CN117587858B - Tunnel deformation control method in loading and unloading process above existing subway tunnel - Google Patents

Tunnel deformation control method in loading and unloading process above existing subway tunnel Download PDF

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Publication number
CN117587858B
CN117587858B CN202311617883.6A CN202311617883A CN117587858B CN 117587858 B CN117587858 B CN 117587858B CN 202311617883 A CN202311617883 A CN 202311617883A CN 117587858 B CN117587858 B CN 117587858B
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steel
horizontal pipe
tunnel
isolation
shaped
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CN117587858A (en
Inventor
张向阳
毛继东
于永堂
曹静远
童占国
雷伟
王小勇
张志毅
党涛
马芳臣
王雷
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Shaanxi Huashan Road And Bridge Group Co ltd
Shaanxi Construction Engineering Group Co Ltd
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Shaanxi Huashan Road And Bridge Group Co ltd
Shaanxi Construction Engineering Group Co Ltd
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    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D31/00Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
    • E02D31/08Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against transmission of vibrations or movements in the foundation soil
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D5/00Bulkheads, piles, or other structural elements specially adapted to foundation engineering
    • E02D5/22Piles
    • YGENERAL 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
    • Y02TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
    • Y02EREDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
    • Y02E10/00Energy generation through renewable energy sources
    • Y02E10/20Hydro energy

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  • Engineering & Computer Science (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • Structural Engineering (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Mining & Mineral Resources (AREA)
  • Paleontology (AREA)
  • Civil Engineering (AREA)
  • General Engineering & Computer Science (AREA)
  • Environmental & Geological Engineering (AREA)
  • Hydrology & Water Resources (AREA)
  • Underground Structures, Protecting, Testing And Restoring Foundations (AREA)

Abstract

The invention discloses a tunnel deformation control method in the loading and unloading process above an existing subway tunnel, wherein a supporting system adopted by the control method comprises a plurality of rows of isolation pile groups and a plurality of horizontal pipe curtains, two ends of each horizontal pipe curtain are respectively connected with two first steel sleeves through end connection structures, and the middle part of each horizontal pipe curtain is connected with two second steel sleeves through middle connection structures; the control method comprises the following steps: 1. constructing a plurality of rows of isolation pile groups and crown beams; 2. constructing a plurality of horizontal pipe curtains; 3. constructing an end connection structure; 4. backfilling an originating well foundation pit and a receiving well foundation pit; 5. constructing a middle connecting structure; 6. and constructing a loading structure to be built. According to the invention, the load born by the end part of the horizontal pipe curtain can be transferred to the side isolation piles by using the end part connecting structure, the jacking force of the upward bulge in the middle part of the horizontal pipe curtain can be transferred to the middle isolation piles by using the middle part connecting structure, and the deformation of the subway tunnel can be effectively controlled in the loading and unloading process above the existing subway tunnel.

Description

Tunnel deformation control method in loading and unloading process above existing subway tunnel
Technical Field
The invention belongs to the technical field of geotechnical engineering, and particularly relates to a tunnel deformation control method in a loading and unloading process above an existing subway tunnel.
Background
With the continuous development of urban rail transit construction, urban subway lines in urban center areas are more and more dense, and the engineering construction activities along the subways are gradually increased, so that the engineering activities of constructing tunnels, building (construction) and the like above existing subway tunnels are inevitably encountered, the loading or unloading generated by the engineering activities can cause the dynamic change of stress fields and displacement fields of surrounding rock and soil of the subways, the stress strain state of the subway tunnel below the tunnel can be influenced and even changed, so that the tunnel generates vertical and horizontal displacement, the cross section can generate convergence deformation, potential safety hazards such as water seepage of a fracturing seam of a tunnel segment can occur when serious, and serious threat is brought to the operation safety of the built subway. In the engineering construction at present, an isolation pile method, a pipe curtain method and an isolation pile and pipe curtain combined structure method are often adopted to control deformation of an existing subway tunnel structure; the isolation pile method is to apply a plurality of rows of anti-pulling piles on two sides of the existing subway tunnel, to excavate in sections and connect the same row of anti-pulling piles into a whole by plates, wherein the isolation piles have high rigidity and can restrict settlement or rebound deformation of soil body caused by loading or unloading; the pipe curtain method is to apply vertical shafts on two sides of the existing subway tunnel, then apply pipe curtain above the subway tunnel to be protected, the end part of the pipe curtain is embedded into the vertical shaft enclosure structure to form a pipe curtain roof-pressing isolation protection layer with higher rigidity, and the influence of upper loading or unloading on the existing subway tunnel is reduced; the combined structure method of the isolation pile and the pipe curtain comprises the following steps: the spacing between the uplift piles in the isolation piles is properly increased, a pipe curtain is applied between the adjacent uplift piles, the pipe curtain and the isolation piles form a whole through a connecting structure, soil around a tunnel is restrained, and tunnel deformation caused by loading or unloading on the upper side and the two sides is reduced from multiple directions. However, the current construction method of the combined structure method of the isolation pile and the pipe curtain has two defects: 1. the fixed constraint is not applied to the pipe curtain span, the length of the pipe curtain is generally larger than 30m, the bulge and settlement deformation of the pipe curtain span after loading and unloading and construction above the tunnel are maximum, and after the construction of a new structure above the tunnel is finished, the vehicle load can cause fatigue damage to the lower pipe curtain structure, wherein the influence on the pipe curtain span position is maximum; if the pipe curtain is not provided with a constraint structure at the midspan position, the capacity of the combined structure of the isolation pile and the pipe curtain for controlling short-term and long-term deformation of the subway tunnel is greatly affected; 2. the pipe curtain and the isolation piles are connected in a steel bar connection or steel plate connection mode to form a connection structure, so that rigid nodes are formed between the pipe curtain and the isolation piles, a large amount of time is required for welding work, steel bar lap joint connection work and crown beam concrete pouring and maintenance work, if the connection structure is stressed and only bears by the steel plate welding seams, the connection structure between the pipe curtains is isolated from each other, the integrity is poor, and the pipe curtain floating caused by a large amount of unloading above a tunnel is difficult to control. Therefore, the existing construction method has the defects of more construction steps, long construction period, low component utilization rate and the like, and the engineering is urgent to develop a tunnel deformation control method in the loading and unloading process above the existing subway tunnel.
