CN107247851B - Design and calculation method for zero bending moment shield tunnel cross section - Google Patents

Design and calculation method for zero bending moment shield tunnel cross section Download PDF

Info

Publication number
CN107247851B
CN107247851B CN201710501108.2A CN201710501108A CN107247851B CN 107247851 B CN107247851 B CN 107247851B CN 201710501108 A CN201710501108 A CN 201710501108A CN 107247851 B CN107247851 B CN 107247851B
Authority
CN
China
Prior art keywords
shield tunnel
cross
section
soil pressure
axis
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Active
Application number
CN201710501108.2A
Other languages
Chinese (zh)
Other versions
CN107247851A (en
Inventor
黄大维
冯青松
罗锟
张鹏飞
刘庆杰
梁玉雄
刘林芽
吴神花
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
East China Jiaotong University
Original Assignee
East China Jiaotong University
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by East China Jiaotong University filed Critical East China Jiaotong University
Priority to CN201710501108.2A priority Critical patent/CN107247851B/en
Publication of CN107247851A publication Critical patent/CN107247851A/en
Application granted granted Critical
Publication of CN107247851B publication Critical patent/CN107247851B/en
Active legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Images

Classifications

    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F30/00—Computer-aided design [CAD]
    • G06F30/10—Geometric CAD
    • G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
    • E21D9/14—Layout of tunnels or galleries; Constructional features of tunnels or galleries, not otherwise provided for, e.g. portals, day-light attenuation at tunnel openings
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F30/00—Computer-aided design [CAD]
    • G06F30/20—Design optimisation, verification or simulation

Landscapes

  • Engineering & Computer Science (AREA)
  • Physics & Mathematics (AREA)
  • Theoretical Computer Science (AREA)
  • Geometry (AREA)
  • Computer Hardware Design (AREA)
  • General Physics & Mathematics (AREA)
  • Mining & Mineral Resources (AREA)
  • General Engineering & Computer Science (AREA)
  • Evolutionary Computation (AREA)
  • Mathematical Optimization (AREA)
  • Architecture (AREA)
  • Pure & Applied Mathematics (AREA)
  • Computational Mathematics (AREA)
  • Structural Engineering (AREA)
  • Civil Engineering (AREA)
  • Environmental & Geological Engineering (AREA)
  • Mathematical Analysis (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Geochemistry & Mineralogy (AREA)
  • Geology (AREA)
  • Lining And Supports For Tunnels (AREA)
  • Excavating Of Shafts Or Tunnels (AREA)

Abstract

The invention discloses a design and calculation method of a zero bending moment shield tunnel cross section, which analyzes the total buried depth condition of the top of a shield tunnel, the surrounding hydraulic and soil mechanical characteristics, the underground water level condition and the like according to the stratum condition of the shield tunnel, determines the design water and soil pressure mode of the shield tunnel after comprehensive analysis, designs a reasonable axis and key parameters of the shield tunnel cross section on the basis, wherein the cross section is in an egg-shaped structure with small top and large bottom, and the theoretical bending moment of the cross section is zero under the effect of the design water and soil pressure. The design and calculation method has the advantages that the design and calculation method is simple and easy to operate, and compared with the traditional shield tunnel, the designed zero-bending-moment shield tunnel can reduce the bending moment of the shield tunnel to the maximum extent under the condition of basically not increasing the construction cost, thereby reducing the cross section deformation of the shield tunnel and the opening deformation of the segment longitudinal joint, preventing the segment longitudinal joint from being damaged and leaking water, and reducing the using amount of steel bars in the segments.

