CN114526088A - Longitudinal joint equivalent model for researching shield tunnel segment dislocation - Google Patents
Longitudinal joint equivalent model for researching shield tunnel segment dislocation Download PDFInfo
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- 239000000463 material Substances 0.000 claims description 10
- 238000010008 shearing Methods 0.000 claims description 10
- 239000004576 sand Substances 0.000 claims description 4
- 238000006243 chemical reaction Methods 0.000 claims description 3
- 238000012937 correction Methods 0.000 claims description 3
- 229920000459 Nitrile rubber Polymers 0.000 claims description 2
- 239000011345 viscous material Substances 0.000 claims 1
- 238000012360 testing method Methods 0.000 abstract description 17
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- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 230000009471 action Effects 0.000 description 1
- 238000005452 bending Methods 0.000 description 1
- KVNRLNFWIYMESJ-UHFFFAOYSA-N butyronitrile Chemical compound CCCC#N KVNRLNFWIYMESJ-UHFFFAOYSA-N 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/08—Lining with building materials with preformed concrete slabs
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/08—Lining with building materials with preformed concrete slabs
- E21D11/083—Methods or devices for joining adjacent concrete segments
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
- E21D9/0607—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining the shield being provided with devices for lining the tunnel, e.g. shuttering
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F17/00—Methods or devices for use in mines or tunnels, not covered elsewhere
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02T—CLIMATE CHANGE MITIGATION TECHNOLOGIES RELATED TO TRANSPORTATION
- Y02T90/00—Enabling technologies or technologies with a potential or indirect contribution to GHG emissions mitigation
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Abstract
The invention provides a longitudinal joint equivalent model for researching shield tunnel segment dislocation, relates to the technical field of shield tunnel model tests, and solves the technical problem that the existing shield tunnel segment test model cannot truly simulate dislocation deformation between segment rings when the segment rings float upwards. The longitudinal joint equivalent model is an annular structure which is connected between two adjacent pipe sheet rings and has flexibility, and the shear stiffness of the longitudinal joint equivalent model is equal to the sum of the shear stiffness of all longitudinal joints between two adjacent original pipe sheet rings. The longitudinal joint equivalent model meets the principle of equivalent rigidity with the actual longitudinal joint of the duct piece, has certain flexibility, and can represent the dislocation phenomenon among the duct piece rings. The radial deformation difference between the segment rings is attached to the actual segment condition, and the method is favorable for intuitively disclosing the dislocation deformation rule of the shield tunnel segment lining structure in the longitudinal direction by utilizing a model test.
Description
Technical Field
The invention relates to the technical field of shield tunnel model tests, in particular to a longitudinal joint equivalent model for researching shield tunnel segment dislocation.
Background
The shield tunnel generally adopts an assembled lining, and the duct pieces are main components in the assembled lining. In order to meet the bearing requirements of the structure, the strength and the rigidity of the duct piece are high, and the duct piece also has the performances of water resistance, permeability resistance and the like. A plurality of prefabricated arc-shaped duct pieces are assembled to form a complete duct piece ring, and then a plurality of duct piece rings are connected to form a shield tunnel section. The shield tunnel lining is used as a combined structure and is influenced by the longitudinal joint of the segment when radial deformation occurs, and the deformation among the segment rings is not uniform. The rigidity of the longitudinal joint of the duct piece is weaker than that of the duct piece, deformation and even damage are easier to occur under the action of external load, and then bending, slab staggering and other phenomena occur between the longitudinal upper duct piece ring linings. When the deformation is serious, the segment joint is too large in opening, multiple secondary tunnel diseases are caused, the smoothness of the train track is reduced, underground water also permeates into the tunnel along the joint part, and the safety and the stability of the shield tunnel structure are even further influenced.
At present, a great deal of research aiming at the longitudinal direction of the shield tunnel at home and abroad explains and analyzes the longitudinal deformation mode and the characteristics of the tunnel by utilizing a plurality of methods such as finite element simulation calculation, theoretical derivation, model test and the like. However, because the whole stress of the actual segment structure is complex, the longitudinal structure of the shield tunnel is usually simplified during research and calculation. The existing simplified modes are mainly a longitudinal equivalent serialization model and a longitudinal pipe sheet ring-joint model. In a longitudinal equivalent serialization model, a tunnel structure formed by the pipe sheet rings and the joints is regarded as a uniform continuous beam structure in a rigidity equivalent mode, the calculation is simple, the application is convenient, and the dislocation deformation of the tunnel cannot be reflected. In the longitudinal pipe sheet ring-joint model, although deformation and mechanical response characteristics of the joint are considered to a certain extent, the calculation is complex, the joint rigidity is difficult to determine, and the practical application is difficult. In the aspect of model test research, the segment lining is generally regarded as a homogeneous circular ring structure, and the influence of the longitudinal joint of the segment is ignored. Even if the longitudinal joint is simulated by externally sticking the joint pieces to the joint positions of the segment structures in part of tests, the joint pieces can not have certain flexibility like the actual segment joints, and the joint pieces can lose effectiveness instantly when staggered deformation occurs among segment rings.
