CN111305851A - Soft soil layer subway station extension method and structure based on inserted beam freezing method - Google Patents

Soft soil layer subway station extension method and structure based on inserted beam freezing method Download PDF

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Publication number
CN111305851A
CN111305851A CN202010296762.6A CN202010296762A CN111305851A CN 111305851 A CN111305851 A CN 111305851A CN 202010296762 A CN202010296762 A CN 202010296762A CN 111305851 A CN111305851 A CN 111305851A
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CN
China
Prior art keywords
bent
station
sleeves
lining unit
shield
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Pending
Application number
CN202010296762.6A
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Chinese (zh)
Inventor
胡指南
孙明磊
刘志春
申瑾
林攀
黄双林
杜孔泽
李新志
王飞
王煦霖
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Shijiazhuang Tiedao University
China Railway First Survey and Design Institute Group Ltd
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Shijiazhuang Tiedao University
China Railway First Survey and Design Institute Group Ltd
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Application filed by Shijiazhuang Tiedao University, China Railway First Survey and Design Institute Group Ltd filed Critical Shijiazhuang Tiedao University
Priority to CN202010296762.6A priority Critical patent/CN111305851A/en
Publication of CN111305851A publication Critical patent/CN111305851A/en
Pending legal-status Critical Current

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Classifications

    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D9/00Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
    • E21D9/001Improving soil or rock, e.g. by freezing; Injections
    • EFIXED CONSTRUCTIONS
    • E21EARTH 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
    • E21D11/105Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
    • EFIXED CONSTRUCTIONS
    • E21EARTH 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
    • E21D11/14Lining predominantly with metal
    • E21D11/18Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
    • EFIXED CONSTRUCTIONS
    • E21EARTH 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
    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D9/00Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
    • E21D9/01Methods or apparatus for enlarging or restoring the cross-section of tunnels, e.g. by restoring the floor to its original level

Abstract

The invention provides a soft soil layer subway station expansion method and structure based on an inserted beam freezing method, which comprises a shield tunnel, a middle platform and a frozen soil layer, wherein the middle platform is connected between two parallel shield tunnels and is communicated with the shield tunnel, and the frozen soil layer is wrapped outside the middle platform; the middle platform comprises a top lining unit, a bottom lining unit, side columns and a structural bottom plate, wherein the top lining unit and the bottom lining unit are arranged between the shield tunnels and are vertically symmetrical, and the frozen soil layers are distributed along the arched outer surfaces of the top lining unit and the bottom lining unit; two side ends of the bottom lining unit and the top lining unit are connected and supported through side columns; the structural floor is disposed above the bottom lining unit and is maintained at the same level as both ends of the bottom lining unit. The invention solves the problem that the expansion mode moves soil seriously to cause great deformation of the subway and the surrounding soil body, and has the advantages of high construction efficiency, short construction period and high safety.

Description

Soft soil layer subway station extension method and structure based on inserted beam freezing method
Technical Field
The invention belongs to the technical field of geotechnical construction, and particularly relates to a soft soil stratum subway station extension method and structure based on an inserted beam freezing method.
Background
The shield method has the advantages of good anti-seepage property, safe and quick construction, irrelevant construction cost and buried depth conditions, small influence on the surrounding environment and the like, becomes an important construction method in the construction of subways in China, and becomes a preferred method in many occasions. However, the problems of too short division of the shield construction section, low equipment utilization rate, too long waiting time of the shield machine section and the like always limit the development and application of the shield technology in China, and one of the main reasons for the problems is that the contradiction between the shield section construction and the station construction in construction speed and organization is not well solved.
Chinese patent ZL201310468894.2 discloses an existing subway station major structure extension construction method, which mainly carries out precipitation construction through a plurality of precipitation well pipes until underground water below a bottom plate is reduced to a designed depth to carry out extension construction on the extended subway station major structure, and supports an underground enclosure structure in a stress conversion mode of plate support instead, but the extension mode moves soil seriously, which causes great deformation of the subway and surrounding soil bodies, and even collapse of the stratum and damage of the existing operation subway possibly occur, thereby causing major safety accidents. Therefore, in order to reduce the influence of shield construction in a soft soil area on surface buildings and surrounding soil bodies and ensure the construction safety, effective construction technology and method must be formulated so as to control the influence on the surrounding environment.
Disclosure of Invention
In order to overcome the defects of the prior construction technology, the invention provides the extension method of the subway station in the soft soil stratum based on the inserted beam freezing method, which has high construction efficiency, high safety and small influence on the surrounding environment.
