CN114417455A - Design prediction method for surface subsidence limit value of subway tunnel passing through high-speed railway - Google Patents

Design prediction method for surface subsidence limit value of subway tunnel passing through high-speed railway Download PDF

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CN114417455A
CN114417455A CN202111568108.7A CN202111568108A CN114417455A CN 114417455 A CN114417455 A CN 114417455A CN 202111568108 A CN202111568108 A CN 202111568108A CN 114417455 A CN114417455 A CN 114417455A
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张鹏
吴海艳
王达麟
张继清
杨贵生
张春雷
张�浩
胡奇凡
郭剑勇
曾佳亮
费瑞振
康镜
刘颖
刘强
靳瑞杰
杨守峰
时晓贝
王林辉
王正松
侯靖宇
于学敏
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Abstract

The invention provides a design prediction method for a surface subsidence limit value of a subway tunnel under-passing high-speed railway, which comprises the steps of determining the influence width W of a surface subsider in the track direction in different modes according to whether existing data of an engineering construction test section or an area exist; the method comprises the steps of determining the influence width W of the surface subsider in the track direction by adopting a regression analysis method, and determining the influence width W of the surface subsider in the track direction by adopting the minimum value of an empirical formula method and a numerical simulation method. Determining the maximum value of surface subsidence S caused by excavation of a tunnel through a high-speed railway tunnel by adopting a circular curve simplified model through the influence width W of the surface subsidence tank in the track directionmax. The invention can obtain the ground more accuratelyThe maximum allowable value of surface settlement prevents engineering damage caused by overlarge surface settlement after construction due to unreasonable design prediction.

Description

Design prediction method for surface subsidence limit value of subway tunnel passing through high-speed railway
Technical Field
The invention relates to the technical field of design of a subway tunnel underpass high-speed railway, and provides a design prediction method for a subway tunnel underpass high-speed railway ground surface settlement limit value.
Background
With the rapid development of urban construction in China, urban rail transit and high-speed railways are in a rapid development stage, the urban rail transit and the high-speed railways inevitably have a crossing problem in cities, and the scheme that urban rail transit tunnels penetrate the high-speed railways is more reasonable.
Deformation such as ground settlement is inevitably produced in the construction process that the subway tunnel passes through the high-speed railway, the high smoothness of the designed track of the high-speed railway is ensured, and the ground settlement caused by the high-speed railway passing through the subway tunnel is inevitably required to be controlled. At present, the ground surface settlement control standard caused by the high-speed rail passing through the tunnel in China is usually obtained according to experience or analogy, and certain blindness is achieved.
Therefore, in order to ensure the driving safety of the high-speed railway when the subway tunnel section passes downwards, in engineering practice, a design prediction method for the maximum settlement value of the ground surface in the subway passing downwards high-speed railway needs to be made.
Disclosure of Invention
The invention aims to solve the problems in the prior art, and provides a design prediction method for the ground surface settlement limit value of a high-speed railway passing through the underground tunnel, which considers the influence factors of the ground surface settlement under various conditions, can more accurately obtain the maximum allowable value of the ground surface settlement, and prevents engineering damage caused by overlarge ground surface settlement after construction due to unreasonable design prediction.
The invention provides the following technical scheme:
a design prediction method for a surface subsidence limit value of a subway tunnel under-passing high-speed railway comprises the following steps:
s1: according to whether the existing data of the engineering construction test section or the area exist, different modes are selected to determine the influence width W of the earth surface settling tank in the track direction: if the engineering construction test section or the area has existing data, determining the influence width W of the earth surface settling tank in the track direction by adopting a first mode; if the engineering construction test section or the existing data of the area are not available, determining the influence width W of the ground surface settling tank in the track direction in the second mode; the method comprises the steps of determining the influence width W of the surface subsider in the track direction by adopting a regression analysis method, and determining the influence width W of the surface subsider in the track direction by adopting the minimum value of an empirical formula method and a numerical simulation method.