Disclosure of Invention
The technical problem to be solved by the invention is to provide a tunnel deformation control method in the loading and unloading process above the existing subway tunnel, which is reasonable in design, can transfer the load born by the end part of the horizontal pipe curtain to the side isolation piles by using the end part connecting structure, can transfer the jacking force of the upward bulge of the middle part of the horizontal pipe curtain to the middle isolation piles by using the middle part connecting structure, can effectively control the deformation of the subway tunnel in the loading and unloading process above the existing subway tunnel, is convenient and fast to construct by using the end part connecting structure and the middle part connecting structure, is beneficial to shortening the construction period and is convenient to popularize and apply.
In order to solve the technical problems, the invention adopts the following technical scheme: a tunnel deformation control method in the loading and unloading process above an existing subway tunnel is characterized by comprising the following steps: the supporting system adopted by the control method comprises a plurality of rows of isolation pile groups distributed along the longitudinal direction of an uplink tunnel and a downlink tunnel of an existing operation subway, wherein horizontal pipe curtains are uniformly distributed between two adjacent rows of isolation pile groups, each row of isolation pile groups comprises two side isolation piles respectively positioned at the outer sides of the uplink tunnel and the downlink tunnel and two middle isolation piles positioned between the uplink tunnel and the downlink tunnel, a first steel sleeve is sleeved on each side isolation pile, a second steel sleeve is sleeved on each middle isolation pile, two ends of each horizontal pipe curtain are respectively connected with the two first steel sleeves through an end connection structure, and the middle part of each horizontal pipe curtain is connected with the two second steel sleeves through a middle connection structure;
The end connecting structure comprises a plugging plate fixedly arranged at the end part of the horizontal pipe curtain, a T-shaped steel pipe connected to the plugging plate and two semicircular anchor hoops which are arranged on the T-shaped steel pipe and are respectively matched with the two adjacent first steel sleeves;
the middle connecting structure comprises a special-shaped I-steel fixedly installed at the top end of the horizontal pipe curtain and vertical coamings arranged between two adjacent second steel sleeves, two ends of the special-shaped I-steel are respectively fixedly installed on two corresponding vertical coamings, a plurality of vertical coamings and a plurality of second steel sleeves are jointly enclosed to form a middle rectangular cavity, two layers of longitudinal steel bars penetrating through webs of the special-shaped I-steel are arranged in the middle rectangular cavity, and the second steel sleeves are located on an outer circular surface in the middle rectangular cavity, an inner side surface of the vertical coamings and two side surfaces of the webs of the special-shaped I-steel and are respectively provided with a plurality of pegs;
The control method comprises the following steps:
Step one, constructing a plurality of rows of isolation pile groups and crown beams:
The structure of the side isolation pile is the same as that of the middle isolation pile, the structure of the first steel sleeve is the same as that of the second steel sleeve, second limit steel bar inserting holes are formed in the first steel sleeve and the second steel sleeve, second limit steel bars which are used for being fixedly connected with a steel bar cage are horizontally inserted in the second limit steel bar inserting holes, and the construction process of the side isolation pile is the same as that of the middle isolation pile;
Step two, constructing a plurality of horizontal pipe curtains:
excavating an originating well foundation pit and a receiving well foundation pit of the horizontal pipe curtain, supporting the originating well foundation pit and the receiving well foundation pit, and then performing construction of a plurality of horizontal pipe curtains;
step three, constructing the end connection structure, which specifically comprises the following steps:
step 301, cleaning the covering soil at two ends of the horizontal pipe curtain, building a construction platform, and manually breaking the concrete layer outside the first steel sleeve;
step 302, fixedly mounting a plugging plate at the end part of the horizontal pipe curtain, and respectively welding the semicircular hoops on two adjacent first steel sleeves to enable the horizontal central lines of the two semicircular hoops and the central line of the plugging plate to be positioned on the same horizontal plane;
Step 303, installing the T-shaped steel pipe between the plugging plate and the two semicircular hoops to realize connection between the end part of the horizontal pipe curtain and two adjacent first steel sleeves;
Backfilling the originating well foundation pit and the receiving well foundation pit:
cleaning the originating well foundation pit and the receiving well foundation pit, and carrying out layered rolling compaction backfilling on the originating well foundation pit and the receiving well foundation pit, wherein backfilling layers are formed in the originating well foundation pit and the receiving well foundation pit, and the top elevation of the backfilling layers is equal to the basic bottom elevation of a loading structure to be built;
step five, constructing the middle connecting structure:
Step 501, excavating a middle connecting foundation trench, namely excavating soil bodies between two rows of middle isolation piles to the top of the horizontal pipe curtain, and manually breaking a concrete layer outside the second steel sleeve; welding a plurality of pegs on the inner side surface of the vertical coaming and the two side surfaces of the web plate of the special-shaped I-steel;
step 502, welding the special-shaped I-steel at the top of the horizontal pipe curtain, welding the vertical coamings between two adjacent second steel sleeves, and respectively and fixedly installing two ends of the special-shaped I-steel on two corresponding vertical coamings;
step 503, constructing two layers of longitudinal steel bars penetrating through the web plate of the special-shaped I-steel in the middle rectangular cavity;
Step 504, pouring fine stone concrete into the middle connecting base groove, and forming a fine stone concrete layer, wherein the top surface of the fine stone concrete layer is higher than the top surface of the vertical coaming, and the top elevation of the fine stone concrete layer is equal to the basic bottom elevation of a to-be-built loading structure;
step 505, applying temporary weight above the fine stone concrete layer after the strength of the fine stone concrete layer meets the design requirement;
Step six, constructing a loading structure to be built:
Step 601, excavating a foundation pit of a loading structure to be built right above the uplink tunnel and right above the downlink tunnel, arranging the foundation pit of the loading structure to be built between the side isolation piles and the middle isolation piles, and constructing two side sectional supports of the foundation pit of the loading structure to be built at the same time;
602, breaking crown beams, pile heads of a plurality of side isolation piles and pile heads of a plurality of middle isolation piles; and then, removing the temporary weight, and constructing the loading structure to be built, so that the foundation of the loading structure to be built is connected with the exposed reinforcing steel bars of the side isolation piles and the exposed reinforcing steel bars of the middle isolation piles in an anchoring manner.