Meanwhile, the invention also provides a subway station extension structure built by the soft soil layer subway station extension method based on the inserted beam freezing method.
The technical scheme adopted by the invention is as follows:
a soft soil layer subway station extension method based on an inserted beam freezing method is realized by the following steps:
1) an upper through hole and a lower through hole are respectively arranged at the opposite positions on the shield pipe sheets of the two parallel shield tunnels;
2) erecting reaction frames in the shield tunnels on two sides respectively, fixing a reaction support and a guide frame on the reaction frames, arranging a jacking oil cylinder on the reaction support, enabling a telescopic rod of the jacking oil cylinder to coincide with the central axis of the perforation in the step 1), and enabling the guide direction of the guide frame to coincide with the telescopic direction of the telescopic rod;
3) respectively fixing bent sleeves on reaction frames corresponding to the shield tunnels on the two sides, fixing a guide frame on the periphery of the bent sleeves to adjust the jacking direction of the bent sleeves, respectively jacking towards the soil body between the shield tunnels on the two sides along the perforation position of a shield segment by using a jacking oil cylinder, jacking a next bent sleeve after a first bent sleeve enters the soil body, repeating until the two first bent sleeves reach the middle position and the tops of the two first bent sleeves are vertically spliced into a whole, and sequentially connecting the bent sleeves into an arch structure;
4) after the bent sleeves are jacked in, refrigerants are filled into the bent sleeves on the two sides, the interlayers of the bent sleeves are filled with the refrigerants to form a refrigerant main inlet pipeline, the refrigerants flow out of the core pipe of the bent sleeve to form a refrigerant main return pipeline, the arched inner side soil body and the arched outer side soil body of the bent sleeves are frozen, and the refrigerants are stopped being filled;
5) constructing longitudinal beams and upright columns in the shield tunnels at two sides, wherein the longitudinal beams are arranged at the upper end and the lower end of the upright columns, so that the upright columns are connected with the upper through holes and the lower through holes of the shield tunnels through the longitudinal beams;
6) excavating an intermediate soil body between the two shield tunnels from top to bottom and from left to right, performing a station waterproof measure after the excavation is finished, and performing a station lining after the station waterproof is finished, so that the station lining is laid along the inner side of the arch of the curved sleeve jacked in the step 3);
7) and cutting off the redundant bent sleeves exposed outside the perforated pore passages at two sides, pouring concrete into the interlayer and the core pipe of the bent sleeves, removing shield pipe pieces opposite to the stand columns on the two shield tunnels, and finally constructing a station structure bottom plate to finish the extension of the subway and the station.
Further limiting, the step 3) is specifically:
3.1) respectively fixing bent sleeves on reaction frames corresponding to the shield tunnels on the two sides, fixing a guide frame on the periphery of the bent sleeves, and adjusting the jacking direction of the bent sleeves;
3.2) pushing the bent sleeves oppositely towards the middle of the soil body between the shield tunnels on two sides along the perforation position of the shield segment by using the jacking oil cylinder, wherein the jacking end of the jacking first section of bent sleeve is of a closed tip structure, the tip end surfaces of the jacking first sections of bent sleeves on two sides are matched, and the soil body is extruded towards the inner side and the outer side by using the tip structure;
3.3) after the first section of bent sleeve enters the soil body, the next section of bent sleeve is jacked, jacking is repeated until the two first sections of bent sleeves reach the middle position, the tips of the two first sections of bent sleeves are vertically spliced into a whole, and the bent sleeves are sequentially connected into an arch structure.
And (3) further limiting, and step 6) applying a station waterproof measure, specifically, after the middle soil body is excavated, sequentially laying a geotextile cushion layer and a waterproof plate on the bent inner side of the bent sleeve pushed in the step 3) along the extending direction of the shield tunnel.
Further limiting, the curvature radius of the arch structures formed by sequentially connecting the bent sleeves is 700-1200 cm.
A subway and station extension structure extended by the soft soil layer subway station extension method based on the inserted beam freezing method is characterized in that: the device comprises a shield tunnel, an intermediate station which is connected between two parallel shield tunnels and is communicated with the shield tunnel, and a frozen soil layer which is wrapped outside the intermediate station;
the middle platform comprises a top lining unit, a bottom lining unit, side columns and a structural bottom plate, wherein the top lining unit and the bottom lining unit are arranged between the shield tunnels and are vertically symmetrical, and frozen soil layers are distributed along the arched outer surfaces of the top lining unit and the bottom lining unit; two side ends of the bottom lining unit and the top lining unit are connected and supported through side columns; the structural bottom plate is arranged above the bottom lining unit and is kept on the same horizontal plane with the two ends of the bottom lining unit.