In conclusion, most researches on longitudinal slab staggering deformation of shield tunnel segments are carried out by means of theoretical model calculation, and the method is deficient in indoor model tests. Based on this, it is desirable to provide an equivalent model of a longitudinal joint capable of more truly simulating the dislocation deformation between the pipe sheet rings.
Disclosure of Invention
The invention aims to provide a longitudinal joint equivalent model for researching shield tunnel segment dislocation, and solves the technical problem that a shield tunnel segment test model in the prior art cannot truly simulate dislocation deformation between segment rings when the segment rings float upwards. The technical effects that can be produced by the preferred technical scheme in the technical schemes provided by the invention are described in detail in the following.
In order to achieve the purpose, the invention provides the following technical scheme:
the invention provides a longitudinal joint equivalent model for researching shield tunnel segment dislocation, wherein the longitudinal joint equivalent model is an annular structure which is connected between two adjacent segment rings and has flexibility, and the shearing rigidity of the longitudinal joint equivalent model is equal to the sum of the shearing rigidity of all longitudinal joints between two adjacent original segment rings.
According to a preferred embodiment, the shear stiffness of the equivalent model of the longitudinal joint is determined as follows:
based on formula Kp＝nξκbGbAb/lbCalculating the sum K of the shear stiffness of all longitudinal joints between two adjacent original pipe sheet ringsp；
Wherein, KpFor two adjacent primary pipe sheet ringsThe sum of all longitudinal joint shear stiffnesses in between; n is the number of longitudinal joints between rings of the prototype segment; xi is a shear stiffness correction coefficient considering the friction force of the concave-convex tenon and the concrete pipe sheet; k is a radical ofbThe sinkholdie shear coefficient of the longitudinal joint between rings of the prototype segment; gbThe shear modulus of the longitudinal joint between rings of the prototype segment; a. thebThe area of the shearing surface of the longitudinal joint between rings of the prototype segment is shown; lbThe length of the longitudinal joint between rings of the prototype segment;
based on the set geometric similarity ratio C between the segment ring and the prototype segment ringLRatio similar to modulus of elasticity CEAccording to formula Km＝Kp/CECLAnd obtaining the shear stiffness K of the equivalent model of the longitudinal joint through conversionm。
According to a preferred embodiment, the shear modulus and the longitudinal width of the equivalent model of the longitudinal joint are determined as follows:
based on formula Km＝κsGA/l obtains the relation between the shear modulus G and the longitudinal width l of the equivalent model of the longitudinal joint,
wherein, κsIs the sinco shear coefficient of the longitudinal joint equivalent model; g is the shear modulus of the equivalent model of the longitudinal joint; a is the shear plane area of the equivalent model of the longitudinal joint; and l is the longitudinal width of the equivalent model of the longitudinal joint.
According to a preferred embodiment, when the material of the longitudinal joint equivalent model is determined, the shear modulus of the longitudinal joint equivalent model (1) is a known quantity, and the shear stiffness K is based on the determined shear stiffness K of the longitudinal joint equivalent modelmAnd formula Km＝κsAnd GA/l, obtaining the longitudinal width l of the equivalent model of the longitudinal joint.
According to a preferred embodiment, when the longitudinal width l of the longitudinal joint equivalent model is a known quantity, the shear stiffness K is then determined on the basis of the determined longitudinal joint equivalent modelmAnd formula Km＝κsAnd GA/l, obtaining the shear modulus of the equivalent model of the longitudinal joint, and selecting the material of the corresponding equivalent model of the longitudinal joint based on the obtained shear modulus.
According to a preferred embodiment, said longitudinal joint equivalent model is a nitrile rubber ring uniformly arranged in the circumferential direction of said segment ring.
According to a preferred embodiment, the cross-sectional thickness of the equivalent model of the longitudinal joint is smaller than the cross-sectional thickness of the segment ring.
According to a preferred embodiment, two sides of the equivalent model of the longitudinal joint are connected with two adjacent segments by adhesive material to form a shield tunnel longitudinal structure.