The tunnel deformation control method in the loading and unloading process above the existing subway tunnel is characterized by comprising the following steps of: in the first step, the concrete process of constructing the multi-row isolation pile group and the crown beam comprises the following steps:
Step 101, constructing pile holes of a plurality of side isolation piles and pile holes of a plurality of middle isolation piles;
102, sleeving the first steel sleeve or the second steel sleeve on the reinforcement cage, arranging first limit reinforcements connected with the reinforcement cage at the top and the bottom of the first steel sleeve or the second steel sleeve, horizontally inserting second limit reinforcements in the insertion through holes to enable the second limit reinforcements to be in contact with vertical reinforcements of the reinforcement cage, welding the second limit reinforcements, the vertical reinforcements and the first steel sleeve or the second steel sleeve into a whole, and cutting the exposed ends of the first limit reinforcements and the second limit reinforcements to ensure that the reinforcement cage can be smoothly placed into a pile hole;
Step 103, hoisting the reinforcement cage sleeved with the first steel sleeve or the second steel sleeve into the pile hole;
104, pouring concrete to form side isolation piles or middle isolation piles, and after the concrete reaches the design strength, breaking pile heads of the side isolation piles or the middle isolation piles to expose reserved steel bars for connection with the crown beam;
And 105, constructing a crown beam at the top end of each row of the side isolation piles and the top end of each row of the middle isolation piles.
The tunnel deformation control method in the loading and unloading process above the existing subway tunnel is characterized by comprising the following steps of: the horizontal center line of the first steel sleeve and the axis of the horizontal pipe curtain are positioned in the same horizontal plane, and the horizontal center line of the second steel sleeve and the bus bar at the top of the horizontal pipe curtain are positioned in the same horizontal plane.
The tunnel deformation control method in the loading and unloading process above the existing subway tunnel is characterized by comprising the following steps of: the semicircular anchor ear comprises an arc-shaped steel plate matched with the outer circular surface of the first steel sleeve, wing plates connected to two sides of the arc-shaped steel plate, a rectangular end plate arranged on the outer side of the arc-shaped steel plate and a plurality of connecting plates connected between the arc-shaped steel plate and the rectangular end plate;
The two ends of the T-shaped steel pipe, which are positioned on the same straight line, are respectively welded on rectangular end plates of the two semicircular anchor clamps, and the other end of the T-shaped steel pipe is welded on the plugging plate.
The tunnel deformation control method in the loading and unloading process above the existing subway tunnel is characterized by comprising the following steps of: the lower flange plate of the special-shaped I-steel is an arc flange plate, the inner diameter of the arc flange plate is equal to the outer diameter of the horizontal pipe curtain, and the web plate of the special-shaped I-steel is provided with two rows of longitudinal steel bar penetrating holes.
The tunnel deformation control method in the loading and unloading process above the existing subway tunnel is characterized by comprising the following steps of: the longitudinal steel bars are screw-thread steel bars and are formed by connecting a plurality of steel bar segments through sleeves in sequence.
The tunnel deformation control method in the loading and unloading process above the existing subway tunnel is characterized by comprising the following steps of: the pipe wall of the horizontal pipe curtain is provided with a plurality of slurry outlet holes, and the diameter of each slurry outlet hole is 3 cm-4 cm.
Compared with the prior art, the invention has the following advantages:
1. The support system comprises a plurality of rows of isolation pile groups and a plurality of horizontal pipe curtains, wherein each row of isolation pile groups comprises two side isolation piles and two middle isolation piles, the side isolation piles are sleeved with first steel sleeves, the middle isolation piles are sleeved with second steel sleeves, two ends of each horizontal pipe curtain are respectively connected with the two first steel sleeves through end connection structures, and the middle part of each horizontal pipe curtain is connected with the two second steel sleeves through a middle connection structure; the two ends of the horizontal pipe curtain are respectively firmly locked with the two side isolation piles by utilizing the connection of the end connection structure, and the load born by the end of the horizontal pipe curtain is transferred to the side isolation piles through the end connection structure; the middle part of the horizontal pipe curtain is fixedly connected with the two middle isolation piles by utilizing the middle connecting structure, and the jacking force of the upward bulge of the middle part of the horizontal pipe curtain can be transmitted to the middle isolation piles through the middle connecting structure.
2. The end connection structure of the support system comprises the plugging plate, the T-shaped steel pipe and the two semicircular hoops, wherein the plugging plate is fixedly arranged at the end part of the horizontal pipe curtain, the T-shaped steel pipe is connected to the plugging plate, the two semicircular hoops are arranged on the T-shaped steel pipe and are respectively clasped on the two adjacent first steel sleeves, the shearing rigidity of the end connection structure is greatly enhanced by welding the two semicircular hoops with the first steel sleeves, the T-shaped steel pipe and the semicircular hoops are of prefabricated steel structures in actual construction, the specific size of the T-shaped steel pipe can be adjusted according to the ejection position of the end part of the horizontal pipe curtain, only cutting and welding work is needed on site, the construction period is short, and the operation steps are simple.
3. The middle connecting structure of the support system comprises a plurality of special-shaped I-steels and a plurality of vertical coamings, wherein the plurality of vertical coamings and the plurality of second steel sleeves are jointly surrounded to form a middle rectangular cavity, and two layers of longitudinal steel bars penetrating through webs of the special-shaped I-steels are arranged in the middle rectangular cavity; during practical construction, the middle rectangular cavity is located inside the middle connecting base groove, fine stone concrete is poured into the middle connecting base groove, the fine stone concrete layer is formed, the fine stone concrete layer is higher than the top surface of the vertical coaming, at this time, the middle connecting structure and the fine stone concrete layer jointly form a section steel concrete structure for connecting the middle parts of a plurality of horizontal pipe curtains with two rows of middle isolation piles into a whole, the integral rigidity is high, the upward uplift thrust of the middle part of the horizontal pipe curtain can be finally transmitted to the two rows of middle isolation piles through the vertical coaming, the longitudinal steel bars and the special-shaped I-steel, and a plurality of pegs are arranged on the outer circular surface of the second steel sleeve, the inner side surface of the vertical coaming and the two side surfaces of the web plate of the special-shaped I-steel, so that the connection strength of the middle connecting structure and the two rows of middle isolation piles can be enhanced, the reliability of connection among the second steel sleeve, the vertical coaming and the special-shaped I-steel and the fine stone concrete layer can be improved, the integral rigidity of the section steel concrete structure can be effectively improved, the construction load of the section steel tunnel can be greatly reduced, the excavation load of the existing upper part of the subway tunnel can be excavated, the load of the underground tunnel can be greatly relieved, the load is greatly relieved, and the load of the underground tunnel is caused, and the load is caused by the load-carrying of the underground.