S2: determining the maximum value of surface subsidence S caused by excavation of a tunnel through a high-speed railway tunnel by adopting a circular curve simplified model through the influence width W of the surface subsidence tank in the track directionmax。
Wherein the regression analysis land subsider effect width is obtained by:
W1＝5K(H+R)
in the formula, K is an empirical parameter of regression analysis and is obtained by fitting analysis according to existing data of a project construction test section or a region; h is the thickness of the tunnel covering soil; and R is the calculated radius of the tunnel.
Wherein the surface settler effect width of said empirical formula is obtained by:
Figure BDA0003422443820000011
in the formula (I), the compound is shown in the specification,
Figure BDA0003422443820000023
the internal friction angle of the soil body; h is the thickness of the tunnel covering soil; and R is the calculated radius of the tunnel.
Wherein the numerically simulated ground surface settling tank influence width is obtained by the following method:
firstly, determining a structure value of a modeling range according to design data; meanwhile, according to geological survey data, determining soil layer division suitable for the adopted computer three-dimensional numerical model softwareAnd the mechanical parameters of each layer of soil body; then modeling by adopting selected three-dimensional numerical model software, and inputting the structure value, soil layer division and mechanical parameters of each layer of soil body; adjusting and operating the model, completing tunnel excavation construction simulation, extracting model calculation results, and obtaining numerically-simulated earth surface settling tank influence width W3。
Further, the structural values of the modeling range include: and calculating the radius R along the length l of the subway line direction, the lower depth H within the length range of the subway line direction, the tunnel hole diameter which is 3-5 times of the outside of the tunnel structure, the tunnel earthing thickness H and the tunnel.
Further, the mechanical parameters of each layer of soil body of the computer three-dimensional numerical model software comprise: thickness of soil layer hLayer(s)Severe rho, elastic modulus E, Poisson's ratio mu, cohesive force c, soil internal friction angle
Figure BDA0003422443820000024
Further, the adjusting of the model before running comprises: dividing grids with proper sizes according to the modeling range; determining the displacement boundary conditions of the model, specifically: the top surface of the soil body model is a free boundary, the bottom surface is vertical restraint, and the periphery is normal restraint.
Further, the running of the model comprises: applying an initial vertical gravity field in a modeling model, operating software calculation, balancing the model calculation, and resetting the initial displacement of the calculated model; and then simulating a tunnel excavation process in a modeling model, arranging distribution calculation according to the construction schedule to simulate tunnel excavation and tunnel lining support setting construction steps, operating software calculation, and calculating the model to be balanced.
Further, the computer three-dimensional numerical model software can be selected from FLAC 3D, ABAQUS, MIDAS GTS NX, Plaxis and the like.
Wherein the width W is influenced by the ground surface settling tank in the track direction, and the width W is influenced by the ground surface settling tank in the tunnel direction1、W2、W3) And the angle alpha between the tunnel direction and the track direction.
Wherein the maximum value of surface subsidence caused by excavation of the tunnel through the high-speed railway tunnel is SmaxObtained by the following formula:
Figure BDA0003422443820000021
in the formula, rshThe radius of the sinkers circle curve is determined by the following equation:
Figure BDA0003422443820000022
in the formula, VsjAnd designing the speed for the high-speed railway.
Further, rshThe minimum value in the above formula can be taken.
Compared with the prior art, the invention has the advantages and positive effects that:
aiming at the condition that a subway tunnel penetrates through a ballastless track bed of a high-speed railway, according to the influence width of a ground surface settling tank generated by the penetration of the tunnel, the operation speed of a train at the penetration position and the requirement of track smoothness, the invention uses a circular curve to simplify and simulate the curved surface form of the track settling tank, establishes a ground surface settlement calculation model, obtains the maximum limit value of the high-speed railway ground surface settlement caused by the excavation of the tunnel penetrating through the high-speed railway, provides scientific basis for the establishment of the ground surface settlement control standard of the penetration engineering, avoids the 'brain-shooting bag' and 'experience' established by the standard, and has certain technical and economic significance. Meanwhile, in order to adapt to the integrity degree of existing data in different regions and the data integrity condition of a project construction test section, a regression analysis method, an empirical formula method and a numerical simulation method are reasonably combined, a simplified simulation model is applied, the minimum calculated amount of each simulation calculation method is adopted, and the most reliable control standard for determining data of surface subsidence is achieved.