Description

Design and calculation method for zero bending moment shield tunnel cross section
Technical Field
The invention belongs to the technical field of underground space engineering, and particularly relates to a design and calculation method for a zero-bending-moment shield tunnel cross section.
Background
As shown in fig. 1, the cross section of the existing shield tunnel generally adopts a circular structure, and in order to reasonably utilize the cross section space or improve the construction efficiency, there are shield tunnels adopting other cross section forms, such as transverse oval, rectangle, quasi-rectangle (adopted by Ningbo subway three-line), semicircle, horseshoe, double circle, triple circle, etc. The main load borne by the shield tunnel serving as an underground structure is the soil pressure, and under normal conditions, the vertical soil pressure borne by the tunnel is greater than the horizontal soil pressure, so that the shield tunnel generates transverse elliptical deformation. If the design specification of the subway specifies, the maximum ovality deformation is 5 when the shield tunnel construction is acceptedD‰，DThe diameter of the tunnel, however, for certain formation conditions, the specification requirements cannot be met at all. In addition, the resistance coefficient of the horizontal stratum of the soft soil stratum is small, and the horizontal soil pressure increment is very limited in the deformation process of the tunnel, so that the shield tunnel in the soft soil area is easy to have the over-limit transverse elliptical deformation. For example, the tunnel shields in the subway sections in the cities of Shanghai, Nanjing, Hangzhou, Ningbo, Tianjin, Buddha and the like have a great amount of transverse elliptical deformation.
From the plane strain angle, the shield tunnel can be regarded as a curved beam structure, and the length of the curved beam is far greater than the height of the curved beam, and the structural mechanics shows that the deformation of the beam structure is mainly caused by bending moment. Research shows that the shield tunnel has cross section deformation caused by the rotation of the longitudinal seam joint of the segment (the other parts are caused by the bending of the segment). The cross section of shield tunnel is under moment of flexure effect, and section of jurisdiction longitudinal joint connects the position and easily takes place the damaged section of jurisdiction edges and corners, and section of jurisdiction longitudinal joint connects and opens and lead to the compressive stress between the waterproof gasket to reduce, opens completely between the waterproof gasket even, leads to connecting waterproof failure from this. In addition, under the action of the bending moment, the connecting bolt of the longitudinal seam joint of the duct piece is pulled, and when the bending moment is overlarge, the thread of the connecting bolt is subjected to plastic deformation, so that the longitudinal seam joint of the duct piece is damaged. Therefore, most of the damage of the segment longitudinal joint is caused by the bending moment of the shield tunnel cross section. In order to reduce the bending moment borne by the longitudinal seam joint of the pipe piece, the skilled person recommends that the longitudinal seam joint of the pipe piece is designed to be at a position with smaller bending moment as much as possible when the pipe piece is divided into blocks in a ring mode, and the most ideal state is that the bending moment at the position of the longitudinal seam joint is 0. However, it is practically impossible to set all the segment longitudinal joint joints at the position where the bending moment is 0, and a certain number of segment pieces are necessary in the circumferential direction of the tunnel for workability of construction.
Therefore, if a cross section form of the shield tunnel can be designed, so that the bending moment of any cross section of the tunnel cross section is 0 (namely the zero bending moment shield tunnel) under the action of bearing the formation pressure, the problems can be solved, and the reinforcing bars of the segments can be greatly reduced.
Disclosure of Invention
The invention aims to provide a design and calculation method for the cross section of a zero-bending-moment shield tunnel according to the defects of the prior art, and the design and calculation method is used for reducing the bending moment of the cross section of the shield tunnel to the maximum extent by enabling the cross section of the shield tunnel to be in an egg-shaped structure with a small upper part and a large lower part, so that the deformation of the cross section of the shield tunnel is reduced.
The purpose of the invention is realized by the following technical scheme:
a design and calculation method for the cross section of a zero-bending-moment shield tunnel is characterized in that the design and calculation method enables the cross section of the shield tunnel to be of an egg-shaped structure with a small upper part and a large lower part, so that the theoretical bending moment of the cross section of the shield tunnel is zero under the action of designed water-soil pressure.
The design calculation method comprises the following steps:
(1) determining the value of the vertical diameter a of the axis of the cross section of the shield tunnel according to the use requirement of the shield tunnel; calculating cross section parameters of the shield tunnel according to a water-soil pressure mode under a representative tunnel stratum condition in the whole shield tunnel, wherein the cross section parameters comprise a cross section axis expression of the shield tunnel, a central horizontal diameter b of a cross section axis and a maximum horizontal diameter c of the cross section axis;
(2) judging whether the cross section space of the shield tunnel meets the use requirement of a limit according to the use function of the shield tunnel; if the limit use requirement is not met, returning to the step (1) to adjust the value of the vertical diameter a and recalculating the cross section parameter of the shield tunnel; if the limit use requirement is met, entering the step (3);
(3) checking whether the cross section of the shield tunnel meets the requirements of strength, deformation and stability when being subjected to the action of variable load and accidental load in the use stage; if the cross section parameter meets the requirement, the cross section parameter obtained by the latest calculation in the step (1) is the final cross section parameter of the shield tunnel; and if the requirements are not met, returning to the step (1), and calculating the cross section parameters of the shield tunnel again according to the water and soil pressure mode considering part of variable loads or accidental loads.