4. According to the invention, after the crown beam, the pile heads of the side isolation piles and the pile heads of the middle isolation piles are broken, the foundation of the loading structure to be built, the exposed steel bars of the side isolation piles and the exposed steel bars of the middle isolation piles are connected in an anchoring manner, so that the load of the loading structure to be built can be completely transferred to soil through the side isolation piles and the middle isolation piles, and the influence of the loading structure to be built on the existing subway tunnel is greatly reduced.
5. Compared with the existing construction method of the combined structure method of the isolation pile and the pipe curtain, the construction process of the control method is scientific and reasonable, is convenient to operate, reliable in connection, and good in use effect, and is suitable for various engineering projects for foundation pit excavation or construction of structures to be built and loaded above important underground structures such as subway tunnels or pipelines, and the like.
In summary, the invention has reasonable design, the load born by the end part of the horizontal pipe curtain can be transferred to the side isolation piles by using the end part connecting structure, the jacking force of the upward bulge of the middle part of the horizontal pipe curtain can be transferred to the middle isolation piles by using the middle part connecting structure, the deformation of the subway tunnel can be effectively controlled in the loading and unloading process above the existing subway tunnel, the construction of the end part connecting structure and the middle part connecting structure is convenient, the construction period is shortened, and the popularization and the application are convenient.
The invention is described in further detail below with reference to the drawings and examples.
Drawings
FIG. 1 is a flow chart of the present invention.
Fig. 2 is a schematic structural view of the support system of the present invention.
Fig. 3 is a schematic view of a construction state of the foundation pit with the loading structure to be built after excavation is completed.
Fig. 4 is a schematic view of a construction state of the loading structure to be built after the construction is completed.
FIG. 5 is a schematic view showing the connection relationship between the end connection structure and the horizontal pipe curtain.
Fig. 6 is a schematic structural view of a semicircular anchor ear of the present invention.
Fig. 7 is a schematic structural view of the middle connecting structure of the present invention.
Fig. 8 is an enlarged view at a of fig. 7.
FIG. 9 is a schematic diagram of the connection between the profiled I-steel and the horizontal pipe curtain according to the invention.
Fig. 10 is a schematic diagram of the connection relationship between the reinforcement cage and the first steel sleeve (second steel sleeve) according to the present invention.
Reference numerals illustrate:
1-crown beam; 2-1-side isolation piles; 2-middle isolation piles;
3-1-a first steel sleeve; 3-2-a second steel sleeve; 4-horizontal pipe curtain;
4-1, a slurry outlet hole; 5-a reinforcement cage; 5-1 of vertical steel bars;
6-1, a first limit steel bar; 6-2, namely a second limit steel bar; 7-1, an uplink tunnel;
7-2-downlink tunnel; 8-an originating well foundation pit; 9-receiving well foundation pit;
10-backfill layer; 11-a foundation pit with a loading structure to be built; 12-a middle connecting base groove;
13-fine stone concrete layer; 14-temporary weight; 15-a plugging plate;
16-T-shaped steel pipes; 17-a semicircular hoop; 17-1-arc steel plate;
17-2-rectangular end plates; 17-3-wing plate; 17-4-connecting plate
18-A middle rectangular cavity; 19-vertical coaming; 20-pegs;
21-longitudinal steel bars; 22-special-shaped I-steel; 22-1, an arc flange plate;
22-2-longitudinal rebar passing through the hole; 23-to-be-built loading structure.
Detailed Description
The method for controlling the deformation of the existing subway tunnel in the loading and unloading process comprises a supporting system, wherein the supporting system comprises a plurality of rows of isolation pile groups which are distributed along the longitudinal direction of an uplink tunnel 7-1 and a downlink tunnel 7-2 of an existing operation subway, horizontal pipe curtains 4 are uniformly distributed between two adjacent rows of isolation pile groups, each row of isolation pile groups comprises two side isolation piles 2-1 which are respectively positioned outside the uplink tunnel 7-1 and the downlink tunnel 7-2 and two middle isolation piles 2-2 which are respectively positioned between the uplink tunnel 7-1 and the downlink tunnel 7-2, a first steel sleeve 3-1 is sleeved on the side isolation piles 2-1, a second steel sleeve 3-2 is sleeved on the middle isolation piles 2-2, two ends of each horizontal pipe curtain 4 are respectively connected with the two first steel sleeves 3-1 through an end connection structure, and the middle part of each horizontal pipe curtain 4 is connected with the two second steel sleeves 3-2 through a connection structure;
The end connecting structure comprises a plugging plate 15 fixedly arranged at the end part of the horizontal pipe curtain 4, a T-shaped steel pipe 16 connected to the plugging plate 15 and two semicircular hoops 17 arranged on the T-shaped steel pipe 16 and respectively matched with the two adjacent first steel sleeves 3-1;
the middle connecting structure comprises a special-shaped I-steel 22 fixedly arranged at the top end of the horizontal pipe curtain 4 and vertical coamings 19 arranged between two adjacent second steel sleeves 3-2, two ends of the special-shaped I-steel 22 are respectively fixedly arranged on two corresponding vertical coamings 19, a plurality of the vertical coamings 19 and a plurality of the second steel sleeves 3-2 are jointly enclosed to form a middle rectangular cavity 18, two layers of longitudinal steel bars 21 penetrating through webs of the special-shaped I-steel 22 are arranged in the middle rectangular cavity 18, and a plurality of bolts 20 are respectively arranged on an outer circular surface of the second steel sleeves 3-2 in the middle rectangular cavity 18, an inner side surface of the vertical coamings 19 and two side surfaces of webs of the special-shaped I-steel 22;
In this embodiment, the support system includes a plurality of rows of isolation pile groups and a plurality of horizontal pipe curtains 4, each row of isolation pile groups includes two side isolation piles 2-1 and two middle isolation piles 2-2, a first steel sleeve 3-1 is sleeved on each side isolation pile 2-1, a second steel sleeve 3-2 is sleeved on each middle isolation pile 2-2, two ends of each horizontal pipe curtain 4 are respectively connected with the two first steel sleeves 3-1 through end connection structures, and the middle part of each horizontal pipe curtain 4 is connected with the two second steel sleeves 3-2 through a middle connection structure; the two ends of the horizontal pipe curtain 4 are respectively firmly locked with the two side isolation piles 2-1 by utilizing the connection of the end connection structure, and the load born by the end of the horizontal pipe curtain 4 is transferred to the side isolation piles 2-1 through the end connection structure; the middle part of the horizontal pipe curtain 4 is fixedly connected with the two middle isolation piles 2-2 by utilizing the middle connecting structure, and the upward uplift pushing force of the middle part of the horizontal pipe curtain 4 can be transmitted to the middle isolation piles 2-2 through the middle connecting structure.