Further inject, top lining cutting unit and bottom lining cutting unit all include the outside each other splice for the crooked sleeve pipe layer of domes, pour into the concrete layer in the intermediate layer and the core pipe on crooked sleeve pipe layer and set gradually waterproof layer and the station lining cutting of the arch inboard on crooked sleeve pipe layer.
Further limiting, the jacking end head of the first section of the bent sleeve jacked in the middle of the bent sleeve layer is of a closed tip structure, the tip end faces of the first section of the bent sleeve jacked in the two sides are matched, and frozen soil leaked between the two closed tip ends is connected into an integrated arch structure to form the bent sleeve layer.
Further, the seam between the two first-section jacking bent sleeves is not more than 5cm, and a plurality of stiffening ribs are arranged at intervals in the interlayer inside the bent sleeves.
Further, the side columns comprise longitudinal beams and upright columns, wherein the longitudinal beams are arranged at two ends of the upright columns and used for realizing the stable connection and support of the upright columns with the top lining unit and the bottom lining unit; the longitudinal beam is of a trapezoidal structure, and the inclined surface end of the longitudinal beam is connected with the top lining unit or the bottom lining unit.
Compared with the prior art, the soft soil layer subway station extension method based on the inserted beam freezing method has the following beneficial effects:
(1) the subway station expansion method for the soft soil stratum is mainly characterized in that a refrigerant medium is poured into a bent sleeve firstly, so that the soft soil layer on the outer side of the bent sleeve can be frozen to form a stable soil body structure, the bent sleeve is used for pre-supporting the top and the bottom, a mountain tunnel excavation mode is adopted in an embedded system for excavation, side columns are built step by step, small expansion, downward layer increasing and step by step building can be realized, and the method is suitable for the expansion of the subway station with strict ground surface settlement control and the soft stratum which is easy to collapse or settle.
(2) The construction efficiency is high, the construction period is short, and the safety is high.
(3) Compared with the open cut method, the method does not need precipitation and peripheral maintenance structures, does not affect ground traffic, has less excavated earth volume, has small influence on peripheral strata and has short engineering period.
(4) Compared with the common underground excavation method, the invention has the advantages of high structural rigidity, effective pre-supporting shed frame formation, good deformation control effect on the earth surface and stratum, and no danger to other underground and earth surface structures and structures in the construction process.
(5) The method realizes the close connection between the existing interval shield tunnel and the building structure and the reasonable conversion of the structural system, furthest reserves the existing segment structure, reduces the segment dismantling cost, reduces the project amount of the newly built structure, and simultaneously reduces the disturbance to the stratum.
Drawings
Fig. 1 is a schematic diagram of an extension structure of a subway and a station.
Fig. 2 is a schematic view of a segment opening portion.
Fig. 3 is a schematic diagram of the casing run-in.
FIG. 4 is a cross-sectional view of a curved cannula.
Fig. 5 is a schematic view of the communication between the refrigerant inlet and return pipes arranged on each section.
Figure 6 is a schematic view of the casing freezing the soil mass.
Fig. 7 is a schematic diagram of the excavation sequence of the station soil body.
In the figure, 1-perforation, 2-reaction frame, 3-reaction support, 4-jacking oil cylinder, 5-guide frame, 6-bending sleeve, 61-stiffening rib, 7-refrigerant total inlet pipeline, 8-refrigerant total return pipeline, 9-concrete, 10-longitudinal beam, 11-upright post, 12-geotextile cushion layer, 13-EVA waterproof board, 14-station lining, 15-station bottom board and 16-frozen soil layer.
Detailed Description
The technical solution of the present invention will be further explained with reference to the accompanying drawings and examples.
Example 1
As shown in fig. 1, the subway and station extension structure of the present embodiment includes a shield tunnel, an intermediate platform connected between two parallel shield tunnels and communicated with the shield tunnel, and a frozen soil layer 16 wrapped outside the intermediate platform.
