the first temporary middle partition wall 5 and the second temporary middle partition wall 6 all include section steel, support the foundation by using the section steel, the two sides of the section steel are all provided with reinforcing steel meshes, the reinforcing steel meshes are provided with concrete layers cured after concrete is sprayed, and the reinforcing steel meshes facilitate the curing and forming of the concrete layers on the two sides of the section steel, so that the construction process is simpler and faster.
Drilling construction: a first steel pipe column through hole is drilled between the first lower pilot hole 1 and the first upper pilot hole 3, and a second steel pipe column through hole is drilled between the second lower pilot hole 2 and the second upper pilot hole 4.
Tunnel bottom longitudinal and transverse beam construction and steel pipe column erection and installation: a bottom longitudinal beam and a bottom cross beam are respectively arranged in the first lower pilot tunnel 1 and the second lower pilot tunnel 2, a first steel pipe column 7 is erected between the first lower pilot tunnel 1 and the first upper pilot tunnel 3, and the first steel pipe column 7 passes through a first steel pipe column through hole; erect second steel-pipe column 8 between second lower part pilot tunnel 2 and second upper portion pilot tunnel 4, second steel-pipe column 8 passes second steel-pipe column through-hole, bottom girder and bottom cross beam can fix a position first steel-pipe column 7 and second steel-pipe column 8, guarantee the stability of first steel-pipe column 7 and second steel-pipe column 8, and regard first steel-pipe column 7 and second steel-pipe column 8 as permanent center pillar, wherein, the upper portion position of first steel-pipe column 7 and second steel-pipe column 8 can adopt the bracket structure, increase the area of acting force, set up the reinforcing bar and connect the ware, guarantee the multiple arch wholeness and stability.
Construction of a lining structure of the arch part of the middle pilot tunnel: the first supporting portion lining structure 9 is completed between the upper end of the first steel pipe column 7 and the inner top surface of the first upper pilot tunnel 3, the stability of the first supporting portion lining structure 9 is enhanced by utilizing the first steel pipe column 7, the first temporary middle partition wall 5 is removed, the second supporting portion lining structure 10 is conveniently completed directly between the upper end of the second steel pipe column 8 and the inner top surface of the second upper pilot tunnel 4, the stability of the second supporting portion lining structure 10 is enhanced by utilizing the second steel pipe column 8, then the middle top surface lining structure 11 is completed between the first supporting portion lining structure 9 and the second supporting portion lining structure 10 by utilizing the cooperation of the first supporting portion lining structure 9 and the second supporting portion lining structure 10, wherein a lap joint table can be arranged on one side of the first supporting portion lining structure 9 and one side of the second supporting portion lining structure 10 facing each other, and further the middle top surface lining structure 11 can be supported by utilizing the lap joint table on the first supporting portion lining structure 9 and the second supporting portion lining structure 10, and further the stability of the middle top surface lining structure 11 is ensured.
When the first temporary middle partition wall 5 is removed, the sprayed concrete is firstly chiseled out from the steel frame by the small machine, and then the section steel is cut out from the top to the bottom by the steel frame. After the first temporary middle partition wall 5 is removed, the incompletely cut steel heads and the primary support uneven surfaces exposed out of the vault are treated in time, so that the base surface can not puncture the waterproof board when the waterproof layer is laid, and the quality of the waterproof layer is ensured.
And (4) excavating an upper side pilot tunnel: digging a first side guide hole 12 at one side of the first upper guide hole 3 far away from the second upper guide hole 4, and removing the corresponding second temporary middle partition walls 6 along with digging every roof truss, so as to ensure the stability of the first upper guide hole 3 in the process of digging the first side guide hole 12; digging a second side upper pilot tunnel 13 at one side of the second upper pilot tunnel 4 far away from the first upper pilot tunnel 3, and removing the corresponding second temporary middle partition walls 6 from each frame along with the digging, so as to ensure the stability of the second upper pilot tunnel 4 in the digging process of the second side upper pilot tunnel 13; when the excavation of the first side pilot tunnel 12 is completed, the first side lining structure 14 is completed in the first side pilot tunnel 12; after the second side upper pilot tunnel 13 is excavated, the second side span lining structure 15 is completed in the second side upper pilot tunnel 13, and then the construction of the whole top lining structure is completed.
Excavating and residual construction of a lower soil body: and the lower part of the upper pilot tunnel group is sequentially excavated from top to bottom in three layers, so that the excavation of the whole pilot tunnel is completed, the middle plate 16, the residual bottom plate and the side wall supporting structure are constructed, the whole structure is further reinforced, the middle plate 16 is also connected with a reinforcing steel bar bracket, and the stability of the middle plate 16 is enhanced.
