CN111898192A - Tunnel cross section deformation data determination method, device and equipment and storage medium - Google Patents

Tunnel cross section deformation data determination method, device and equipment and storage medium Download PDF

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CN111898192A
CN111898192A CN202010834373.4A CN202010834373A CN111898192A CN 111898192 A CN111898192 A CN 111898192A CN 202010834373 A CN202010834373 A CN 202010834373A CN 111898192 A CN111898192 A CN 111898192A
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CN111898192B (en
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马栋
王武现
郭海峰
孙毅
冯义涛
李永刚
晋刘杰
王荣山
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China Railway 16th Bureau Group Co Ltd
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Abstract

The invention is suitable for the technical field of foundation pit engineering, and provides a method, a device, equipment and a storable medium for determining deformation data of a tunnel cross section, wherein the method comprises the following steps: acquiring formation resistance data, tunnel radius data, included angle data formed by any point of a tunnel cross section around a circle center, the elastic modulus of a tunnel structure, the inertia moment of the tunnel, and vertical and horizontal additional stress at the position of a tunnel axis based on foundation pit engineering; determining vertical and horizontal additional loads according to the vertical and horizontal additional stresses; and determining deformation data of the cross section of the tunnel according to the vertical and horizontal additional loads, the formation resistance data, the tunnel radius data, the included angle data, the elastic modulus of the tunnel structure and the inertia moment of the tunnel. The method fully considers the influence on the deformation of the cross section of the tunnel under the condition of additional load, so that the accuracy of the evaluation result of the foundation pit engineering scheme is higher, the evaluation efficiency of the foundation pit engineering scheme is greatly improved, the manual input is reduced, and a faster, more rapid and reasonable reference is provided for the selection of the foundation pit engineering scheme.

Description

Tunnel cross section deformation data determination method, device and equipment and storage medium
Technical Field
The invention belongs to the technical field of foundation pit engineering, and particularly relates to a method, a device and equipment for determining deformation data of a tunnel cross section and a storable medium.
Background
As urban space is more and more compactly utilized, a large number of foundation pit projects which are closely constructed along subway lines and around subway stations have appeared. Meanwhile, the excavation depth of foundation pit engineering is gradually increased, and the influence of excavation unloading is increased, so that the influence on the subway which is running around is inevitable, and the subway is decelerated and even stopped in severe cases.
At present, many researches on deformation of surrounding tunnels caused by foundation pit engineering are conducted at home and abroad. In the calculation method, the numerical calculation method is widely applied, and the response rule of the deformation of the adjacent tunnel to different foundation pit engineering conditions can be obtained on the basis of considering factors such as the excavation depth of the foundation pit, the buried depth of the tunnel, the spatial position relationship between the tunnel and the foundation pit and the like. However, the numerical calculation method has some obvious defects, mainly including the need of consuming a lot of effort and time to perform modeling and calculation, the need of considering factors such as appropriate constitutive relation and the like, and basically focuses on the research of longitudinal deformation of the tunnel caused by excavation of the foundation pit. The analytical calculation method is faster, except that the first time is slightly time-consuming (but still faster than numerical simulation), when other conditions change, corresponding parameters are simply adjusted, and the result can be obtained within minutes.
Therefore, the existing tunnel deformation research method has the problems that the calculation efficiency is low, the research is concentrated on the longitudinal deformation of the tunnel, only the natural load condition can be considered, the accuracy of the evaluation result of the obtained foundation pit engineering scheme is limited, and the method is not beneficial to providing quick and reasonable reference for the comparison and selection of the foundation pit engineering scheme.
Disclosure of Invention
The embodiment of the invention aims to provide a tunnel cross section deformation data determination method, and aims to solve the problems that the existing tunnel deformation research method is low in calculation efficiency, focuses on the research of tunnel longitudinal deformation, can only consider natural load conditions, is limited in accuracy of an obtained foundation pit engineering scheme evaluation result, and is not beneficial to providing quick and reasonable reference for comparison and selection of the foundation pit engineering scheme.