The middle platform comprises a top lining unit, a bottom lining unit, side columns and a structural bottom plate, the top lining unit and the bottom lining unit are arranged between the shield tunnels and are vertically symmetrical, and the frozen soil layer 16 is arranged along the arched outer surfaces of the top lining unit and the bottom lining unit. The top lining unit and the bottom lining unit respectively comprise a bent sleeve layer, a waterproof layer and a station lining 14, wherein the bent sleeve layer is distributed at intervals on the outer side of the top lining unit and the bottom lining unit, and the waterproof layer and the station lining are sequentially arranged on the inner side of the bent sleeve layer. The curved casing layer is formed by oppositely jacking a plurality of sections of seamless curved casings 6 with the length of 0.7-1.0 m and the diameter of 50cm in a soil body so as to be spliced into a whole, so that an arch structure with the curvature radius of 700-1200 cm is formed, and the curvature radius is preferably 900 cm. The end of the first section of the bent sleeve 6 which is positioned in the middle and is the first section when in jacking is of a closed tip structure, the structure is similar to a wedge shape, and the tip end surfaces of the first sections of the bent sleeve 6 jacked at two sides are matched and spliced into a whole in an up-and-down matching mode. In order to ensure the structural strength, the gap between the two first-section jacking bent sleeves 6 is not more than 5 cm. In the embodiment, the inner diameter of a core pipe in the bent sleeve 6 is 36cm, a heat insulation coating of 0.5cm is coated on the outer wall of the bent sleeve 6, in order to ensure the structural strength of the sleeve, stiffening ribs 61 with the thickness of 4-5 cm and the length of 30cm are distributed at intervals in the outer side of the core pipe, namely in the interlayer of the bent sleeve 6 for supporting, when the bent sleeve is used, a refrigerant is injected into the interlayer of the bent sleeve 6, a refrigerant main inlet pipeline 7 is formed in the interlayer, and a refrigerant main return pipeline 8 is formed in the core pipe of the bent sleeve 6. And adjacent sleeves are connected into an arch structure by welding. The waterproof layer is composed of a geotextile cushion layer 12 with the thickness of 3-5 mm and an EVA waterproof plate 13 with the thickness of 2mm, the thickness of the station lining 14 is 30-40 cm, the thickness of the embodiment is 30cm, and the waterproof layer is prefabricated by adopting a concrete material. The structure bottom plate 15 sets up in the top of bottom lining unit and keeps on same horizontal plane with the both ends of bottom lining unit, and bottom plate thickness 40 ~ 50cm reinforced concrete sets up the support column in order to guarantee the stability of structure bottom plate 15, at the transfer of structure bottom plate 15, makes its and bottom lining unit firm connection through the support column that the interval was laid. The side columns are arranged at two side ends of the bottom lining unit and the top lining unit, so that the bottom lining unit and the top lining unit are connected and supported through the side columns; the side columns comprise longitudinal beams 10 and vertical columns 11, wherein the longitudinal beams 10 are arranged at two ends of the vertical columns 11 and used for realizing stable connection and support of the vertical columns 11 with the top lining units and the bottom lining units. The upright post 11 is of a reinforced concrete structure with the width of 60-70 cm and the length of 60-70 cm. The longitudinal beam 10 is also of a reinforced concrete structure, which is a trapezoidal structure, and the inclined end of the longitudinal beam 10 is connected with the top lining unit or the bottom lining unit to increase the contact surface and realize stable support.
The subway and station extension structure is constructed by the following soft soil layer subway station extension method based on an inserted beam freezing method, and is specifically realized by the following steps:
1) an upper perforation hole 1 and a lower perforation hole 1 are respectively arranged at the opposite positions of the shield pipe sheets of the two shield tunnels in parallel in the two directions, and the aperture of each perforation hole 1 is more than the diameter +/-3 mm of the bent sleeve 6, so that the bent sleeve 6 can be smoothly jacked in, as shown in figure 2.
2) The method comprises the steps that reaction frames 2 are erected in shield tunnels on two sides respectively, reaction supports 3 and guide frames 5 are fixed on the reaction frames 2, jacking oil cylinders 4 are arranged on the reaction supports 3, telescopic rods of the jacking oil cylinders 4 are enabled to coincide with the central axis of a through hole 1 in the step 1), and the guide directions of the guide frames 5 coincide with the telescopic directions of the telescopic rods. This reaction frame 2 is formed by the shaped steel welding, and reaction support 3 is the bar steel sheet of 2 ~ 3cm thick, with the welding of reaction frame 2, and its inclination is 40. The guide frame 5 is composed of a sleeve and a support frame, the support frame is erected on the reaction frame 2 and fixed on the reaction frame 2, the sleeve is fixed at the front end of a telescopic rod of the jacking oil cylinder 4 through the support frame and used for supporting the bent casing 6 and adjusting and guiding the deflection direction of the bent casing 6 in the jacking process, and the jacking direction is guaranteed to be consistent with the jacking direction of the jacking oil cylinder 4, and the reference figure 3 shows that the deflection direction of the bent casing 6 is consistent with the jacking direction of the jacking oil cylinder 4.