In the step (1), under the condition that the surrounding rock pressure is water-soil cost-effective or the water pressure is not considered, the soil pressure calculation formula in the water-soil pressure mode is as follows:
Figure DEST_PATH_IMAGE002
Figure DEST_PATH_IMAGE004
Figure DEST_PATH_IMAGE006
in the formula (I), the compound is shown in the specification,
P 1the vertical soil pressure at the top of the shield tunnel;
P 2the horizontal soil pressure at the top of the shield tunnel;
P 3the horizontal soil pressure at the bottom of the shield tunnel is greater than that at the top of the shield tunnel;
γthe volume weight of the soil in the tunnel stratum is represented, and the average volume weight is represented for the condition of soil layering;
Hthe thickness of an overlying soil layer of the shield tunnel is determined;
kthe lateral soil pressure coefficient of the lateral soil body of the shield tunnel represents the average lateral soil pressure coefficient for the condition of soil body layering;
athe vertical diameter of the axis of the cross section of the shield tunnel.
In the step (1), when the shield tunnel is located below the underground water level and the stratum meets the water and soil separation condition, the soil pressure calculation formula in the water and soil pressure mode is as follows:
Figure DEST_PATH_IMAGE008
Figure DEST_PATH_IMAGE010
Figure DEST_PATH_IMAGE012
P 1the vertical soil pressure at the top of the shield tunnel;
P 2the horizontal soil pressure at the top of the shield tunnel;
P 3the horizontal soil pressure at the bottom of the shield tunnel is greater than that at the top of the shield tunnel;
Figure DEST_PATH_IMAGE014
only the vertical soil pressure when the soil pressure acts is considered;
Figure DEST_PATH_IMAGE016
the horizontal soil pressure at the top of the shield tunnel when only the soil pressure acts is considered;
Figure DEST_PATH_IMAGE018
the bottom position of the shield tunnel is larger than the horizontal soil pressure at the top position of the shield tunnel only considering the soil pressure acting;
Figure DEST_PATH_IMAGE020
is the volume weight of water;
Figure DEST_PATH_IMAGE022
the vertical distance between the underground water level and the top of the shield tunnel is adopted;
athe vertical diameter of the axis of the cross section of the shield tunnel.
The method for calculating the cross section parameters of the shield tunnel in the step (1) comprises the following steps:
the expression of the cross section axis of the shield tunnel in the positive direction and the negative direction of the X axis in the X-Y coordinate system is as follows:
Figure DEST_PATH_IMAGE024
Figure DEST_PATH_IMAGE026
the central horizontal diameter b of the cross section axis of the shield tunnel, the maximum horizontal diameter c of the cross section axis and the calculation formula of the eccentricity △ are respectively as follows:
Figure DEST_PATH_IMAGE028
Figure DEST_PATH_IMAGE030
Figure DEST_PATH_IMAGE032
in the formula (I), the compound is shown in the specification,
the origin of coordinates in an X-Y coordinate system is located at the top position of the vertical diameter of the axis of the cross section of the shield tunnel, the X axis is parallel to the central horizontal diameter of the axis of the cross section of the shield tunnel, and the Y axis is parallel to the vertical diameter of the axis of the cross section of the shield tunnel;
athe vertical diameter of the axis of the cross section of the shield tunnel;
bthe central horizontal diameter of the axis of the cross section of the shield tunnel;
cthe maximum horizontal diameter of the axis of the cross section of the shield tunnel;
△ is eccentricity, which is the distance of the maximum horizontal diameter c of the shield tunnel cross section axis deviating from the center position of the vertical diameter a;
P 1the vertical soil pressure at the top of the shield tunnel;
P 2the horizontal soil pressure at the top of the shield tunnel;
P 3the horizontal soil pressure at the bottom of the shield tunnel is greater than that at the top of the shield tunnel;
Figure DEST_PATH_IMAGE034
；
Figure DEST_PATH_IMAGE036
。
the shield tunnel at least comprises a vault pipe piece, a vault pipe piece and arch pipe pieces positioned on two sides.
The thickness of the segment of the shield tunnel is 0.03-0.04 times of the vertical diameter of the segment.
When the vertical diameter of the axis of the cross section of the shield tunnel is 1.5 times or more of the horizontal diameter of the center of the shield tunnel, a middle partition plate is arranged in the shield tunnel to divide the shield tunnel into an upper layer and a lower layer.
The inner wall of the arched pipe piece is provided with a protruding bearing platform, and two ends of the middle partition plate are respectively supported on the protruding bearing platforms on two sides.
The protruding bearing platform is provided with reserved steel bars, the reserved steel bars are connected with the protruding bearing platform and the main steel bars inside the arched segment, and are in lap joint with the steel bars inside two ends of the middle partition plate and integrally poured to form an integral structure.
The middle partition board is a track board of the upper space of the shield tunnel.
The method has the advantages that the design calculation method is simple and convenient to operate, the bending moment of the shield tunnel is greatly reduced under the action of formation pressure (theoretically, zero bending moment is adopted, secondary load, variable load and accidental load cannot be considered during design, and secondary load is adopted), the reinforcement of the shield segment can be greatly reduced, the transverse deformation of the shield tunnel and the opening amount of the segment longitudinal joint can be greatly reduced, and the segment longitudinal joint is prevented from being damaged and leaking water; the inner clearance of the shield tunnel is reasonably utilized, such as an upper-layer traffic mode and a lower-layer traffic mode, the cross section space of the shield tunnel is reasonably utilized, and the upper track plate is cast in situ, so that the longitudinal rigidity of the shield tunnel is enhanced; the height of the shield tunnel is larger than the width of the shield tunnel, and the longitudinal rigidity of the shield tunnel structure in the uneven settlement process is also increased.
Drawings
Fig. 1 is a schematic cross-sectional view of a conventional shield tunnel;
FIG. 2 is a schematic flow chart of a design and calculation method for a zero bending moment shield tunnel cross section in the present invention;
FIG. 3 is a schematic diagram illustrating a mode of soil pressure applied to a cross section of a zero bending moment shield tunnel according to the present invention;
FIG. 4 is a schematic diagram of the cross-sectional form and parameters of a zero bending moment shield tunnel according to the present invention;
FIG. 5 is a schematic diagram illustrating calculation of a loose soil pressure (a Taisha foundation soil pressure) in the present invention;