The embodiment of the invention is realized in such a way that a method for determining deformation data of a tunnel cross section comprises the following steps:
acquiring formation resistance data, tunnel radius data, included angle data formed by any point of a tunnel cross section around a circle center, an elastic modulus of a tunnel structure, a tunnel inertia moment, vertical additional stress at a tunnel axis position caused by foundation pit engineering and horizontal additional stress at the tunnel axis position caused by the foundation pit engineering;
determining a vertical additional load and a horizontal additional load at the position of the tunnel caused by foundation pit engineering according to the vertical additional stress and the horizontal additional stress;
and determining deformation data of the cross section of the tunnel according to the vertical additional load, the horizontal additional load, the formation resistance data, the tunnel radius data, the data of an included angle formed by any point of the cross section of the tunnel around the circle center, the elastic modulus of the tunnel structure and the inertia moment of the tunnel.
Another object of an embodiment of the present invention is to provide an apparatus for determining deformation data of a tunnel cross section, including:
the data acquisition unit is used for acquiring formation resistance data, tunnel radius data, included angle data formed by any point of the cross section of the tunnel around the circle center, the elastic modulus of the tunnel structure, the inertia moment of the tunnel, vertical additional stress at the position of the tunnel axis based on foundation pit engineering and horizontal additional stress at the position of the tunnel axis based on foundation pit engineering;
the additional load determining unit is used for determining a vertical additional load and a horizontal additional load at the position of the tunnel caused by foundation pit engineering according to the vertical additional stress and the horizontal additional stress; and
and the deformation data determining unit is used for determining the deformation data of the cross section of the tunnel according to the vertical additional load, the horizontal additional load, the formation resistance data, the tunnel radius data, the data of an included angle formed by any point of the cross section of the tunnel around the circle center, the elastic modulus of the tunnel structure and the inertia moment of the tunnel.
It is a further object of embodiments of the invention to provide a computer arrangement comprising a memory and a processor, the memory having stored therein a computer program which, when executed by the processor, causes the processor to carry out the steps of the method of determining tunnel cross section deformation data.
Another object of an embodiment of the present invention is a computer readable storage medium having stored thereon a computer program which, when being executed by a processor, causes the processor to carry out the steps of the method for determining tunnel cross section deformation data.
The method for determining the deformation data of the cross section of the tunnel provided by the embodiment of the invention determines the vertical additional load and the horizontal additional load at the position of the tunnel based on the foundation pit engineering according to the vertical additional stress and the horizontal additional stress by acquiring the formation resistance data, the tunnel radius data, the data of the included angle formed by any point of the cross section of the tunnel around the center of the circle, the elastic modulus of the tunnel structure, the vertical additional stress at the position of the tunnel axis based on the foundation pit engineering and the horizontal additional stress at the position of the tunnel axis based on the foundation pit engineering, and determines the deformation data of the cross section of the tunnel according to the vertical additional load, the horizontal additional load, the formation resistance data, the tunnel radius data, the data of the included angle formed by any point of the cross section of the tunnel around the center of the circle, the method fully considers the influence on the deformation of the cross section of the tunnel under the condition of additional load, so that the accuracy of the evaluation result of the foundation pit engineering scheme is higher, meanwhile, the efficiency of the evaluation of the foundation pit engineering scheme is greatly improved, the calculation time is shortened, the manual input is reduced, and a faster, more reasonable reference is provided for the comparison and selection of the foundation pit engineering scheme.