3) Respectively fixing bent sleeves 6 on reaction frames 2 corresponding to shield tunnels on two sides, fixing a guide frame 5 on the periphery of the bent sleeves 6 to adjust the jacking direction of the bent sleeves 6, jacking a bent sleeve 6 oppositely in a soil body between the shield tunnels on the two sides by utilizing a jacking oil cylinder 4 along the position of a perforation 1 of a shield segment, jacking a next bent sleeve 6 after a first bent sleeve 6 enters the soil body, repeating until the two first bent sleeves 6 reach the middle position and the tops of the two first bent sleeves 6 are spliced into a whole up and down, and sequentially connecting the bent sleeves 6 into an arch structure; the method specifically comprises the following steps:
3.1) respectively fixing bent sleeves 6 on reaction frames 2 corresponding to shield tunnels on two sides, fixing a guide frame 5 on the periphery of each bent sleeve 6, and adjusting the jacking direction of each bent sleeve 6;
3.2) pushing the bent sleeves 6 oppositely towards the middle of the soil body between the shield tunnels on two sides along the through hole 1 of the shield segment by using the jacking oil cylinder 4, wherein the jacking end of the jacking first section of bent sleeve 6 is of a closed tip structure, the tip end surfaces of the jacking first sections of bent sleeves 6 on two sides are matched, and the soil body is extruded towards the inner side and the outer side by using the tip structure;
3.3) after the first section of bent sleeve 6 enters the soil body, the next section of bent sleeve 6 is jacked in, jacking is repeated until the two first sections of bent sleeves 6 reach the middle position, the tips of the two first sections of bent sleeves 6 are spliced into a whole up and down, and the bent sleeves 6 are sequentially connected into an arch structure.
4) After the jacking of the bent sleeves 6 is finished, erecting a refrigerant pipeline mounting rack 10 in the shield tunnels on the two sides, simultaneously filling refrigerants into the two ends of the bent sleeve layer, namely filling refrigerants into the interlayer of each bent sleeve 6 to form a refrigerant main inlet pipeline 7 integrally, allowing the refrigerants to flow out of the core pipe of the bent sleeve 6 to form a refrigerant main return pipeline 8, freezing soil bodies on the inner side and the outer side of the arch of the bent sleeve layer under the action of the refrigerants to form a frozen soil body 13, and stopping refrigerant filling; see fig. 4-6.
5) Constructing longitudinal beams 10 and vertical columns 11 in the shield tunnels on two sides, wherein the longitudinal beams 10 are arranged at the upper end and the lower end of the vertical columns 11, so that the vertical columns 11 are connected with upper through holes 1 and lower through holes 1 of the shield tunnels through the longitudinal beams 10;
6) referring to fig. 7, excavating middle soil bodies between two shield tunnels from top to bottom and from left to right (i.e. according to the sequence from I to VI), and applying a station waterproof measure after the excavation is finished, namely paving a geotextile cushion 12 with the thickness of 5mm and an EVA waterproof plate 13 with the thickness of 3mm in sequence on the bent inner side of the bent sleeve 6 pushed in the step 3) along the extending direction of the shield tunnels, prefabricating a station lining 14 with the thickness of 30cm by adopting a concrete material after the station waterproof is finished, and paving the station lining 14 on the bent inner side of the bent sleeve 6 pushed in the step 3).
7) Cutting off the redundant bent sleeve 6 exposed outside the pore channels of the through holes 1 at the two sides, then sealing the port of the bent sleeve 6 by using a steel plate, and reserving a grouting hole and an exhaust hole on the port of the bent sleeve 6; pouring concrete 9 into the interlayer and the core pipe of the bent sleeve 6, removing shield segments 14 on the two shield tunnels opposite to the upright post 11, and finally constructing a station structure bottom plate 15 to complete subway and station expansion, as shown in fig. 1.
Example 2
The subway and station extension structure of the embodiment is the same as that of embodiment 1.
The subway and station extension method based on the sleeve concrete beam inserting method is specifically realized by the following steps:
the subway and station extension structure is constructed by the following soft soil layer subway station extension method based on an inserted beam freezing method, and is specifically realized by the following steps:
1) an upper perforation 1 and a lower perforation 1 are respectively arranged at the opposite positions on the shield pipe sheets of the two shield tunnels in parallel in the two directions, and the aperture of the perforation 1 is more than the diameter +/-3 mm of the bent sleeve 6, so that the bent sleeve 6 can be smoothly jacked.