Based on the technical scheme, the longitudinal joint equivalent model for researching shield tunnel segment dislocation at least has the following technical effects:
the longitudinal joint equivalent model for researching shield tunnel segment dislocation is an annular structure which is connected between two adjacent segment rings and has flexibility, and the shearing rigidity of the longitudinal joint equivalent model is equal to the sum of the shearing rigidity of all longitudinal joints between two adjacent original segment rings. Therefore, the longitudinal joint equivalent model has certain flexibility, when longitudinal uneven external force acts on the shield tunnel structure, the stress deformation of adjacent segment rings is different, and due to the flexibility of the longitudinal joint equivalent model, a certain amount of stretching is allowed to occur, so that the phenomenon of dislocation among the segment rings can be represented. The radial deformation of the segment ring is attached to the actual segment radial deformation, and the model test is helpful to intuitively reveal the slab staggering deformation rule of the shield tunnel segment lining structure in the longitudinal direction.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below, it is obvious that the drawings in the following description are only some embodiments of the present invention, and for those skilled in the art, other drawings can be obtained according to the drawings without creative efforts.
FIG. 1 is a schematic view of a connection structure of an equivalent model of a longitudinal joint and a segment ring according to an exemplary embodiment of the present invention;
FIG. 2 is a partial schematic view of an equivalent model of a longitudinal joint in accordance with an exemplary embodiment of the present invention;
fig. 3 is a schematic diagram of a shield tunnel longitudinal structure formed by connecting pipe sheet rings of an equivalent model of a longitudinal joint according to an exemplary embodiment of the present invention.
In the figure: 1-longitudinal joint equivalent model; 2-ring of pipe sheet.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the technical solutions of the present invention will be described in detail below. It is to be understood that the described embodiments are merely exemplary of the invention, and not restrictive of the full scope of the invention. All other embodiments, which can be derived by a person skilled in the art from the examples given herein without any inventive step, are within the scope of the present invention.
The technical scheme of the invention is explained in detail in the following with the accompanying drawings of the specification.
As shown in fig. 1 to 3, the invention provides a longitudinal joint equivalent model for studying shield tunnel segment dislocation, the longitudinal joint equivalent model 1 is an annular structure which is connected between two adjacent segment rings 2 and has flexibility, and the shear stiffness of the longitudinal joint equivalent model 1 is equal to the sum of the shear stiffness of all longitudinal joints between two adjacent original segment rings. Therefore, the model has certain flexibility under the condition of meeting the equivalent shearing rigidity. After two adjacent segment rings 2 are connected together by utilizing the longitudinal joint equivalent model, when longitudinal uneven external force acts on the segment rings, the stress deformation of the segment rings is different, and because the longitudinal joint equivalent model has flexibility, a certain amount of stretching is allowed to occur, so that the phenomenon of dislocation among the segment rings can be represented. This makes the segment ring dislocation condition in vertical direction comparatively laminate with actual conditions, helps utilizing model test to comparatively reveal the shield tunnel segment lining structure dislocation law in vertical direction more directly perceivedly.
Further preferably, the equivalent model of the longitudinal joint for researching duct piece staggering in the shield tunnel similar model test is determined according to the following mode:
parameters of the equivalent model of the longitudinal joint need to be determined according to actual parameters in the supporting engineering and the model similarity ratio. Firstly, regarding the longitudinal joint of the actual duct piece as a short and thick beam structure, and calculating the sum of the shear stiffness of all the longitudinal joints between the actual duct piece rings by using the Cisco theory of iron wood:
step 1: based on formula Kp＝nξκbGbAb/lbCalculating the sum K of the shear stiffness of all longitudinal joints between two adjacent original pipe sheet ringsp(ii) a Wherein, KpThe sum of the shear stiffness of all longitudinal joints between two adjacent original pipe sheet rings; n is the number of longitudinal joints between rings of the prototype segment; xi is a shear stiffness correction coefficient considering the friction force of the concave-convex tenon and the concrete pipe sheet; k is a radical ofbThe sinkholdie shear coefficient of the longitudinal joint between rings of the prototype segment; gbThe shear modulus of the longitudinal joint between rings of the prototype segment; a. thebThe area of the shearing surface of the longitudinal joint between rings of the prototype segment is shown; lbIs the length of the longitudinal joint between rings of the prototype segment.