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Fig. 1 is an application environment diagram of a tunnel cross section deformation data determination method according to an embodiment of the present invention;
fig. 2 is a flowchart of an implementation of a method for determining deformation data of a tunnel cross section according to an embodiment of the present invention;
fig. 3 is a flowchart of an implementation of another method for determining deformation data of a tunnel cross section according to an embodiment of the present invention;
fig. 4 is a schematic plan view of determining additional load of a tunnel according to an embodiment of the present invention;
fig. 5 is a schematic elevation view of determining additional load of a tunnel according to an embodiment of the present invention;
FIG. 6 is a schematic diagram illustrating determination of additional load of a tunnel cross section according to an embodiment of the present invention;
fig. 7 is a schematic view of an additional load of a tunnel provided by an embodiment of the present invention when the tunnel is under a foundation pit project;
fig. 8 is a flowchart illustrating an implementation of another method for determining deformation data of a tunnel cross section according to an embodiment of the present invention;
fig. 9 is an exploded view of the additional load of the tunnel provided by the embodiment of the present invention when the tunnel is under the foundation pit project;
fig. 10 is a flowchart illustrating an implementation of a method for determining deformation data of a cross section of a tunnel according to another embodiment of the present invention;
fig. 11 is a flowchart of an implementation of a method for determining deformation data of a tunnel cross section according to an embodiment of the present invention;
fig. 12 is a flowchart of an implementation of a method for determining deformation data of an optimized tunnel cross section according to an embodiment of the present invention;
fig. 13 is a schematic view of an additional load of the tunnel at the side of the foundation pit project according to the embodiment of the present invention;
fig. 14 is an exploded view of a vertical trapezoidal load of a tunnel on a side of a foundation pit project according to an embodiment of the present invention;
fig. 15 is a block diagram of a tunnel cross-section deformation data determination apparatus according to an embodiment of the present invention;
FIG. 16 is a block diagram showing an internal configuration of a computer device according to an embodiment.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is described in further detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
The embodiment of the invention provides a tunnel cross section deformation data determination method in order to overcome the defects that the existing numerical calculation method needs to consume a large amount of energy and time for modeling and calculation and still lacks an analytic calculation method for adjacent tunnel cross section deformation caused by foundation pit engineering, and the method comprises the steps of obtaining stratum resistance data, tunnel radius data, included angle data formed by any point of a tunnel cross section around a circle center, elastic modulus of a tunnel structure, tunnel inertia moment, vertical additional stress at a tunnel axis position caused by the foundation pit engineering and horizontal additional stress at the tunnel axis position caused by the foundation pit engineering, determining vertical additional load and horizontal additional load at the tunnel position caused by the foundation pit engineering according to the vertical additional stress and the horizontal additional stress, and determining vertical additional load, horizontal additional load, vertical additional load, horizontal additional stress, The method and the device have the advantages that the deformation data of the cross section of the tunnel is determined according to the formation resistance data, the radius data of the tunnel, the included angle data formed by any point of the cross section of the tunnel around the circle center, the elastic modulus of the tunnel structure and the inertia moment of the tunnel.
Fig. 1 is an application environment diagram of a tunnel cross-section deformation data determination method according to an embodiment of the present invention, as shown in fig. 1, in the application environment, a data acquisition terminal 110 and a computer device 120 are included.
The computer device 120 may be an independent physical server or terminal, may also be a server cluster formed by a plurality of physical servers, and may be a cloud server providing basic cloud computing services such as a cloud server, a cloud database, a cloud storage, and a CDN.
The data acquisition terminal 110 may be, but is not limited to, a level gauge, a photoelectric distance meter, a tunnel profiler, a total station, a formation resistance data acquisition device, an angle measurement device, and the like. The data acquisition terminal 110 and the computer device 120 may be connected via a network, and the data acquisition terminal 110 may acquire formation resistance data, tunnel radius data, data of an included angle formed by any point of a cross section of a tunnel around a center of a circle, an elastic modulus of a tunnel structure, a tunnel moment of inertia, a vertical additional stress at a tunnel axis position caused by foundation pit engineering, a horizontal additional stress at the tunnel axis position caused by foundation pit engineering, and the like, and transmit the data to the computer device 120.
As shown in fig. 2, in an embodiment, a method for determining deformation data of a tunnel cross section is provided, and this embodiment is mainly illustrated by applying the method to the server 120 in fig. 1. A tunnel cross section deformation data determination method specifically comprises the following steps:
step S201, acquiring stratum resistance data, tunnel radius data, included angle data formed by any point of a tunnel cross section around a circle center, elastic modulus of a tunnel structure, tunnel inertia moment, vertical additional stress at a tunnel axis position caused by foundation pit engineering and horizontal additional stress at the tunnel axis position caused by the foundation pit engineering.