2) The method comprises the steps that reaction frames 2 are erected in shield tunnels on two sides respectively, reaction supports 3 and guide frames 5 are fixed on the reaction frames 2, jacking oil cylinders 4 are arranged on the reaction supports 3, telescopic rods of the jacking oil cylinders 4 are enabled to coincide with the central axis of a through hole 1 in the step 1), and the guide directions of the guide frames 5 coincide with the telescopic directions of the telescopic rods. The reaction frame 2 is formed by welding profile steels, the reaction support 3 is an isosceles triangle cushion block with the thickness of 8-10cm, and is welded with the reaction frame 2, and the inclination angle of the reaction frame is 45 degrees. The guide frame 5 is composed of a sleeve and a support frame, the support frame is erected on the reaction frame 2 and fixed on the reaction frame 2, the sleeve is fixed at the front end of a telescopic rod of the jacking oil cylinder 4 through the support frame and used for supporting the bent sleeve 6 and adjusting and guiding the deflection direction of the bent sleeve 6 in the jacking process, and the jacking direction is guaranteed to be consistent with the jacking direction of the jacking oil cylinder 4.
3) Respectively fixing bent sleeves 6 on reaction frames 2 corresponding to shield tunnels on two sides, fixing a guide frame 5 on the periphery of the bent sleeves 6 to adjust the jacking direction of the bent sleeves 6, jacking a bent sleeve 6 oppositely in a soil body between the shield tunnels on the two sides by utilizing a jacking oil cylinder 4 along the position of a perforation 1 of a shield segment, jacking a next bent sleeve 6 after a first bent sleeve 6 enters the soil body, repeating until the two first bent sleeves 6 reach the middle position and the tops of the two first bent sleeves 6 are spliced into a whole up and down, and sequentially connecting the bent sleeves 6 into an arch structure; the method specifically comprises the following steps:
3.1) respectively fixing bent sleeves 6 on reaction frames 2 corresponding to shield tunnels on two sides, fixing a guide frame 5 on the periphery of each bent sleeve 6, and adjusting the jacking direction of each bent sleeve 6;
3.2) pushing the bent sleeves 6 oppositely towards the middle of the soil body between the shield tunnels on two sides along the through hole 1 of the shield segment by using the jacking oil cylinder 4, wherein the jacking end of the jacking first section of bent sleeve 6 is of a closed tip structure, the tip end surfaces of the jacking first sections of bent sleeves 6 on two sides are matched, and the soil body is extruded towards the inner side and the outer side by using the tip structure;
3.3) after the first section of bent sleeve 6 enters the soil body, the next section of bent sleeve 6 is jacked in, jacking is repeated until the two first sections of bent sleeves 6 reach the middle position, the tips of the two first sections of bent sleeves 6 are spliced into a whole up and down, and the bent sleeves 6 are sequentially connected into an arch structure.
4) After the jacking of the bent sleeves 6 is finished, refrigerant pipeline mounting frames are erected in the shield tunnels on the two sides, refrigerants are simultaneously poured into the two ends of the bent sleeve layer, namely, the refrigerants are poured into the interlayer of each bent sleeve 6 to form a refrigerant main inlet pipeline 7 integrally, the refrigerants flow out from the core pipe of the bent sleeve 6 to form a refrigerant main return pipeline 8, the arched inner and outer soil bodies of the bent sleeve layer are frozen under the action of the refrigerants to form a frozen soil body 13, and the refrigerant filling is stopped;
5) constructing longitudinal beams 10 and vertical columns 11 in the shield tunnels on two sides, wherein the longitudinal beams 10 are arranged at the upper end and the lower end of the vertical columns 11, so that the vertical columns 11 are connected with upper through holes 1 and lower through holes 1 of the shield tunnels through the longitudinal beams 10;
6) excavating an intermediate soil body between two shield tunnels from top to bottom and from left to right (i.e. according to the sequence from I to VI), and applying a station waterproof measure after the excavation is finished, namely paving a geotextile cushion layer 12 with the thickness of 3mm and an EVA waterproof plate 13 with the thickness of 2mm on the curved inner side of the curved sleeve 6 jacked in the step 3) in sequence along the extending direction of the shield tunnels, prefabricating a 40cm station lining 14 by adopting a concrete material after the station waterproof is finished, and paving the station lining 14 on the curved inner side of the curved sleeve 6 jacked in the step 3).