As a preferable technical scheme in the embodiment, it needs to be further explained that the primary support in the upper middle pilot tunnel excavation process comprises arch waterproof layers applied to the inner top surfaces of the first upper pilot tunnel 3 and the second upper pilot tunnel 4, the arch waterproof layers comprise geotechnical cloth buffer layers and ECB plastic waterproof layers which are arranged from top to bottom, the nominal breaking strength of the geotechnical cloth buffer layers is 15kN/m, the thickness of the ECB plastic waterproof layers is not less than 2mm, and the structural strength and the waterproof effect are ensured. And (3) no clear water flow exists on the base surface of the ECB plastic waterproof board layer, or else, grouting behind the primary support or surface rigid plugging treatment is carried out, and the ECB plastic waterproof board layer can be laid after no clear water flow exists on the base surface. The base surface of the ECB plastic waterproof board layer is paved, leveling treatment is carried out on the inner top surfaces of the first upper guide hole 3 and the second upper guide hole 4 before the ECB plastic waterproof board layer is paved, and the treatment method adopts sprayed concrete to sweep the surface or the mass ratio is 1:2.5, a cement mortar plastering method. And after the primary support base surface treatment is finished, laying the geotextile buffer layer and the ECB plastic waterproof board layer.
As a preferable technical scheme in the embodiment, it needs to be further explained that the primary support in the upper part pilot tunnel excavation process further comprises pilot tunnel leveling hardening treatment and setting up a template support which are sequentially performed so as to ensure the stability of the structure, and then an arch waterproof layer is applied after the setting up of the template support is completed; wherein, the pilot tunnel leveling hardening treatment is as follows:
after the first upper pilot tunnel 3 and the second upper pilot tunnel 4 are excavated, the redundant floating soil of the substrate is cleaned, so that the construction quality in the process of pouring concrete in the later period can be ensured, and a C20 concrete cushion layer with the thickness of 15-20cm is poured for leveling and hardening, so that the structural stability of the first upper pilot tunnel 3 and the second upper pilot tunnel 4 is ensured, and further construction in the first upper pilot tunnel 3 and the second upper pilot tunnel 4 can be ensured.
As a preferable technical scheme in the embodiment, it needs to be further explained that when the first supporting part lining structure 9 is completed, the first pouring section is taken as a test section, the test section is embedded with a cooling pipe and a thermometer, the temperature difference of the concrete lining is monitored, if the temperature difference of the concrete lining of the test section exceeds 25 ℃, the cooling pipe is immediately cooled by water, then the cooling pipe is embedded in subsequent construction, and if the temperature difference of the concrete lining of the first section does not exceed 25 ℃, the cooling pipe is not embedded in subsequent construction section, so that the construction quality of the lining structure is ensured.
As a preferable technical scheme in the embodiment, it needs to be further explained that, after the excavation of the upper side pilot tunnel is completed, three waterproof lines are laid to strengthen the waterproof of the arch construction joint, so as to further strengthen the waterproof effect, which is respectively:
1600mm wide self-adhesion type waterproof board construction joint position enhancement layer uses the self-adhesion waterproof board with ECB waterproof board homopolar to strengthen this department waterproof layer.
2, the construction joint is reserved as a tongue-and-groove form, a middle-buried water stop belt is buried in the tongue-and-groove upper opening, and a water-swelling water stop adhesive tape is arranged in the tongue-and-groove lower opening; the water stop is embedded smoothly and straightly, and the connection must not be overlapped and must be hot-melt connected. The water-swelling water-stopping adhesive tape is prevented from meeting water in the installation process, and is not fixed by nails, and the buckling grooves are fixed on the concrete surface.
And 3, brushing the cement-based crystalline waterproof paint at the construction joint interface after roughening and cleaning: not less than 1.5kg/m2.
As a preferable technical solution in this embodiment, it should be further explained that the concrete materials used in the process of completing the first supporting portion lining structure 9, the second supporting portion lining structure 10, the first side span lining structure 14 and/or the second side span lining structure 15 include the following raw materials in parts by weight:
1 part of cement, 1.77 parts of fine aggregate, 1.81 parts of coarse aggregate, 0.089 part of expanding agent, 0.018 part of water reducer and 0.38 part of water.
The mixing amount of the water reducer is properly increased to reduce hydration heat to a certain extent, so that the maximum temperature rise of the concrete center temperature is reduced. And a small amount of retarder is also doped, so that the retarder is less in doping amount and is matched into the water reducer for use, and cold joints can not be formed during on-site layered continuous pouring construction. The arch concrete does not shrink or slightly expand along with the growth of the age by adding a certain amount of expanding agent, so that the arch lining is ensured to be always clung to the primary support, and a reliable supporting effect is formed on surrounding rock.
Finally, it should be noted that: the foregoing description is only of the preferred embodiments of the invention and is not intended to limit the scope of the invention. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present invention should be included in the protection scope of the present invention.