FIG. 6 is a schematic diagram of the calculation of the relaxed soil (Prussian soil pressure) in the present invention;
FIG. 7 is a schematic cross-sectional view of a zero-bending-moment double-layer shield tunnel provided with an intermediate partition plate according to the present invention;
FIG. 8 is a schematic cross-sectional view of a protruding bearing platform arranged on the inner side of an arch waist pipe sheet in the zero-bending-moment double-layer shield tunnel;
fig. 9 is a schematic structural view of the haunch tube sheet of the present invention.
Detailed Description
The features of the present invention and other related features are described in further detail below by way of example in conjunction with the following drawings to facilitate understanding by those skilled in the art:
referring to fig. 1-9, the labels 1-4 in the figures are: the shield tunnel comprises a shield tunnel 1, a vault pipe piece 1a, an arch pipe piece 1b, an arch bottom pipe piece 1c, a middle partition plate 2, a protruding cushion cap 3 and reserved steel bars 4.
Example (b): the embodiment particularly relates to a design and calculation method for a zero-bending-moment shield tunnel cross section, which analyzes the conditions such as the use function of the shield tunnel, the water and soil pressure mode under the stratum condition, the total average buried depth and the like, and designs a reasonable axis of the shield tunnel on the basis to obtain the cross section axis of the shield tunnel and other parameters; the cross section of the shield tunnel is in an egg-shaped structure with a small upper part and a large lower part, so that the theoretical bending moment of the cross section of the shield tunnel is zero under the effect of designed water and soil pressure.
As shown in fig. 2 to 9, the cross section of the shield tunnel 1 in this embodiment is an egg-shaped structure with a small top and a large bottom, and under the action of the main designed water and soil pressure, the theoretical bending moment of the cross section of the shield tunnel 1 is zero, and the specific design method of the cross section includes the following steps:
(step 1)
Firstly, determining the size of the vertical diameter a of the cross section axis of the shield tunnel 1 according to the use function and requirements of the shield tunnel 1, and then calculating various key parameters of the cross section of the shield tunnel 1 according to the water-soil pressure mode under the typical tunnel stratum condition representative in the whole shield tunnel 1, wherein the key parameters comprise a cross section axis expression of the shield tunnel 1, the central horizontal diameter b of the cross section axis, the maximum horizontal diameter c of the cross section axis and the eccentricity △;
for the water and soil pressure mode, when the surrounding rock pressure is water and soil cost or the water pressure is not considered, the soil pressure calculation formula in the water and soil pressure mode is as follows:
Figure DEST_PATH_IMAGE038
Figure DEST_PATH_IMAGE040
Figure DEST_PATH_IMAGE042
in the formula (I), the compound is shown in the specification,
P 1the vertical soil pressure at the top of the shield tunnel 1;
P 2the horizontal soil pressure at the top of the shield tunnel 1;
P 3the horizontal soil pressure at the bottom of the shield tunnel 1 is greater than that at the top of the shield tunnel 1;
γthe volume weight of the soil in the tunnel stratum is represented, and the average volume weight is represented for the condition of soil layering;
Hthe thickness of an overlying soil layer of the shield tunnel is determined;
kthe lateral soil pressure coefficient of the lateral soil body of the shield tunnel represents the average lateral soil pressure coefficient for the condition of soil body layering.
(ii) for the water and soil pressure pattern, when the shield tunnel is located in the loose soil as shown in fig. 5 and 6, considering the case of the loose soil pressure, the same can correspond to the water and soil pressure pattern in (i), that is, the vertical soil pressure P at the top and bottom of the shield tunnel 11The top soil pressure of the shield tunnel 1 in the theory of loose soil pressure is taken as P (vertical soil pressure at the bottom and the top of the shield tunnel is the same because the influence of the self-weight of the shield tunnel 1 on the internal force of the tunnel structure is neglected), which is shown in FIGS. 5 and 62The top horizontal soil pressure P of the shield tunnel 1 is taken3Taking the difference between the horizontal soil pressures at the bottom and the top of the shield tunnel 1; due to design as zeroThe bending moment shield tunnel can ignore the deformation of the shield tunnel 1 under the action of water and soil pressure, so the stratum resistance of the shield tunnel 1 does not need to be calculated.
(iii) for the water and soil pressure mode, when the shield tunnel 1 is positioned below the underground water level and the stratum meets the water and soil pressure calculation condition, the water pressure is expressed in a mode of respectively acting horizontal water pressure and vertical water pressure, wherein the vertical pressure at the top and the bottom of the shield tunnel 1 is corrected without considering the water pressure, considering that under the action of the underground water pressure, the shield tunnel 1 is subjected to upward buoyancy, but under the action of the vertical soil pressure of soil covering on the shield tunnel 1, the tunnel cannot float upwards, namely, in the process of no underground water to the underground water, the increment △ P of the vertical water pressure at the top of the tunnel is as follows:
Figure DEST_PATH_IMAGE044
therefore, when the shield tunnel 1 is located below the groundwater level and the stratum meets the water-soil separation condition, the soil pressure calculation formula in the water-soil pressure mode is as follows:
Figure DEST_PATH_IMAGE046
Figure DEST_PATH_IMAGE048
Figure DEST_PATH_IMAGE050
P 1the vertical soil pressure at the top of the shield tunnel 1;
P 2the horizontal soil pressure at the top of the shield tunnel 1;
P 3the horizontal soil pressure at the bottom of the shield tunnel 1 is greater than that at the top of the shield tunnel 1;
Figure DEST_PATH_IMAGE052
only the vertical soil pressure when the soil pressure acts is considered;
Figure DEST_PATH_IMAGE054
the horizontal soil pressure at the top of the shield tunnel when only the soil pressure acts is considered;
Figure DEST_PATH_IMAGE056
the bottom position of the shield tunnel 1 is larger than the horizontal soil pressure at the top position of the shield tunnel 1 only considering the soil pressure acting;
Figure DEST_PATH_IMAGE058
is the volume weight of water;
Figure DEST_PATH_IMAGE060
the vertical distance from the underground water level to the top of the shield tunnel 1;