7) Cutting off the redundant bent sleeve 6 exposed outside the pore channels of the through holes 1 at the two sides, then sealing the port of the bent sleeve 6 by using a steel plate, and reserving a grouting hole and an exhaust hole on the port of the bent sleeve 6; pouring concrete 9 into the interlayer and the core pipe of the bent sleeve 6, removing shield segments opposite to the stand columns 11 on the two shield tunnels, and finally constructing a station structure bottom plate 15, wherein the thickness of the bottom plate is 40cm, and completing subway and station extension.

Claims (9)

1. A soft soil layer subway station extension method based on an inserted beam freezing method is characterized by comprising the following steps:
1) an upper perforation and a lower perforation (1) are respectively arranged at the opposite positions of the shield pipe sheets of the two parallel shield tunnels;
2) respectively erecting reaction frames (2) in shield tunnels on two sides, fixing a reaction support (3) and a guide frame (5) on the reaction frames (2), arranging a jacking oil cylinder (4) on the reaction support (3), enabling a telescopic rod of the jacking oil cylinder (4) to coincide with a central shaft of the through hole (1) in the step 1, and enabling the guide direction of the guide frame (5) to coincide with the telescopic direction of the telescopic rod;
3) respectively fixing bent sleeves (6) on reaction frames (2) corresponding to shield tunnels on two sides, fixing guide frames (5) on the peripheries of the bent sleeves (6) to adjust the jacking direction of the bent sleeves (6), respectively jacking towards the earth body between the shield tunnels on the two sides along the positions of through holes (1) of shield segments by utilizing jacking oil cylinders (4), jacking a next bent sleeve (6) after a first bent sleeve (6) enters the earth body, repeating until two first bent sleeves (6) reach the middle position and the tops of the two first bent sleeves (6) are vertically spliced into a whole, and sequentially connecting all the bent sleeves (6) into an arch structure;
4) after the bent sleeves (6) are jacked in, refrigerants are filled into the bent sleeves (6) on the two sides, the interlayers of the bent sleeves (6) are filled with the refrigerants to form a refrigerant main inlet pipeline (7), the refrigerants flow out of a core pipe of the bent sleeves (6) to form a refrigerant main return pipeline (8), the arched inner and outer soil bodies of the bent sleeves (6) are frozen, and the refrigerants are stopped being filled;
5) constructing longitudinal beams (10) and upright columns (11) in shield tunnels on two sides, wherein the longitudinal beams (10) are arranged at the upper end and the lower end of the upright columns (11) so that the upright columns (11) are connected with upper through holes (1) and lower through holes (1) of the shield tunnels through the longitudinal beams (10);
6) excavating an intermediate soil body between the two shield tunnels from top to bottom and from left to right, performing station waterproof measures after the excavation is finished, and performing station linings (14) after the station waterproof measures are finished, so that the station linings (14) are laid along the arched inner sides of the curved sleeves (6) jacked in the step 3);
7) cutting off the redundant bent sleeve (6) exposed outside the pore passage of the through holes (1) at two sides, pouring concrete (21) into an interlayer and a core pipe of the bent sleeve (6), removing shield segments (14) opposite to the stand columns (11) on the two shield tunnels, and finally constructing a station structure bottom plate (15) to finish the extension of the subway and the station.
2. The soft soil stratum subway station expansion method based on the inserted beam freezing method as claimed in claim 1, wherein said step 3) is specifically:
3.1) respectively fixing bent sleeves (6) on reaction frames (2) corresponding to shield tunnels on two sides, fixing a guide frame (5) on the periphery of the bent sleeves (6), and adjusting the jacking direction of the bent sleeves (6);
3.2) pushing the bent sleeves (6) oppositely towards the middle top of the soil body between the shield tunnels on two sides along the positions of the through holes (1) of the shield segments by using a pushing oil cylinder (4), wherein the pushing end of the pushed first section of bent sleeve (6) is of a closed tip structure, the tip end faces of the pushed first sections of bent sleeves (6) on two sides are matched, and the soil body is extruded towards the inner side and the outer side by using the tip structure;
3.3) after the first section of bent casing pipe (6) enters the soil body, the next section of bent casing pipe (6) is jacked in repeatedly, the two first section of bent casing pipes (6) reach the middle position, the tips of the two first section of bent casing pipes (6) are vertically spliced into a whole, and the bent casing pipes (6) are sequentially connected into an arch structure.
3. A soft soil layer subway station expansion method based on an inserted beam freezing method as claimed in claim 1, characterized in that step 6) is implemented with a station waterproof measure, specifically, after the middle soil body is excavated, a geotextile cushion layer (12) and a waterproof plate (13) are laid in sequence along the extending direction of the shield tunnel on the curved inner side of the curved casing (6) jacked in step 3).