In this embodiment, the end connection structure includes shutoff board 15, T type steel pipe 16 and two semicircular anchor ear 17, wherein, shutoff board 15 fixed mounting is in the tip of horizontal pipe curtain 4, T type steel pipe 16 connects on the shutoff board 15, two semicircular anchor ear 17 are installed on the T type steel pipe 16 and hold tightly respectively on two adjacent first steel sleeve 3-1, through with two semicircular anchor ear 17 and first steel sleeve 3-1 welded connection, the shear rigidity of end connection structure has been strengthened greatly, during actual construction, T type steel pipe 16 and semicircular anchor ear 17 are prefabricated steel construction, can be according to the concrete size of ejection position adjustment T type steel pipe 16 of horizontal pipe curtain 4 tip, on-the-spot only need cut and weld work, construction cycle is short, and operating procedure is simple.
In this embodiment, the middle connecting structure includes a plurality of special-shaped i-beams 22 and a plurality of vertical coamings 19, the plurality of vertical coamings 19 and the plurality of second steel sleeves 3-2 enclose together to form a middle rectangular cavity 18, and two layers of longitudinal steel bars 21 penetrating through webs of the special-shaped i-beams 22 are arranged in the middle rectangular cavity 18; during actual construction, the middle rectangular cavity 18 is located inside the middle connecting base groove 12, fine stone concrete is poured into the middle connecting base groove 12, the fine stone concrete layer 13 is formed, the top surface of the fine stone concrete layer 13 is higher than the top surface of the vertical coaming 19, at this time, the middle connecting structure and the fine stone concrete layer 13 jointly form a steel concrete structure for connecting the middle parts of the plurality of horizontal pipe curtains 4 with two columns of middle isolation piles 2-2 into a whole, the overall rigidity is high, the uplift jacking force of the middle parts of the horizontal pipe curtains 4 can be finally transmitted to the two columns of middle isolation piles 2-2 through the vertical coaming 19, the longitudinal steel bars 21 and the special-shaped I-shaped steel 22, and a plurality of pegs 20 are arranged on the outer circular surface of the second steel sleeve 3-2 located in the middle rectangular cavity 18, the inner side surface of the vertical coaming 19 and the two side surfaces of the web plates of the special-shaped I-shaped steel 22, the connecting structure and the two columns of the middle isolation piles 2-2 can be reinforced, the connection strength of the middle connecting structure and the two columns of middle isolation piles 2-can be improved, the structural load of the horizontal pipe curtains 4 can be greatly relieved, the structural load of the concrete can be greatly relieved, and the structural load of the middle isolation piles can be greatly relieved, and the structural load of the underground is greatly excavated, and the structural load of the underground is greatly constructed, and the structural load is greatly deformed, and the structural load of the concrete is greatly has been due to the structural load of the underground, and the structural load is.
In this embodiment, the wall thickness of the first steel sleeve 3-1 and the wall thickness of the second steel sleeve 3-2 are in a range of 10 mm-20 mm, the length l 1 of the first steel sleeve 3-1 is 2.5 d.ltoreq.l 1.ltoreq.3.5d, and the length l 2 of the second steel sleeve 3-2 is 3 d.ltoreq.l 2.ltoreq.4d, where d is the diameter of the horizontal pipe curtain 4.
The control method comprises the following steps:
Step one, constructing a plurality of rows of isolation pile groups and a crown beam 1:
The structure of the side isolation pile 2-1 is the same as that of the middle isolation pile 2-2, the structure of the first steel sleeve 3-1 is the same as that of the second steel sleeve 3-2, second limit steel bar inserting holes are formed in the first steel sleeve 3-1 and the second steel sleeve 3-2, second limit steel bars 6-2 which are fixedly connected with a steel bar cage 5 are horizontally inserted in the second limit steel bar inserting holes, and the construction process of the side isolation pile 2-1 is the same as that of the middle isolation pile 2-2;
Step two, constructing a plurality of horizontal pipe curtains 4:
excavating an originating well foundation pit 8 and a receiving well foundation pit 9 of the horizontal pipe curtain 4, supporting the originating well foundation pit 8 and the receiving well foundation pit 9, and then performing construction of a plurality of horizontal pipe curtains 4;
during actual construction, the horizontal pipe curtain 4 is of a steel pipe concrete structure, and when the excavation unloading amount of a foundation pit above an existing subway tunnel is large, a steel reinforcement cage or section steel can be added in the steel pipe of the horizontal pipe curtain 4, so that the rigidity and the deformation resistance of the horizontal pipe curtain 4 are improved.
Step three, constructing the end connection structure, which specifically comprises the following steps:
Step 301, cleaning the covering soil at two ends of the horizontal pipe curtain 4, building a construction platform, and manually breaking the concrete layer outside the first steel sleeve 3-1;
Step 302, fixing a plugging plate 15 on the end of the horizontal pipe curtain 4, and respectively welding the semicircular hoops 17 on two adjacent first steel sleeves 3-1 to enable the horizontal central lines of the two semicircular hoops 17 and the central line of the plugging plate 15 to be positioned on the same horizontal plane;
step 303, installing the T-shaped steel pipe 16 between the plugging plate 15 and the two semicircular anchor ears 17 to realize the connection between the end part of the horizontal pipe curtain 4 and the adjacent two first steel sleeves 3-1;
Backfilling the originating well foundation pit 8 and the receiving well foundation pit 9:
cleaning the originating well foundation pit 8 and the receiving well foundation pit 9, and carrying out layered rolling compaction backfilling on the originating well foundation pit 8 and the receiving well foundation pit 9, wherein a backfilling layer 10 is formed in each of the originating well foundation pit 8 and the receiving well foundation pit 9, and the top elevation of the backfilling layer 10 is equal to the basic bottom elevation of a loading structure 23 to be built;
step five, constructing the middle connecting structure:
Step 501, excavating a middle connecting foundation trench 12, namely excavating soil bodies between two rows of middle isolation piles 2-2 to the top of the horizontal pipe curtain 4, and manually breaking a concrete layer outside the second steel sleeve 3-2; a plurality of pegs 20 are welded on the inner side surface of the vertical coaming 19 and the two side surfaces of the web plate of the special-shaped I-steel 22;
Step 502, welding the special-shaped I-steel 22 on the top of the horizontal pipe curtain 4, welding the vertical coaming 19 between two adjacent second steel sleeves 3-2, and respectively and fixedly mounting two ends of the special-shaped I-steel 22 on two corresponding vertical coamings 19;
Step 503, constructing two layers of longitudinal steel bars 21 penetrating through the web plate of the special-shaped I-steel 22 in the middle rectangular cavity 18;
Step 504, casting fine stone concrete into the middle connecting foundation trench 12 to form a fine stone concrete layer 13, wherein the top surface of the fine stone concrete layer 13 is higher than the top surface of the vertical coaming 19, and the top elevation of the fine stone concrete layer 13 is equal to the basic bottom elevation of the loading structure 23 to be built;
In actual construction, the difference between the top surface of the fine-stone concrete layer 13 and the top surface of the vertical coaming 19 should be greater than 10cm.