Drawings
FIG. 1 is a model of a surface orbit settling tank calculation;
FIG. 2 is a three-dimensional numerical model diagram of an embodiment of the invention;
fig. 3 is a graph of a settling tank calculated by a three-dimensional numerical model according to an embodiment of the present invention.
Detailed Description
The technical scheme of the invention is further explained by combining the attached drawings. 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.
According to the design and prediction method for the surface subsidence limit value of the subway tunnel underpass high-speed railway, the form of the surface subsidence groove curved surface is simulated by using a circular curve simplified model according to the influence width of the surface subsidence groove generated by the underpass of the tunnel, the operation speed of a underpass train and the requirement of track smoothness, and a surface subsidence groove calculation model is established. Specifically, the curved surface of the surface orbit settling tank is assumed to be a circular curve, rshThe radius of the circular curve (radius of curvature of sedimentation). Considering regional uniform sedimentation as S2The maximum value of the ground surface settlement caused by the tunnel downward penetration is SmaxThe influence width of the ground subsider in the track direction (projection direction) is W (half of the width is expressed as W/2 in the figure), and a ground subsider calculation model is shown in figure 1.
In the following design prediction method, the following parameters can be obtained according to subway design data: tunnel covering thickness H, tunnel calculated radius R and high-speed railway design speed VsjAnd the angle alpha between the direction of the subway tunnel and the direction of the track.
Solving the circular curve function can obtain that the maximum value of the surface subsidence caused by the excavation of the tunnel passing through the high-speed railway under the tunnel is SmaxCalculating according to the formula (1):
Figure BDA0003422443820000031
wherein S ismaxThe maximum value of the surface subsidence caused by the excavation of the tunnel passing through the high-speed railway is m; r isshRadius of the settling circle curveThe unit is m; w is the influence width of the earth surface settling tank in the track direction, and the unit is m;
to satisfy engineering safety, the radius r of the circular curveshThe formula (2) needs to be satisfied:
Figure BDA0003422443820000032
wherein, VsjThe speed is designed for the high-speed railway, and the unit is km/h.
The radius r of the curve of the settling circle in the formula (1) can be determined according to the minimum value obtained by the formula (2)shThe value of (a).
And (3) determining the influence width W of the earth surface settling tank in the track direction in the formula (1) in different modes according to whether the earth surface settling tank has existing data of an engineering construction test section or an area. And if the existing data of the engineering construction test section or the area exist, determining the influence width W of the earth surface settling tank in the track direction by adopting a regression analysis method. If the existing data of the engineering construction test section or the area does not exist, the minimum value of an empirical formula method and a numerical simulation method is adopted to determine the influence width W of the earth surface settling tank in the track direction.
The regression analysis method is as follows:
calculating according to a formula (3) to obtain a sedimentation tank width coefficient of regression analysis;
i1＝K(H+R) (3)
wherein i1The width coefficient of the settling tank is regression analysis, and the unit is m; k is an empirical parameter of regression analysis and is obtained by fitting analysis according to existing data of a project construction test section or region; h is the thickness of the tunnel covering soil, and the unit is m; r is the calculated radius of the tunnel, and the unit is m;
calculating according to a formula (4) to obtain the influence width of the surface subsider of the regression analysis;
W1＝5i1 (4)
wherein, W1The influence width of the surface subsider for regression analysis is m;
the empirical formula method is as follows:
calculating according to the formula (5) to obtain the width coefficient of the settling tank of an empirical formula;
Figure BDA0003422443820000041
wherein i2The width coefficient of the settling tank is an empirical formula;
Figure BDA0003422443820000042
the internal friction angle of the soil body; h is the thickness of the tunnel covering soil, and the unit is m; r is the calculated radius of the tunnel, and the unit is m;
the influence width of the surface settling tank of the empirical formula is calculated according to the formula (6):
W2＝5i2 (6)
wherein, W2The surface settler, which is an empirical formula, affects the width in m.