and a is the vertical diameter of the axis of the cross section of the shield tunnel 1.
The calculation of each key parameter of the shield tunnel 1 cross section mentioned in this step is specifically as follows:
an X-Y coordinate system is defined on the cross section of the shield tunnel 1 (see fig. 4, the origin of coordinates in the X-Y coordinate system is located at the vertex of the vertical diameter a of the axis of the cross section of the shield tunnel 1, the X axis is parallel to the central horizontal diameter b of the axis of the cross section of the shield tunnel 1, and the Y axis is parallel to the vertical diameter a of the axis of the cross section of the shield tunnel 1), and when the axis of the cross section of the shield tunnel 1 is in the positive direction and the negative direction of the X axis, the following two calculation formulas are respectively satisfied:
Figure DEST_PATH_IMAGE062
Figure DEST_PATH_IMAGE064
in addition, the central horizontal diameter b, the maximum horizontal diameter c and the eccentricity △ of the transverse axis of the shield tunnel 1 are calculated by the following formula:
Figure DEST_PATH_IMAGE066
Figure DEST_PATH_IMAGE068
Figure DEST_PATH_IMAGE070
in the above calculation formula, the meaning of each parameter is as follows:
athe vertical diameter of the axis of the cross section of the shield tunnel 1 is a known quantity;
bthe central horizontal diameter of the axis of the cross section of the shield tunnel 1;
cthe maximum horizontal diameter of the axis of the cross section of the shield tunnel 1;
△ is the eccentricity of the maximum horizontal diameter of the shield tunnel cross section axis;
P 1the vertical soil pressure at the top of the shield tunnel 1;
P 2the horizontal soil pressure at the top of the shield tunnel 1;
P 3the horizontal soil pressure at the bottom of the shield tunnel 1 is greater than that at the top of the shield tunnel 1;
Aas a parameter, the formula is
Figure DEST_PATH_IMAGE072
；
BAs a parameter, the formula is
Figure DEST_PATH_IMAGE074
。
(step 2)
Judging whether the cross section space of the shield tunnel 1 meets the use requirement of a limit according to the use function of the shield tunnel 1;
if the limit use requirement is not met, returning to the step (1) to adjust the value of the vertical diameter a, recalculating key parameters of the cross section of the shield tunnel 1, and then entering the step (2) to judge again;
if the limit use requirement is met, entering the step (3);
(step 3)
After the requirement for boundary service is met, checking whether the cross section of the shield tunnel 1 meets the requirements of strength, deformation and stability when being subjected to variable load and accidental load in the service stage;
if the requirements are not met, returning to the step (1), and calculating each key parameter of the cross section of the shield tunnel 1 again according to the water-soil pressure mode considering part of variable loads or accidental loads;
and (3) if the requirements are met, obtaining the cross section parameters obtained by the latest calculation in the step (1) as the final cross section parameters of the shield tunnel 1.
(step 4)
After determining and obtaining various key parameters of the axis of the cross section of the shield tunnel 1, planning the space of the cross section according to the use requirements of the shield tunnel 1, and reasonably utilizing the space of the cross section.
As shown in fig. 7-9, in the present embodiment, the shield tunnel 1 is formed by assembling a plurality of segments, and the segment blocks are preferably to reduce the number of the blocks as much as possible under the condition of satisfying the construction, and may be four, five, six, or even more; in the embodiment, the shield tunnel 1 is formed by combining a vault segment 1a, a vault segment 1c and arch segment 1b at two sides, the segments are assembled by adopting through joint or staggered joint, and the adjacent segments are connected by adopting a conventional connection mode; the width of each segment is 1.2-2.0m, and the thickness of each segment is 0.03-0.04 times of the vertical diameter a of the shield tunnel 1, so that the strength requirement is met.
The zero bending moment shield tunnel in the embodiment can be used for various underground tunnels, such as a water passing tunnel, an underground pipe gallery tunnel and a subway tunnel lamp; when the zero-bending-moment shield tunnel is used as a subway tunnel, under the condition that the clearance of the cross section of the zero-bending-moment shield tunnel is more than the using clearance of a subway train, the surplus clearance of the cross section can be considered to be used for other functions and be decorated to be used by other underground pipelines, namely a so-called underground pipe gallery.
In addition, as shown in fig. 3, 7, 8 and 9, when the difference between the vertical diameter a of the cross section axis of the zero bending moment shield tunnel 1 and the central horizontal diameter b of the cross section axis is large (i.e. when the vertical diameter a is 1.5 times or more of the central horizontal diameter b), the shield tunnel 1 realizes the design of the upper and lower double-layer structure by using the middle partition plate 2, and the specific structure is as follows:
the shield tunnel 1 is formed by splicing a vault segment 1a, a vault segment 1c and arch segments 1b at two sides, wherein the vault segment 1a and the arch segments 1c can be spliced by a plurality of segments according to the actual conditions of segment manufacturing, transportation and splicing except the arch segments 1b at two sides; a protruding bearing platform 3 is arranged on one side of the inner wall of the arched segment 1b, and two end parts of the middle partition plate 2 are respectively supported and arranged on the protruding bearing platform 3 on the inner wall of the shield tunnel 1; it should be noted that the intermediate partition 2 in this embodiment is used as an upper track slab, and is constructed in a cast-in-place manner, so that the protruding bearing platform 3 is provided with the vertical and horizontal reserved steel bars 4, so as to be connected with the steel bars in the intermediate partition 2 before casting, and after casting is completed, the intermediate partition 2 and the haunch pipe pieces 1b in the shield tunnel 1 form an integral structure, so as to increase the longitudinal rigidity of the shield tunnel 1. Compared with the assembly structure adopted by the middle partition plate in the traditional double-layer shield tunnel, the cast-in-place integral connection structure adopted by the middle partition plate 2 has the characteristic of better integrity, and the middle partition plate 2 in the embodiment is basically not influenced by the formation pressure, so that the cast-in-place integral connection structure can be cast after the assembly of the shield tunnel 1 is completed.