Step 505, after the strength of the fine stone concrete layer 13 meets the design requirement, applying a temporary weight 14 above the fine stone concrete layer 13;
Step six, constructing a loading structure to be built 23:
Step 601, excavating a to-be-built loading structure foundation pit 11 right above the uplink tunnel 7-1 and right above the downlink tunnel 7-2, arranging the to-be-built loading structure foundation pit 11 between the side isolation piles 2-1 and the middle isolation piles 2-2, and simultaneously constructing two side section supports of the to-be-built loading structure foundation pit 11;
Step 602, breaking the crown beam 1, pile heads of a plurality of side isolation piles 2-1 and pile heads of a plurality of middle isolation piles 2-2; and then, removing the temporary ballast weight 14, and constructing the loading structure 23 to be built, so that the foundation of the loading structure 23 to be built is connected with the exposed reinforcing steel bars of the side isolation piles 2-1 and the exposed reinforcing steel bars of the middle isolation piles 2-2 in an anchoring manner.
In step 602, as shown in fig. 4, the crown beam 1, the pile heads of the side isolation piles 2-1 and the pile heads of the middle isolation piles 2-2 are broken, the foundation of the structure to be loaded 23 is connected with the exposed reinforcing steel bars of the side isolation piles 2-1 and the exposed reinforcing steel bars of the middle isolation piles 2-2 in an anchoring manner, so that the load of the structure to be loaded 23 can be transmitted to the soil body through the side isolation piles 2-1 and the middle isolation piles 2-2, and the influence of the load of the structure to be loaded 23 on the existing subway tunnel is greatly reduced.
As shown in fig. 2,3 and 10, in the first embodiment, the specific process of constructing the multi-row isolation pile group and the crown beam 1 includes:
Step 101, constructing a plurality of pile holes of the side isolation piles 2-1 and a plurality of pile holes of the middle isolation piles 2-2;
102, sleeving the first steel sleeve 3-1 or the second steel sleeve 3-2 on the reinforcement cage 5, arranging first limit reinforcements 6-1 connected with the reinforcement cage 5 at the top and the bottom of the first steel sleeve 3-1 or the second steel sleeve 3-2, horizontally inserting second limit reinforcements 6-2 in the insertion through holes to enable the second limit reinforcements 6-2 to be in contact with the vertical reinforcements 5-1 of the reinforcement cage 5, welding the second limit reinforcements 6-2, the vertical reinforcements 5-1 and the first steel sleeve 3-1 or the second steel sleeve 3-2 into a whole, and then cutting the exposed ends of the first limit reinforcements 6-1 and the exposed ends of the second limit reinforcements 6-2 to ensure that the reinforcement cage 5 can be smoothly placed into the holes;
step 103, hoisting the reinforcement cage 5 sleeved with the first steel sleeve 3-1 or the second steel sleeve 3-2 into the pile hole;
104, pouring concrete to form side isolation piles 2-1 or middle isolation piles 2-2, and after the concrete reaches the design strength, breaking pile heads of the side isolation piles 2-1 or the middle isolation piles 2-2 to expose reserved steel bars for connecting with the crown beam 1;
Step 105, constructing a crown beam 1 at the top end of each column of the side isolation piles 2-1 and the top end of each column of the middle isolation piles 2-2.
In actual construction, when constructing the pile holes of the plurality of side isolation piles 2-1 and the pile holes of the plurality of middle isolation piles 2-2 in step 101, the construction sequence should follow the construction method of "symmetrical jump of isolation piles", and the specific construction procedure is as follows: firstly, constructing single pile holes in two columns of side isolation piles 2-1 at the same time, then constructing double pile holes in two columns of side isolation piles 2-1 at the same time, then constructing single pile holes of one column of middle isolation piles 2-2 close to the uplink tunnel 7-1, then constructing single pile holes of one column of middle isolation piles 2-2 close to the downlink tunnel 7-2, then constructing double pile holes of one column of middle isolation piles 2-2 close to the uplink tunnel 7-1, and finally constructing double pile holes of one column of middle isolation piles 2-2 close to the downlink tunnel 7-2.
In this embodiment, as shown in fig. 2, the horizontal center line of the first steel sleeve 3-1 and the axis of the horizontal pipe curtain 4 are located in the same horizontal plane, and the horizontal center line of the second steel sleeve 3-2 and the bus bar at the top of the horizontal pipe curtain 4 are located in the same horizontal plane.
As shown in fig. 1, 5 and 6, in this embodiment, the semicircular anchor ear 17 includes an arc-shaped steel plate 17-1 matching with the outer circumferential surface of the first steel sleeve 3-1, wing plates 17-3 connected to both sides of the arc-shaped steel plate 17-1, a rectangular end plate 17-2 provided outside the arc-shaped steel plate 17-1, and a plurality of connection plates 17-4 connected between the arc-shaped steel plate 17-1 and the rectangular end plate 17-2;
Two ends of the T-shaped steel pipe 16, which are positioned on the same straight line, are respectively welded on rectangular end plates 17-2 of the two semicircular anchor ears 17, and the other end of the T-shaped steel pipe 16 is welded on the plugging plate 24.
In the actual construction, in step 302, after the two semicircular hoops 17 are welded to the two adjacent first steel sleeves 3-1, the wing plates 17-3 of the two semicircular hoops 17 welded to the same first steel sleeve 3-1 may be welded together, so that the integrity of the multiple end connection structures may be enhanced.