The numerical simulation method is specifically as follows:
firstly, according to design data, determining structure values of a modeling range, including but not limited to one or more of the following: and calculating the radius R along the length l of the subway line direction, the lower depth H within the length range of the subway line direction, the tunnel hole diameter which is 3-5 times of the outside of the tunnel structure, the tunnel earthing thickness H and the tunnel.
Meanwhile, according to geological survey data, soil layer division suitable for the adopted computer three-dimensional numerical model software and mechanical parameters of soil bodies of each layer are determined, wherein the soil layer division and the mechanical parameters include but are not limited to one or more of the following: thickness of soil layer hLayer(s)Severe rho, elastic modulus E, Poisson's ratio mu, cohesive force c, soil internal friction angle
Figure BDA0003422443820000043
Then modeling by adopting selected three-dimensional numerical model software, and inputting the structure value, soil layer division and mechanical parameters of each layer of soil body; dividing grids with proper sizes according to the modeling range; determining the displacement boundary conditions of the model, specifically: the top surface of the soil body model is a free boundary, the bottom surface is vertical restraint, and the periphery is normal restraint.
Applying an initial vertical gravity field in a modeling model, operating software calculation, balancing the model calculation, and resetting the initial displacement of the calculated model;
simulating a tunnel excavation process in a modeling model, arranging distribution calculation simulation tunnel excavation and tunnel lining support setting construction steps according to a construction progress, operating software calculation, and calculating the model to be balanced;
extracting the influence width W of the numerically-simulated earth surface settling tank according to the calculation result in the modeling model after the tunnel is completely constructed3。
Due to W1、W2、W3The earth's surface subsider that is tunnel direction influences the width, considers the angle alpha between subway tunnel direction and the track direction, can influence the width to tunnel direction's earth's surface subsider and carry out the projection direction and revise, and the earth's surface subsider that confirms track direction according to mode one influences width W and is:
W＝W1×sinα (7)
determining the influence width W of the earth surface settling tank in the track direction according to the second mode
W＝min(W2,W3)×sinα (8)
Wherein, alpha is the angle between the subway tunnel direction and the track direction, and the unit is.
In the above equation (8), the influence widths of the surface subsider in the track direction and the surface subsider in the numerical simulation may be obtained first, and then the minimum value of the two may be determined.
And after determining the influence width W of the surface subsider in the track direction, returning and substituting the influence width W into the formula (1) to calculate the maximum value of the surface subsidence caused by the excavation of the tunnel passing through the high-speed railway.
The budgeting method of the present invention is further illustrated by a specific example.