Claims (9)

1. A design calculation method for a zero-bending-moment shield tunnel cross section is characterized in that the design calculation method enables the cross section of the shield tunnel to be in an egg-shaped structure with a small upper part and a large lower part, so that the theoretical bending moment of the cross section of the shield tunnel is zero under the action of designed water-soil pressure;
the design calculation method comprises the following steps:
(1) determining the value of the vertical diameter a of the axis of the cross section of the shield tunnel according to the use requirement of the shield tunnel; calculating cross section parameters of the shield tunnel according to a water-soil pressure mode under a representative tunnel stratum condition in the whole shield tunnel, wherein the cross section parameters comprise a cross section axis expression of the shield tunnel, a central horizontal diameter b of a cross section axis and a maximum horizontal diameter c of the cross section axis;
(2) judging whether the cross section space of the shield tunnel meets the use requirement of a limit according to the use function of the shield tunnel; if the limit use requirement is not met, returning to the step (1) to adjust the value of the vertical diameter a and recalculating the cross section parameter of the shield tunnel; if the limit use requirement is met, entering the step (3);
(3) checking whether the cross section of the shield tunnel meets the requirements of strength, deformation and stability when being subjected to the action of variable load and accidental load in the use stage; if the cross section parameter meets the requirement, the cross section parameter obtained by the latest calculation in the step (1) is the final cross section parameter of the shield tunnel; and if the requirements are not met, returning to the step (1), and calculating the cross section parameters of the shield tunnel again according to the water and soil pressure mode considering part of variable loads or accidental loads.
2. The method according to claim 1, wherein in step (1), when the surrounding rock pressure is water-soil cost effective or water pressure is not considered, the soil pressure calculation formula in the water-soil pressure mode is as follows:
Figure 739941DEST_PATH_IMAGE001
Figure 657081DEST_PATH_IMAGE002
Figure 436818DEST_PATH_IMAGE003
in the formula (I), the compound is shown in the specification,
P 1the vertical soil pressure at the top of the shield tunnel;
P 2the horizontal soil pressure at the top of the shield tunnel;
P 3the horizontal soil pressure at the bottom of the shield tunnel is greater than that at the top of the shield tunnel;
γthe volume weight of the soil in the tunnel stratum is represented, and the average volume weight is represented for the condition of soil layering;
Hthe thickness of an overlying soil layer of the shield tunnel is determined;
kthe lateral soil pressure coefficient of the lateral soil body of the shield tunnel represents the average lateral soil pressure coefficient for the condition of soil body layering;
athe vertical diameter of the axis of the cross section of the shield tunnel.
3. The method according to claim 1, wherein in step (1), when the shield tunnel is located below the ground water level and the ground layer meets the water-soil separation condition, the soil pressure calculation formula in the water-soil pressure mode is as follows:
Figure 143612DEST_PATH_IMAGE004
Figure 957984DEST_PATH_IMAGE005
Figure 780447DEST_PATH_IMAGE006
P 1the vertical soil pressure at the top of the shield tunnel;
P 2for the shield toHorizontal soil pressure at the top of the tunnel;
P 3the horizontal soil pressure at the bottom of the shield tunnel is greater than that at the top of the shield tunnel;
Figure 109797DEST_PATH_IMAGE007
only the vertical soil pressure when the soil pressure acts is considered;
Figure 308697DEST_PATH_IMAGE008
the horizontal soil pressure at the top of the shield tunnel when only the soil pressure acts is considered;
Figure 977576DEST_PATH_IMAGE009
the bottom position of the shield tunnel is larger than the horizontal soil pressure at the top position of the shield tunnel only considering the soil pressure acting;
Figure 970940DEST_PATH_IMAGE010
is the volume weight of water;
Figure 538318DEST_PATH_IMAGE011
the vertical distance between the underground water level and the top of the shield tunnel is adopted;
athe vertical diameter of the axis of the cross section of the shield tunnel.
4. The method for designing and calculating the cross section of the zero bending moment shield tunnel according to claim 2 or 3, wherein the method for calculating the cross section parameters of the shield tunnel in the step (1) comprises the following steps:
the expression of the cross section axis of the shield tunnel in the positive direction and the negative direction of the X axis in the X-Y coordinate system is as follows:
Figure 275330DEST_PATH_IMAGE012
Figure 798716DEST_PATH_IMAGE013
the central horizontal diameter b of the cross section axis of the shield tunnel, the maximum horizontal diameter c of the cross section axis and the calculation formula of the eccentricity △ are respectively as follows:
Figure 290877DEST_PATH_IMAGE014
Figure 532502DEST_PATH_IMAGE015
Figure 807626DEST_PATH_IMAGE016
in the formula (I), the compound is shown in the specification,
the origin of coordinates in an X-Y coordinate system is located at the top position of the vertical diameter of the axis of the cross section of the shield tunnel, the X axis is parallel to the central horizontal diameter of the axis of the cross section of the shield tunnel, and the Y axis is parallel to the vertical diameter of the axis of the cross section of the shield tunnel;
athe vertical diameter of the axis of the cross section of the shield tunnel;
bthe central horizontal diameter of the axis of the cross section of the shield tunnel;
cthe maximum horizontal diameter of the axis of the cross section of the shield tunnel;
△ is eccentricity, which is the distance of the maximum horizontal diameter c of the shield tunnel cross section axis deviating from the center position of the vertical diameter a;
P 1the vertical soil pressure at the top of the shield tunnel;
P 2the horizontal soil pressure at the top of the shield tunnel;
P 3the bottom position of the shield tunnel is larger than the level of the top position of the shield tunnelThe soil pressure;
Figure 765611DEST_PATH_IMAGE017
；
Figure 100777DEST_PATH_IMAGE018
。
5. the method of claim 1, wherein the shield tunnel comprises at least a segment of a vault, and segments of a corbel located on either side.
6. The method for designing and calculating the cross section of the zero-bending-moment shield tunnel according to claim 5, wherein the thickness of the segment of the shield tunnel is 0.03-0.04 times of the vertical diameter of the segment.
7. The method of claim 5, wherein when the vertical diameter of the axis of the cross section of the shield tunnel is 1.5 times or more the horizontal diameter of the center thereof, a middle partition is provided in the shield tunnel to divide the shield tunnel into an upper layer and a lower layer.
8. The method of claim 7, wherein the inner wall of the haunch tube sheet is provided with protruding bearing platforms, and both ends of the intermediate partition plate are respectively supported on the protruding bearing platforms at both sides.
9. The method of claim 8, wherein the protruding bearing platform is provided with a pre-fabricated reinforcement, the pre-fabricated reinforcement is connected to the protruding bearing platform and the main reinforcement inside the haunch segment, and is lapped and integrally cast with the inner reinforcements at two ends of the intermediate partition plate to form an integral structure.
CN201710501108.2A 2017-06-27 2017-06-27 Design and calculation method for zero bending moment shield tunnel cross section Active CN107247851B (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN201710501108.2A CN107247851B (en) 2017-06-27 2017-06-27 Design and calculation method for zero bending moment shield tunnel cross section