Step 2: based on the set geometric similarity ratio C between the segment ring and the prototype segment ringLRatio similar to modulus of elasticity CEAccording to formula Km＝Kp/CECLAnd the shear stiffness K of the equivalent model 1 of the longitudinal joint is obtained through conversionm。
Further preferably, since the shear stiffness of the longitudinal joint equivalent model is uniformly distributed along the circumferential direction of the shield tunnel structure, the longitudinal joint equivalent model can also be regarded as an ironwood sicca beam model, and the shear modulus and the longitudinal width of the longitudinal joint equivalent model are determined as follows:
based on formula Km＝κsGA/l obtains the relation between the shear modulus G and the longitudinal width l of the equivalent model of the longitudinal joint, wherein kappasIs the sinco shear coefficient of the longitudinal joint equivalent model; g is the shear modulus of the equivalent model of the longitudinal joint; a is the shear surface area of the equivalent model of the longitudinal joint, which is equivalent by the longitudinal jointDetermining the cross-sectional thickness of the model; and l is the longitudinal width of the equivalent model of the longitudinal joint. It should be noted that the longitudinal width of the equivalent model of the longitudinal joint refers to the width of the equivalent model of the longitudinal joint protruding from the edge of the pipe piece ring. Therefore, when the longitudinal width of the equivalent model of the longitudinal joint is determined, the size of the shear modulus of the model is determined accordingly, so that the longitudinal width and the shear modulus of the material can be adjusted according to requirements in different tests, and the simulation effect of the equivalent model of the longitudinal joint is most suitable for practical use.
Preferably, when the material of the longitudinal joint equivalent model 1 is determined, the shear modulus of the longitudinal joint equivalent model 1 is a known quantity, and the determined shear stiffness K of the longitudinal joint equivalent model is based onmAnd formula Km＝κsGA/l, and obtaining the longitudinal width l of the equivalent model 1 of the longitudinal joint. Preferably, the butyronitrile rubber circle that vertical joint equivalent model 1 that this application chose for use was evenly set up along the hoop of section of jurisdiction ring 2 makes it have certain flexibility, satisfies simultaneously with the rigidity equivalence of the vertical joint of actual section of jurisdiction.
Preferably, when the longitudinal width l of the longitudinal joint equivalent model 1 is a known quantity, the shear stiffness K is determined based on the longitudinal joint equivalent modelmAnd formula Km＝κsAnd GA/l, obtaining the shear modulus of the equivalent model 1 of the longitudinal joint, and selecting the material of the corresponding equivalent model of the longitudinal joint based on the obtained shear modulus.
Preferably, the cross-sectional thickness of the longitudinal joint equivalent model 1 is smaller than the cross-sectional thickness of the segment ring 2. The cross section thickness of the equivalent model of the longitudinal joint refers to the difference between the outer diameter and the inner diameter of the equivalent model of the longitudinal joint.
Preferably, two sides of the longitudinal joint equivalent model 1 are connected with two adjacent pipe sheet rings 2 through adhesive materials to form a shield tunnel longitudinal structure.
After the longitudinal width and the thickness of the longitudinal joint equivalent model are determined according to the scheme, the longitudinal joint equivalent model is manufactured, and finally the longitudinal joint equivalent model 1 and the segment ring 2 are connected by using a strong adhesive material to form a shield tunnel longitudinal structure.
In the similar model test process of the shield tunnel, the equivalent model of the longitudinal joint can be stretched when the stress conditions of all the segment rings are different, and further the staggered platform deformation among the segment rings is simulated. The longitudinal joint equivalent model disclosed by the invention is simple in design principle, easy to manufacture and good in applicability in tests. Meanwhile, the problem that the dislocation deformation between the pipe piece rings cannot be simulated in a model test is solved by the longitudinal joint equivalent model, the dislocation phenomenon between the pipe piece rings in an actual shield tunnel can be reflected truly and visually in the model test by the longitudinal joint equivalent model, and the longitudinal joint equivalent model has certain practical value.
In the description of the present invention, it is to be noted that, unless otherwise specified, "a plurality" means two or more; the terms "upper", "lower", "left", "right", "inner", "outer", "front", "rear", "head", "tail", and the like, indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, are only for convenience in describing and simplifying the description, and do not indicate or imply that the device or element referred to must have a particular orientation, be constructed in a particular orientation, and be operated, and thus, should not be construed as limiting the invention. Furthermore, the terms "first," "second," "third," and the like are used for descriptive purposes only and are not to be construed as indicating or implying relative importance.
In the description of the present invention, it should also be noted that, unless otherwise explicitly specified or limited, the terms "mounted," "connected," and "connected" are to be construed broadly, e.g., as meaning either a fixed connection, a removable connection, or an integral connection; can be mechanically or electrically connected; may be directly connected or indirectly connected through an intermediate. The specific meaning of the above terms in the present invention can be understood as appropriate to those of ordinary skill in the art.