And a certain subway shield region obliquely downwards penetrates through a ballastless track section of a high-speed railway at a crossing angle of 53 degrees, and the design speed per hour of the high-speed railway is 350 km/h. The radius of the shield excavation hole is 3m, the vault is covered with soil for 18m, and the penetrated stratum mainly comprises fine powderSand layer, powder clay layer, powder soil layer and pebble layer. Performing regression analysis on the surface subsidence measuring points of 24 interval tunnels of other subway lines of the city to obtain an empirical parameter K which is 0.348; obtaining the internal friction angle of the soil body according to the survey report of the underpass
Figure BDA0003422443820000052
The high-speed railway settlement curvature radius;
Figure BDA0003422443820000051
(1) calculating the maximum value of surface settlement by regression analysis method according to the construction test section
And (3) calculating according to regression analysis of a test section in engineering construction to obtain a width coefficient of the settling tank:
i1＝K(H+R)＝0.348×(3+18)＝7.308m
calculating to obtain the influence width of the regression analysis surface settling tank:
W1＝5i1＝5×7.308＝36.54m
the influence width of the ground surface settling tank in the projection direction of the track is as follows:
W＝W1×sinα＝36.54×sin53°＝29.18m
the maximum value of the surface subsidence caused by the underground tunnel penetration is as follows:
Figure BDA0003422443820000061
(2) calculating the maximum value of surface subsidence according to empirical formula method and numerical simulation method
According to empirical formula:
and (3) calculating to obtain the width coefficient of the settling tank:
Figure BDA0003422443820000062
the surface settling tank according to the empirical formula affects the width:
W2＝5i2＝5×14.51＝72.55m
the calculated width of the settling tank in the projection direction of the track obtained by an empirical formula is as follows:
W＝W2×sinα＝72.55×sin53°＝57.94m
according to numerical simulation:
the simulation region is 60m long along the subway line direction, 20m deep under the interval structure is got to the degree of depth, gets 3 times hole footpath width 18m outside the tunnel structure, and the section of jurisdiction is 300mm thick. And (3) establishing a FLAC 3D numerical model, wherein the top surface of the soil body model is a free boundary, the bottom surface of the soil body model is vertical constraint, the periphery of the soil body model is normal constraint, and a three-dimensional numerical model diagram is shown in figure 2. In the three-dimensional numerical model diagram, a mark 1 is a high-speed railway roadbed, a mark 2 is a shield interval tunnel, and a mark 3 is a surrounding stratum soil body.
A soil constitutive model adopts a FLAC 3D built-in mole-coulomb model, a linear elastic model is adopted as a structural material, and stratum division and soil mechanical parameter values in a numerical model are shown in the following table 1 according to a geological survey report.
TABLE 1 soil mechanics index table of numerical model
Figure BDA0003422443820000063
Applying normal direction constraint on the side surface and the bottom surface of the model, and balancing the model under the action of self weight and train load to generate an initial stress field; and after the displacement of the node is eliminated, operating software to simulate the shield construction process. The method comprises the following specific steps:
firstly, simulating the tunnel entering process of the shield tunneling machine. In the simulation process, the shield tunneling machine advances by the length (1.2m) of the ring width of 1 segment in each 1 step. The method comprises the following specific steps:
firstly, a tunnel soil body with a wide and long segment is excavated, and the tunnel soil body comprises a tunnel soil body, a segment ring, a grouting layer and a gap layer which are defined in advance.
And secondly, giving mechanical parameters far smaller than the surrounding soil body to the gap layer units so as to simulate the gaps around the shield tunneling machine caused by overexcavation.
And thirdly, giving mechanical parameters of a shield shell to the grouting layer unit to simulate the supporting effect of the shield machine on the soil body of the four walls.
Fourthly, applying the pressure of the soil cabin to the excavated surface to keep the excavated surface stable and balanced.
And fifthly, running a solution command to calculate.
And (4) carrying out the next propulsion of the shield machine according to the process until the whole shield body completely enters the tunnel.
After the shield machine completely enters the soil body, the excavation calculation of each step is to perform the simulation of segment installation and segment back grouting on the tail part of the shield machine besides the simulation of the shield shell. In order to embody the hardening process of the grouting material, 2 properties are set for the grouting layer: (1) the elastic modulus of the low-rigidity grouting material before solidification is equal to the grouting pressure; (2) and (4) solidifying the grouting material. The concrete simulation method for the construction at this stage comprises the following steps: setting a section of newly excavated grouting layer as a shield shell; changing the material property of the last section of unit of the shield shell into the property of the grouting material before solidification, and setting a thin layer unit tightly attached to the inside of the section of grouting layer as a shield segment; and thirdly, continuing the first step and the second step until 3 pipe ring width grouting materials before solidification are set, and setting the low-rigidity grouting material of the first ring as the grouting material after solidification, namely, assuming that the hardening process of the grouting material lags behind 3 pipe rings.