Claims (9)

1. The utility model provides a structure of subway underground excavation station engineering which characterized in that includes:
two first lower pilot holes (1) and second lower pilot holes (2) which are arranged at intervals,
a first upper pilot hole (3) is formed above the first lower pilot hole (1), a second upper pilot hole (4) is formed above the second lower pilot hole (2), the first upper pilot hole (3) and the second upper pilot hole (4) are adjacently arranged, a first temporary middle partition wall (5) is arranged between the first upper pilot hole and the second upper pilot hole, and a second temporary middle partition wall (6) is arranged on one side, far away from each other, of the first upper pilot hole (3) and the second upper pilot hole (4);
the first lower pilot tunnel (1) and the second lower pilot tunnel (2) are internally provided with a bottom longitudinal beam and a bottom transverse beam, a first steel pipe column (7) is erected between the first lower pilot tunnel (1) and the first upper pilot tunnel (3), and a second steel pipe column (8) is erected between the second lower pilot tunnel (2) and the second upper pilot tunnel (4);
a first supporting part lining structure (9) is arranged between the upper end of the first steel pipe column (7) and the inner top surface of the first upper pilot tunnel (3), a second supporting part lining structure (10) is arranged between the upper end of the second steel pipe column (8) and the inner top surface of the second upper pilot tunnel (4), a middle top surface lining structure (11) is arranged between the first supporting part lining structure (9) and the second supporting part lining structure (10),
a first side upper guide hole (12) is formed in one side, far away from the second upper guide hole (4), of the first upper guide hole (3), a second side upper guide hole (13) is formed in one side, far away from the first upper guide hole (3), of the second upper guide hole (4), a first side span lining structure (14) is arranged in the first side upper guide hole (12), a second side span lining structure (15) is arranged in the second side upper guide hole (13),
the large pilot tunnel is arranged below the upper pilot tunnel group in an extending mode, and a bottom plate and a side wall supporting structure are arranged in the large pilot tunnel.
2. The underground excavation station engineering structure of the subway as claimed in claim 1, wherein a first steel pipe column through hole is drilled between the first lower guide hole (1) and the first upper guide hole (3), and a second steel pipe column through hole is drilled between the second lower guide hole (2) and the second upper guide hole (4); when the first steel pipe column (7) is erected, the first steel pipe column (7) passes through the first steel pipe column through hole; when the second steel pipe column (8) is erected, the second steel pipe column (8) passes through the second steel pipe column penetration hole.
3. The underground excavation station engineering structure of the subway according to claim 2, wherein the first temporary middle partition wall (5) and the second temporary middle partition wall (6) comprise section steel, reinforcing steel meshes are arranged on two sides of the section steel, and concrete layers cured after concrete injection are arranged outside the reinforcing steel meshes.
4. The underground excavation station engineering structure of the subway according to claim 1, wherein the first upper guide hole (3) and the second upper guide hole (4) are provided with primary support structures, the primary support structures comprise arch waterproof layers arranged on inner top surfaces of the first upper guide hole (3) and the second upper guide hole (4), the arch waterproof layers comprise geotechnical cloth buffer layers and ECB plastic waterproof layers arranged from top to bottom, the nominal breaking strength of the geotechnical cloth buffer layers is 15kN/m, and the thickness of the ECB plastic waterproof layers is not less than 2mm.