4. A soft soil layer subway station expansion method based on an inserted beam freezing method as claimed in claim 1, wherein said curved sleeves (6) are connected in sequence to form an arch structure with a curvature radius of 700-1200 cm.
5. The subway and station extension structure extended by the soft soil layer subway station extension method based on the inserted beam freezing method of claim 1, characterized in that: comprises a shield tunnel, a middle station which is connected between two parallel shield tunnels and is communicated with the shield tunnel, and a frozen soil layer (16) which is wrapped outside the middle station;
the middle platform comprises a top lining unit, a bottom lining unit, side columns and a structural bottom plate, wherein the top lining unit and the bottom lining unit are arranged between the shield tunnels and are vertically symmetrical, and frozen soil layers (16) are distributed along the arched outer surfaces of the top lining unit and the bottom lining unit; two side ends of the bottom lining unit and the top lining unit are connected and supported through side columns; the structural floor (15) is disposed above the bottom lining element and is maintained in the same horizontal plane as the two ends of the bottom lining element.
6. A subway or station extension structure as claimed in claim 5, wherein: the top lining unit and the bottom lining unit respectively comprise a bent sleeve layer, a concrete layer, a waterproof layer and a station lining (14), wherein the outer sides of the bent sleeve layer and the concrete layer are mutually spliced to form an arch structure, the concrete layer is poured into an interlayer of the bent sleeve layer and a core pipe, and the waterproof layer and the station lining are sequentially arranged on the inner side of an arch of the bent sleeve layer.
7. A subway or station extension structure as claimed in claim 6, wherein: the ejection end of the first section of the bent sleeve (6) ejected from the middle of the bent sleeve layer is of a closed tip structure, the tip end faces of the first sections of the bent sleeves (6) ejected from two sides are matched, and frozen soil leaked between the two closed tips is connected into an integrated arch structure to form the bent sleeve layer.
8. A subway or station extension structure as claimed in claim 7, wherein: the joint between the two first-section jacking bent sleeves (6) is not more than 5cm, and a plurality of stiffening ribs (61) are distributed in the interlayer in the bent sleeves (6) at intervals.
9. A subway or station extension structure as claimed in claim 8, wherein: the side columns comprise longitudinal beams (10) and upright columns (11), wherein the longitudinal beams (10) are arranged at two ends of the upright columns (11) and used for realizing the stable connection and support of the upright columns (11) with the top lining units and the bottom lining units; the longitudinal beam (10) is of a trapezoidal structure, and the inclined surface end of the longitudinal beam is connected with the top lining unit or the bottom lining unit.
CN202010296762.6A 2020-04-15 2020-04-15 Soft soil layer subway station extension method and structure based on inserted beam freezing method Pending CN111305851A (en)

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Publication number Priority date Publication date Assignee Title
CN102094649A (en) * 2011-02-17 2011-06-15 乐贵平 Method for constructing underground space by shield-shallow buried covered excavation composite method
CN204457792U (en) * 2015-02-04 2015-07-08 北京市政建设集团有限责任公司 A kind ofly dig large diameter shield tunnel with many pilot tunnel methods and the subway station of building
CN105240023A (en) * 2015-09-23 2016-01-13 中国地质大学(武汉) Method of adopting curved pipe-jacking supporting structure for extension of shield-driven subway station
CN105240024A (en) * 2015-09-23 2016-01-13 中国地质大学(武汉) Parallel shield tunneling method for extended construction of subway station
CN106837357A (en) * 2017-03-24 2017-06-13 山东大学 A kind of no-dig technique pipe-roof method of use curve pipe canopy
CN107178370A (en) * 2017-07-11 2017-09-19 上海市城市建设设计研究总院(集团)有限公司 It is not take up the method for construction of constructing road subway station weak soil

Patent Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102094649A (en) * 2011-02-17 2011-06-15 乐贵平 Method for constructing underground space by shield-shallow buried covered excavation composite method
CN204457792U (en) * 2015-02-04 2015-07-08 北京市政建设集团有限责任公司 A kind ofly dig large diameter shield tunnel with many pilot tunnel methods and the subway station of building
CN105240023A (en) * 2015-09-23 2016-01-13 中国地质大学(武汉) Method of adopting curved pipe-jacking supporting structure for extension of shield-driven subway station
CN105240024A (en) * 2015-09-23 2016-01-13 中国地质大学(武汉) Parallel shield tunneling method for extended construction of subway station
CN106837357A (en) * 2017-03-24 2017-06-13 山东大学 A kind of no-dig technique pipe-roof method of use curve pipe canopy
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