The curve of the settling tank obtained by three-dimensional numerical simulation calculation is shown in fig. 3, and according to the result of fig. 3, the maximum settling tank width of the earth surface in the track direction obtained by numerical simulation is about 70 m.
Comprehensively considering the numerical simulation result, obtaining the influence width W of the settling tank in the track projection direction:
min(57.94，70)＝57.94m
the maximum value of the ground surface settlement caused by the underground tunnel downward penetration is as follows;
Figure BDA0003422443820000071
the maximum allowable ground surface settlement value obtained according to the engineering actual measurement data of the area is 2.17mm, higher requirements are provided for underpass engineering, and the value can be used as a relevant unit to establish the ground surface settlement control standard of the underpass high-speed railway. When the data of the engineering actual measurement data is lacked, the relatively close maximum value of the earth surface settlement can be obtained through an empirical formula method and a numerical simulation method, and the data of the relatively strict control standard can be obtained by comparing the maximum value with the minimum value, so that a more scientific basis is provided for formulating the earth surface settlement control standard of the tunnel lower-crossing high-speed rail tunnel excavation engineering.
The scope of the present invention is not limited thereto, and any changes or substitutions that can be easily made by those skilled in the art within the technical scope of the present invention are intended to be included within the scope of the present invention. Therefore, the protection scope of the present invention shall be subject to the protection scope of the claims.

Claims (10)

1. A design prediction method for a surface subsidence limit value of a subway tunnel under-passing high-speed railway comprises the following steps:
s1: according to whether the existing data of the engineering construction test section or the area exist, different modes are selected to determine the influence width W of the earth surface settling tank in the track direction: if the engineering construction test section or the area has existing data, determining the influence width W of the earth surface settling tank in the track direction by adopting a first mode; if the engineering construction test section or the existing data of the area are not available, determining the influence width W of the ground surface settling tank in the track direction in the second mode; the method comprises the steps of determining the influence width W of the surface subsider in the track direction by adopting a regression analysis method, and determining the influence width W of the surface subsider in the track direction by adopting the minimum value of an empirical formula method and a numerical simulation method.
S2: determining the maximum value of surface subsidence S caused by excavation of a tunnel through a high-speed railway tunnel by adopting a circular curve simplified model through the influence width W of the surface subsidence tank in the track directionmax。
2. The method for designing and predicting the ground surface subsidence limit value of the underground tunnel passing through the high-speed railway according to claim 1, wherein the influence width of the ground surface subsider of the regression analysis is obtained by the following formula:
W1＝5K(H+R)
in the formula, K is an empirical parameter of regression analysis and is obtained by fitting analysis according to existing data of a project construction test section or a region; h is the thickness of the tunnel covering soil; r is the calculated radius of the tunnel;
the surface settler effect width of the empirical formula is obtained by:
Figure RE-FDA0003497576350000011
in the formula (I), the compound is shown in the specification,
Figure RE-FDA0003497576350000012
the internal friction angle of the soil body; h is the thickness of the tunnel covering soil; and R is the calculated radius of the tunnel.
3. The method for designing and predicting the ground surface settlement limit value of the underground tunnel passing through the high-speed railway according to claim 1, wherein the influence width of the numerical simulation ground surface settling tank is obtained by the following method:
firstly, determining a structure value of a modeling range according to design data; meanwhile, determining soil layer division suitable for the adopted computer three-dimensional numerical model software and mechanical parameters of soil bodies of each layer according to geological survey data; then modeling by adopting selected three-dimensional numerical model software, and inputting the structure value, soil layer division and mechanical parameters of each layer of soil body; adjusting and operating the model, completing tunnel excavation construction simulation, extracting model calculation results, and obtaining numerically-simulated earth surface settling tank influence width W3。
4. The method for designing and predicting the ground surface settlement limit value of the subway tunnel passing through the high-speed railway according to claim 3, wherein the structural value of the modeling range comprises: and calculating the radius R along the length l of the subway line direction, the lower depth H within the length range of the subway line direction, the tunnel hole diameter which is 3-5 times of the outside of the tunnel structure, the tunnel earthing thickness H and the tunnel.