In this embodiment, as shown in fig. 9, the lower flange plate of the special-shaped i-beam 22 is an arc flange plate 22-1, the inner diameter of the arc flange plate 22-1 is equal to the outer diameter of the horizontal pipe curtain 4, and two rows of longitudinal steel bar passing holes 22-2 are formed in the web plate of the special-shaped i-beam 22.
In actual construction, the diameter of the longitudinal steel bar passing hole 22-2 is larger than the diameter of the longitudinal steel bar 21, and the value of the difference between the diameter of the longitudinal steel bar passing hole 22-2 and the diameter of the longitudinal steel bar 21 is 5-8 mm.
In this embodiment, as shown in fig. 7 and 8, the longitudinal steel bars 21 are deformed bars, and the longitudinal steel bars 21 are formed by sequentially connecting a plurality of steel bar segments through sleeves.
In this embodiment, as shown in fig. 9, a plurality of slurry outlets 4-1 are formed in the wall of the horizontal pipe curtain 4, and the diameter of the slurry outlet 4-1 is 3cm to 4cm.
In actual construction, the slurry outlets 4-1 are spirally arranged on the wall of the horizontal pipe curtain 4, so that concrete slurry can infiltrate into soil around the horizontal pipe curtain 4 and can fill gaps between the horizontal pipe curtain 4 and the soil under the condition that concrete coarse aggregate is ensured not to flow out in the process of grouting into the horizontal pipe curtain 4.
In this embodiment, the construction procedure of the control method is scientific and reasonable, and compared with the existing construction method of the combined structure method of the isolation pile and the pipe curtain, the construction method is convenient and fast to operate, reliable in connection, and capable of greatly reducing the construction period, and is suitable for various engineering projects for excavating foundation pits or constructing the loading structure 23 to be built above important underground structures such as the existing subway tunnel or pipeline, and the like, and the control method is wide in applicability and good in use effect.
The foregoing description is only a preferred embodiment of the present invention, and is not intended to limit the present invention, and any simple modification, variation and equivalent structural changes made to the above embodiment according to the technical substance of the present invention still fall within the scope of the technical solution of the present invention.

Claims (7)

1. A tunnel deformation control method in the loading and unloading process above an existing subway tunnel is characterized by comprising the following steps: the supporting system adopted by the control method comprises a plurality of rows of isolation pile groups distributed along the longitudinal direction of an uplink tunnel (7-1) and a downlink tunnel (7-2) of the existing operation subway, wherein horizontal pipe curtains (4) are uniformly distributed between two adjacent rows of isolation pile groups, each row of isolation pile groups comprises two side isolation piles (2-1) which are respectively positioned outside the uplink tunnel (7-1) and the downlink tunnel (7-2) and two middle isolation piles (2-2) which are positioned between the uplink tunnel (7-1) and the downlink tunnel (7-2), a first steel sleeve (3-1) is sleeved on each side isolation pile (2-1), a second steel sleeve (3-2) is sleeved on each middle isolation pile (2-2), two ends of each horizontal pipe curtain (4) are respectively connected with the two first steel sleeves (3-1) through an end connection structure, and the middle part of each horizontal pipe curtain (4) is connected with the two second steel sleeves (3-2) through an end connection structure;
The end connecting structure comprises a plugging plate (15) fixedly arranged at the end part of the horizontal pipe curtain (4), a T-shaped steel pipe (16) connected to the plugging plate (15) and two semicircular anchor hoops (17) which are arranged on the T-shaped steel pipe (16) and are respectively matched with the two adjacent first steel sleeves (3-1);
The middle connecting structure comprises a special-shaped I-steel (22) fixedly installed at the top end of the horizontal pipe curtain (4) and vertical coamings (19) arranged between two adjacent second steel sleeves (3-2), two ends of the special-shaped I-steel (22) are respectively fixedly installed on two corresponding vertical coamings (19), a plurality of the vertical coamings (19) and the second steel sleeves (3-2) are jointly surrounded to form a middle rectangular cavity (18), two layers of longitudinal steel bars (21) penetrating through webs of the special-shaped I-steel (22) are arranged in the middle rectangular cavity (18), and a plurality of bolts (20) are arranged on the outer circular surface in the middle rectangular cavity (18), the inner side surface of the vertical coamings (19) and two sides of webs of the special-shaped I-steel (22);
The control method comprises the following steps:
Step one, constructing a plurality of rows of isolation pile groups and a crown beam (1):
The structure of the side isolation pile (2-1) is the same as that of the middle isolation pile (2-2), the structure of the first steel sleeve (3-1) is the same as that of the second steel sleeve (3-2), second limit steel bar inserting holes are formed in the first steel sleeve (3-1) and the second steel sleeve (3-2), second limit steel bars (6-2) which are fixedly connected with a steel bar cage (5) are horizontally inserted in the second limit steel bar inserting holes, and the construction process of the side isolation pile (2-1) is the same as that of the middle isolation pile (2-2);
step two, constructing a plurality of horizontal pipe curtains (4):
Excavating an originating well foundation pit (8) and a receiving well foundation pit (9) of the horizontal pipe curtain (4), supporting the originating well foundation pit (8) and the receiving well foundation pit (9), and then constructing a plurality of horizontal pipe curtains (4);
step three, constructing the end connection structure, which specifically comprises the following steps:
Step 301, cleaning the covering soil at two ends of the horizontal pipe curtain (4), building a construction platform, and manually breaking the concrete layer at the outer side of the first steel sleeve (3-1);
Step 302, fixedly mounting a plugging plate (15) at the end part of the horizontal pipe curtain (4), and respectively welding the semicircular anchor clamps (17) on two adjacent first steel sleeves (3-1) to enable the horizontal central lines of the two semicircular anchor clamps (17) and the central line of the plugging plate (15) to be positioned on the same horizontal plane;
step 303, installing the T-shaped steel pipe (16) between the plugging plate (15) and the two semicircular anchor clamps (17) to realize the connection between the end part of the horizontal pipe curtain (4) and the adjacent two first steel sleeves (3-1);
Backfilling the originating well foundation pit (8) and the receiving well foundation pit (9):
Cleaning the originating well foundation pit (8) and the receiving well foundation pit (9), and carrying out layered rolling compaction backfilling on the originating well foundation pit (8) and the receiving well foundation pit (9), wherein a backfilling layer (10) is formed in each of the originating well foundation pit (8) and the receiving well foundation pit (9), and the top elevation of the backfilling layer (10) is equal to the basic bottom elevation of a to-be-built loading structure (23);