5. The underground excavation station engineering structure of the subway as claimed in claim 4, wherein the leveling treatment is performed on the inner top surfaces of the first upper pilot tunnel (3) and the second upper pilot tunnel (4) before the arch waterproof layer is arranged, and the treatment method adopts sprayed concrete to sweep the surface or mass ratio of 1:2.5, a cement mortar plastering method.
6. The structure of underground excavation station engineering of a subway as claimed in claim 4 or 5, wherein the primary support structure includes guide hole leveling hardening treatment and setting up a formwork support, which are sequentially performed.
7. The underground excavation station engineering structure of the subway as claimed in claim 1, wherein one section of the lining structure (9) of the first supporting part is taken as a test section, a cooling pipe and a thermometer are buried in the test section, the thermometer can monitor the temperature difference of the concrete lining, if the temperature difference of the concrete lining of the test section exceeds 25 ℃, the cooling pipe is immediately cooled by water, the cooling pipe is buried in the subsequent construction, and if the temperature difference of the concrete lining of the first section does not exceed 25 ℃, the cooling pipe is not buried in the subsequent construction section.
8. The structure of the subway underground excavation station engineering according to claim 1, wherein a construction joint is formed between the upper side pilot tunnel and the first upper pilot tunnel (3) and the second upper pilot tunnel (4), and the construction joint is provided with:
1) A 600mm wide self-adhesive waterproof board construction joint position reinforcing layer, wherein the self-adhesive waterproof board with the same polarity as the ECB waterproof board is used for reinforcing the waterproof layer at the position;
2) The construction joint is reserved as a tongue-and-groove form, a middle-buried water stop belt is buried in the tongue-and-groove upper opening, and a water-swelling water stop adhesive tape is arranged in the tongue-and-groove lower opening;
3) And (3) brushing cement-based crystalline waterproof paint at the construction joint interface after roughening and cleaning.
9. The structure of underground excavation station engineering of a subway as claimed in claim 1, characterized in that the concrete material used in the process of completing the first supporting portion lining structure (9), the second supporting portion lining structure (10), the first side span lining structure (14) and/or the second side span lining structure (15) comprises the following raw materials in parts by weight:
1 part of cement, 1.77 parts of fine aggregate, 1.81 parts of coarse aggregate, 0.089 part of expanding agent, 0.018 part of water reducer and 0.38 part of water.
CN202310063974.3A 2023-01-13 2023-01-13 Structure of subway underground excavation station engineering Pending CN116220727A (en)

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Application Number Priority Date Filing Date Title
CN202310063974.3A CN116220727A (en) 2023-01-13 2023-01-13 Structure of subway underground excavation station engineering

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN202310063974.3A CN116220727A (en) 2023-01-13 2023-01-13 Structure of subway underground excavation station engineering

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Publication Number Publication Date
CN116220727A true CN116220727A (en) 2023-06-06

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Country Link
CN (1) CN116220727A (en)

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