5. The method for designing and predicting the ground surface settlement limit of the underground tunnel passing through the high-speed railway according to claim 3, wherein the mechanical parameters of the soil bodies of all layers of the computer three-dimensional numerical model software comprise: soil layer thickness h, gravity rho, elastic modulus E, Poisson ratio mu, cohesive force c, soil body internal friction angle
Figure RE-FDA0003497576350000013
6. The method for designing and predicting the ground surface settlement limit value of the underground tunnel passing through the high-speed railway according to claim 3, wherein the adjustment of the model before operation comprises the following steps: dividing grids with proper sizes according to the modeling range; determining the displacement boundary conditions of the model, specifically: the top surface of the soil body model is a free boundary, the bottom surface is vertical restraint, and the periphery is normal restraint.
7. The method for designing and predicting the ground subsidence limit value of the underground tunnel passing through the high-speed railway according to claim 3, wherein the operation of the model comprises the following steps: applying an initial vertical gravity field in a modeling model, operating software calculation, balancing the model calculation, and resetting the initial displacement of the calculated model; and then simulating a tunnel excavation process in a modeling model, arranging distribution calculation according to the construction schedule to simulate tunnel excavation and tunnel lining support setting construction steps, operating software calculation, and calculating the model to be balanced.
8. The method for designing and predicting the ground surface settlement limit value of the underground tunnel passing through the high-speed railway according to claim 3, wherein the computer three-dimensional numerical model software is selected from the group consisting of: FLAC 3D, ABAQUS, MIDAS GTS NX, Plaxis.
9. The method for designing and predicting the ground surface subsidence limit value of the underground tunnel passing through the high-speed railway according to claim 1, wherein the ground surface subsidence groove influence width W in the track direction is jointly determined by the ground surface subsidence groove influence width in the tunnel direction and an angle alpha between the tunnel direction and the track direction.
10. The method for designing and predicting the ground surface settlement limit value of the underground tunnel through high-speed railway according to claim 1, wherein the maximum value of the ground surface settlement caused by excavation of the underground tunnel through high-speed railway is SmaxObtained by the following formula:
Figure RE-FDA0003497576350000021
in the formula, rshThe radius of the sinkers circle curve is determined by the following equation:
Figure RE-FDA0003497576350000022
in the formula, VsjDesigning speed for the high-speed railway; r isshTaking the minimum value in the above formula.
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Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN114780907A (en) * 2022-06-22 2022-07-22 中国铁路设计集团有限公司 Method for determining surface subsidence limit value of underground tunnel passing through road in subway section
CN115830174A (en) * 2022-11-08 2023-03-21 防灾科技学院 Method for obtaining time sequence settling tank curve by fusing PS-InSAR and Mann-Kendall
CN115935482A (en) * 2022-12-26 2023-04-07 山东建筑大学 Method and system for calculating active supporting force of tunnel under-passing existing structure

Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN114780907A (en) * 2022-06-22 2022-07-22 中国铁路设计集团有限公司 Method for determining surface subsidence limit value of underground tunnel passing through road in subway section
CN114780907B (en) * 2022-06-22 2022-09-02 中国铁路设计集团有限公司 Method for determining surface settlement limit value of underpass road of subway interval tunnel
CN115830174A (en) * 2022-11-08 2023-03-21 防灾科技学院 Method for obtaining time sequence settling tank curve by fusing PS-InSAR and Mann-Kendall
CN115935482A (en) * 2022-12-26 2023-04-07 山东建筑大学 Method and system for calculating active supporting force of tunnel under-passing existing structure

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