step five, constructing the middle connecting structure:
step 501, excavating a middle connecting foundation trench (12), namely excavating soil bodies between two rows of middle isolation piles (2-2) to the top of the horizontal pipe curtain (4), and manually breaking a concrete layer outside the second steel sleeve (3-2); a plurality of pegs (20) are welded on the inner side surface of the vertical coaming (19) and the two side surfaces of the web plate of the special-shaped I-steel (22);
step 502, welding the special-shaped I-steel (22) at the top of the horizontal pipe curtain (4), welding the vertical coaming (19) between two adjacent second steel sleeves (3-2), and respectively and fixedly installing two ends of the special-shaped I-steel (22) on two corresponding vertical coamings (19);
step 503, constructing two layers of longitudinal steel bars (21) penetrating through the web plate of the special-shaped I-steel (22) in the middle rectangular cavity (18);
Step 504, pouring fine stone concrete into the middle connecting base groove (12) to form a fine stone concrete layer (13), wherein the top surface of the fine stone concrete layer (13) is higher than the top surface of the vertical coaming (19), and the elevation of the top of the fine stone concrete layer (13) is equal to the elevation of the foundation bottom of the to-be-built loading structure (23);
Step 505, after the strength of the fine stone concrete layer (13) meets the design requirement, applying a temporary weight (14) above the fine stone concrete layer (13);
step six, constructing a loading structure (23) to be built:
Step 601, excavating a to-be-built loading structure foundation pit (11) right above the uplink tunnel (7-1) and right above the downlink tunnel (7-2), arranging the to-be-built loading structure foundation pit (11) between the side isolation piles (2-1) and the middle isolation piles (2-2), and simultaneously constructing two side section supports of the two to-be-built loading structure foundation pits (11);
602, breaking the crown beam (1), pile heads of a plurality of side isolation piles (2-1) and pile heads of a plurality of middle isolation piles (2-2); and then, removing the temporary ballast weight (14), and constructing the loading structure (23) to be built, so that the foundation of the loading structure (23) to be built is connected with the exposed reinforcing steel bars of the side isolation piles (2-1) and the exposed reinforcing steel bars of the middle isolation piles (2-2) in an anchoring manner.
2. The method for controlling tunnel deformation in the loading and unloading process above an existing subway tunnel according to claim 1, wherein the method comprises the following steps: in the first step, the concrete process for constructing the multi-row isolation pile group and the crown beam (1) comprises the following steps:
step 101, constructing pile holes of a plurality of side isolation piles (2-1) and pile holes of a plurality of middle isolation piles (2-2);
102, sleeving the first steel sleeve (3-1) or the second steel sleeve (3-2) on the reinforcement cage (5), arranging first limit reinforcements (6-1) connected with the reinforcement cage (5) at the top and the bottom of the first steel sleeve (3-1) or the second steel sleeve (3-2), horizontally inserting second limit reinforcements (6-2) in the insertion through holes, enabling the second limit reinforcements (6-2) to be in contact with vertical reinforcements (5-1) of the reinforcement cage (5), welding the second limit reinforcements (6-2) and the vertical reinforcements (5-1) with the first steel sleeve (3-1) or the second steel sleeve (3-2) into a whole, and then cutting the exposed ends of the first limit reinforcements (6-1) and the exposed ends of the second limit reinforcements (6-2) to ensure that piles of the reinforcement cage (5) can be smoothly placed into the holes;
Step 103, hoisting a reinforcement cage (5) sleeved with the first steel sleeve (3-1) or the second steel sleeve (3-2) into the pile hole;
104, pouring concrete to form side isolation piles (2-1) or the middle isolation piles (2-2), and after the concrete reaches the design strength, breaking pile heads of the side isolation piles (2-1) or the middle isolation piles (2-2) to expose reserved steel bars for connecting with the crown beam (1);
And 105, constructing a crown beam (1) at the top end of each column of the side isolation piles (2-1) and the top end of each column of the middle isolation piles (2-2).
3. The method for controlling tunnel deformation in the loading and unloading process above an existing subway tunnel according to claim 1, wherein the method comprises the following steps: the horizontal center line of the first steel sleeve (3-1) and the axis of the horizontal pipe curtain (4) are positioned in the same horizontal plane, and the horizontal center line of the second steel sleeve (3-2) and the bus at the top of the horizontal pipe curtain (4) are positioned in the same horizontal plane.
4. The method for controlling tunnel deformation in the loading and unloading process above an existing subway tunnel according to claim 1, wherein the method comprises the following steps: the semicircular anchor ear (17) comprises an arc-shaped steel plate (17-1) matched with the outer circular surface of the first steel sleeve (3-1), wing plates (17-3) connected to two sides of the arc-shaped steel plate (17-1), a rectangular end plate (17-2) arranged on the outer side of the arc-shaped steel plate (17-1) and a plurality of connecting plates (17-4) connected between the arc-shaped steel plate (17-1) and the rectangular end plate (17-2);
Two ends of the T-shaped steel pipe (16) which are positioned on the same straight line are respectively welded on rectangular end plates (17-2) of the two semicircular anchor clamps (17), and the other end of the T-shaped steel pipe (16) is welded on the plugging plate (15).
5. The method for controlling tunnel deformation in the loading and unloading process above an existing subway tunnel according to claim 1, wherein the method comprises the following steps: the lower flange plate of the special-shaped I-steel (22) is an arc flange plate (22-1), the inner diameter of the arc flange plate (22-1) is equal to the outer diameter of the horizontal pipe curtain (4), and two rows of longitudinal steel bar penetrating holes (22-2) are formed in a web plate of the special-shaped I-steel (22).
6. The method for controlling tunnel deformation in the loading and unloading process above an existing subway tunnel according to claim 1, wherein the method comprises the following steps: the longitudinal steel bars (21) are screw-thread steel bars, and the longitudinal steel bars (21) are formed by connecting a plurality of steel bar segments through sleeves in sequence.
7. The method for controlling tunnel deformation in the loading and unloading process above an existing subway tunnel according to claim 1, wherein the method comprises the following steps: a plurality of slurry outlets (4-1) are formed in the pipe wall of the horizontal pipe curtain (4), and the diameter of each slurry outlet (4-1) is 3 cm-4 cm.
CN202311617883.6A 2023-11-29 2023-11-29 Tunnel deformation control method in loading and unloading process above existing subway tunnel Active CN117587858B (en)

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