The above description is only for the specific embodiments of the present invention, but the scope of the present invention is not limited thereto, and any person skilled in the art can easily conceive of the changes or substitutions within the technical scope of the present invention, and all the changes or substitutions should be covered within the scope of the present invention. Therefore, the protection scope of the present invention shall be subject to the protection scope of the appended claims.
Claims (8)
1. The longitudinal joint equivalent model for researching shield tunnel segment dislocation is characterized in that the longitudinal joint equivalent model (1) is an annular structure which is connected between two adjacent segment rings (2) and has flexibility, and the shearing rigidity of the longitudinal joint equivalent model (1) is equal to the sum of the shearing rigidity of all longitudinal joints between two adjacent original segment rings.
2. The longitudinal joint equivalent model for studying shield tunnel segment staggering according to claim 1, wherein the shear stiffness of the longitudinal joint equivalent model (1) is determined as follows:
based on formula Kp＝nξκbGbAb/lbCalculating the sum K of the shear stiffness of all longitudinal joints between two adjacent original pipe sheet ringsp；
Wherein, KpThe sum of the shear stiffness of all longitudinal joints between two adjacent original pipe sheet rings; n is the number of longitudinal joints between rings of the prototype segment; xi is a shear stiffness correction coefficient considering the friction force of the concave-convex tenon and the concrete pipe sheet; k is a radical ofbThe sinkholdie shear coefficient of the longitudinal joint between rings of the prototype segment; gbThe shear modulus of the longitudinal joint between rings of the prototype segment; a. thebThe area of the shearing surface of the longitudinal joint between rings of the prototype segment is shown; lbThe length of the longitudinal joint between rings of the prototype segment;
based on the set geometric similarity ratio C between the segment ring and the prototype segment ringLRatio similar to modulus of elasticity CEAccording to formula Km＝Kp/CECLAnd the shear stiffness K of the equivalent model (1) of the longitudinal joint is obtained through conversionm。
3. The longitudinal joint equivalent model for studying shield tunnel segment staggering according to claim 2, wherein the shear modulus and the longitudinal width of the longitudinal joint equivalent model (1) are determined as follows:
based on formula Km＝κsGA/l obtains the relation between the shear modulus G and the longitudinal width l of the equivalent model of the longitudinal joint,
wherein, κsIs the Simpolo shear coefficient of the longitudinal joint equivalent model; g is the shear modulus of the equivalent model of the longitudinal joint; a is the shear plane area of the equivalent model of the longitudinal joint; and l is the longitudinal width of the equivalent model of the longitudinal joint.
4. The longitudinal joint equivalent model for researching shield tunnel segment dislocation according to claim 3, characterized in that when the material of the longitudinal joint equivalent model (1) is determined, the shear modulus of the longitudinal joint equivalent model (1) is a known quantity, and the shear stiffness K based on the determined longitudinal joint equivalent model is determinedmAnd formula Km＝κsGA/l, and obtaining the longitudinal width l of the equivalent model (1) of the longitudinal joint.
5. The longitudinal joint equivalent model for researching shield tunnel segment dislocation according to claim 3, characterized in that when the longitudinal width l of the longitudinal joint equivalent model (1) is a known quantity, the shear stiffness K based on the determined longitudinal joint equivalent model ismAnd formula Km＝κsAnd GA/l, obtaining the shear modulus of the longitudinal joint equivalent model (1), and selecting the material of the corresponding longitudinal joint equivalent model based on the obtained shear modulus.
6. The longitudinal joint equivalent model for researching shield tunnel segment dislocation according to claim 4, characterized in that the longitudinal joint equivalent model (1) is a nitrile rubber ring uniformly arranged along the circumferential direction of the segment ring (2).
7. The longitudinal joint equivalent model for studying shield tunnel segment staggering according to claim 1, characterized in that the cross-sectional thickness of the longitudinal joint equivalent model (1) is smaller than the cross-sectional thickness of the segment ring (2).
8. The longitudinal joint equivalent model for researching shield tunnel segment staggering according to claim 1, wherein two sides of the longitudinal joint equivalent model (1) are connected with two adjacent segment rings (2) through viscous materials to form a shield tunnel longitudinal structure.
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| CN113959856A (en) * | 2021-10-25 | 2022-01-21 | 福州大学 | Test device for simulating longitudinal bending resistance of shield tunnel |
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| CN104537162A (en) * | 2014-12-16 | 2015-04-22 | 上海交通大学 | Method for determining capability of resisting slab staggering and expanding deformation of joints between shield tunnel lining rings |
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