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN201710501108.2A CN107247851B (en) 2017-06-27 2017-06-27 Design and calculation method for zero bending moment shield tunnel cross section

Publications (2)

Publication Number Publication Date
CN107247851A CN107247851A (en) 2017-10-13
CN107247851B true CN107247851B (en) 2020-06-23

Family

ID=60014708

Family Applications (1)

Application Number Title Priority Date Filing Date
CN201710501108.2A Active CN107247851B (en) 2017-06-27 2017-06-27 Design and calculation method for zero bending moment shield tunnel cross section

Country Status (1)

Country Link
CN (1) CN107247851B (en)

Families Citing this family (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN108287945B (en) * 2017-12-29 2021-09-24 东北大学 Deformation calculation method and application technology of foundation soil under large foundation
CN111651945B (en) * 2020-06-24 2022-03-29 中铁第四勘察设计院集团有限公司 Method for acquiring waterproof capacity of double-channel sealing gasket
CN111898214A (en) * 2020-06-29 2020-11-06 中铁第一勘察设计院集团有限公司 Method and device for creating three-dimensional model of shield segment
CN113221233B (en) * 2021-06-18 2023-03-14 华东交通大学 Composite soil layer shield tunnel cross section design method and shield tunnel
CN113378284B (en) * 2021-08-04 2022-05-13 华东交通大学 Design method of horseshoe-shaped shield tunnel in soil-rock composite stratum
CN114485449A (en) * 2022-02-08 2022-05-13 上海市地质勘查技术研究院 Tunnel longitudinal distributed deformation monitoring method and system based on optical fiber sensing technology

Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN1470741A (en) * 2003-03-04 2004-01-28 上海市隧道工程轨道交通设计研究院 Single-pipe circular tunnel two-layer structure
CN101435333A (en) * 2008-11-19 2009-05-20 兰州南特数码科技股份有限公司 Optimized arch rapid determining method of tunnel and underground arch chamber
CN103593558A (en) * 2013-11-01 2014-02-19 中南大学 Shield tunnel segment structure safety evaluation model and method
CN104863611A (en) * 2015-05-08 2015-08-26 黄河勘测规划设计有限公司 Method for designing cross-section structure of open-channel flow water-conveyance tunnel
JP2015170171A (en) * 2014-03-07 2015-09-28 日本電信電話株式会社 Durability determination method and device for communication shield tunnel
CN106436513A (en) * 2016-10-17 2017-02-22 上海市政工程设计研究总院（集团）有限公司 Round tunnel double-decked lane frame structured system and fully-prefabricated construction method thereof
CN106524936A (en) * 2016-11-11 2017-03-22 青岛理工大学 Method for monitoring deformation of tunnel pipe-roof

Patent Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN1470741A (en) * 2003-03-04 2004-01-28 上海市隧道工程轨道交通设计研究院 Single-pipe circular tunnel two-layer structure
CN101435333A (en) * 2008-11-19 2009-05-20 兰州南特数码科技股份有限公司 Optimized arch rapid determining method of tunnel and underground arch chamber
CN103593558A (en) * 2013-11-01 2014-02-19 中南大学 Shield tunnel segment structure safety evaluation model and method
JP2015170171A (en) * 2014-03-07 2015-09-28 日本電信電話株式会社 Durability determination method and device for communication shield tunnel
CN104863611A (en) * 2015-05-08 2015-08-26 黄河勘测规划设计有限公司 Method for designing cross-section structure of open-channel flow water-conveyance tunnel
CN106436513A (en) * 2016-10-17 2017-02-22 上海市政工程设计研究总院（集团）有限公司 Round tunnel double-decked lane frame structured system and fully-prefabricated construction method thereof
CN106524936A (en) * 2016-11-11 2017-03-22 青岛理工大学 Method for monitoring deformation of tunnel pipe-roof

Non-Patent Citations (2)

* Cited by examiner, † Cited by third party
Title
基于零弯矩理论的多跨连续刚构桥挠度控制方法的研究;梁鑫磊;《中国优秀硕士学位论文全文数据库 工程科技Ⅱ辑》;20131215;第3章 *
高水压山岭隧道衬砌水压力分布规律研究;高新强;《中国优秀博硕士学位论文全文数据库 (博士) 工程科技Ⅱ辑》;20060415;第5章 *

Also Published As

Publication number Publication date
CN107247851A (en) 2017-10-13

Similar Documents

Publication Publication Date Title
CN107247851B (en) Design and calculation method for zero bending moment shield tunnel cross section
CN107083971B (en) Zero bending moment shield tunnel
CN107178393B (en) Tunnel secondary lining water pressure control structure
CN110630283B (en) Three-layer supporting structure suitable for double-arch tunnel and construction method
WO2017107372A1 (en) Urban underground comprehensive steel pipe gallery
CN103321659A (en) Large-diameter tube curtain support underground excavation construction super-shallow burying large-section subway station structure and construction method
CN111365018B (en) Cover arch reinforcement method suitable for small tunnel clearance
CN110836121A (en) Anti-floating reinforcing structure of operated subway tunnel and construction method
CN105804760A (en) Super-large section tunnel drilling and blasting method in-situ expansion construction structure and construction method
CN104674863A (en) Method for reinforcing existing municipal pipe gallery within deep foundation pit excavation range
CN105821903B (en) Frame type combined structure pipe gallery
CN108547316B (en) Double-layer corrugated steel structure for underground comprehensive pipe gallery
CN102733619B (en) Strengthening method for reinforced concrete frame structure
CN112012763B (en) Construction method of double-layer primary support multi-arch tunnel structure
CN102943923B (en) Anti-floating box culvert structure for pipelines in soft soil
CN106049527B (en) Open cut method can restore three cable subway station structures of three arches
CN109826230B (en) Municipal road pipeline reinforcement protection structure and construction method thereof
CN113221233B (en) Composite soil layer shield tunnel cross section design method and shield tunnel
CN202560234U (en) Astylar long-span underground space structure
CN204570718U (en) A kind of raft foundation with fluid pipeline path
CN104562923B (en) A kind of construction method of the semi-rigid joint Integral Abutment Bridge of concrete-pile supporting
CN112112666A (en) Connecting and rapid positioning device and method for shield tunnel prefabricated box culvert structure
CN110645003B (en) Completely weathered granite bias steep slope tunnel entry construction method
CN106761816A (en) A kind of screwed joint attachment structure between the section of jurisdiction for extra-large shield-driven tunnel
CN209211491U (en) Steel-concrete combined structure wall and the spelling more cabin underground pipe galleries of cabin formula

Legal Events

Date Code Title Description
PB01 Publication
PB01 Publication
SE01 Entry into force of request for substantive examination
SE01 Entry into force of request for substantive examination
GR01 Patent grant
GR01 Patent grant