In the embodiment of the invention, the stratum resistance is the passive resistance generated when the tunnel structure deforms and extrudes towards the soil body, and the data size of the stratum resistance is related to the deformation of the structure and the stratum property. The elastic modulus of the tunnel structure refers to a proportional coefficient of stress and strain of the tunnel structure in an elastic deformation stage, and can be regarded as an index for measuring the difficulty of the tunnel structure in generating elastic deformation, and the larger the value of the elastic modulus is, the larger the stress for generating certain elastic deformation of the tunnel structure is, namely, the smaller the elastic deformation is under the action of certain stress. The tunnel moment of inertia is a geometric quantity that is commonly used to describe the resistance of a cross-section to bending.
In the embodiment of the invention, the direction and the size of the vertical additional stress at the position of the tunnel axis based on the foundation pit engineering and the direction and the size of the horizontal additional stress at the position of the tunnel axis based on the foundation pit engineering depend on the position relationship between the tunnel and the excavation area of the foundation pit engineering, and the vertical additional stress, the horizontal additional stress and the size of the horizontal additional stress at the position of the tunnel axis based on the foundation pit engineering can be obtained by calculation according to the soil mass weight data, the side pressure coefficient, the foundation pit excavation depth data, the soil.
And S202, determining a vertical additional load and a horizontal additional load at the position of the tunnel caused by foundation pit engineering according to the vertical additional stress and the horizontal additional stress.
In the embodiment of the invention, the vertical additional load and the horizontal additional load at the position adjacent to the tunnel caused by the foundation pit engineering can be expressed according to the vertical additional stress at the position of the tunnel axis caused by the foundation pit engineering and the horizontal additional stress at the position of the tunnel axis caused by the foundation pit engineering, and the distributed load formed by the combination of the additional stresses at any point on the cross section of the tunnel is the additional load. Because the direction and the magnitude of the vertical additional stress at the position of the axis of the tunnel caused by foundation pit engineering and the direction and the magnitude of the horizontal additional stress at the position of the axis of the tunnel caused by foundation pit engineering depend on the position relationship between the tunnel and the excavation area of the foundation pit engineering, the additional load is calculated according to two types, namely the tunnel is under the excavation area of the foundation pit and the tunnel is on the side of the excavation area of the foundation pit.
And S203, determining deformation data of the cross section of the tunnel according to the vertical additional load, the horizontal additional load, the formation resistance data, the tunnel radius data, the data of an included angle formed by any point of the cross section of the tunnel around the circle center, the elastic modulus of the tunnel structure and the inertia moment of the tunnel.
In the embodiment of the invention, because the additional loads are different due to the influence of the position relation of the tunnel in the excavation region of the foundation pit, if the tunnel is under the excavation region of the foundation pit, the additional loads at the position adjacent to the tunnel caused by the foundation pit engineering are the first horizontally uniformly distributed load and the vertically uniformly distributed load; when the tunnel is arranged on the side of the foundation pit excavation area, the additional load at the position close to the tunnel caused by the foundation pit engineering is a second horizontally uniformly distributed load and a vertical trapezoidal load. Based on the foundation pit engineering, the additional loads at the positions adjacent to the tunnel are a first horizontal uniform load and a vertical uniform load, and the vertical deformation data and the horizontal deformation data of any point of the cross section of the tunnel can be calculated when the tunnel is under the foundation pit excavation region by combining the formation resistance data, the tunnel radius data, the included angle data formed by any point of the cross section of the tunnel around the circle center, the elastic modulus of the tunnel structure and the inertia moment of the tunnel; and the additional load at the position adjacent to the tunnel caused by the foundation pit engineering is a second horizontally uniformly distributed load and a vertical trapezoidal load, and the vertical deformation data and the horizontal deformation data of any point of the tunnel cross section can be calculated by combining the formation resistance data, the tunnel radius data, the included angle data formed by any point of the tunnel cross section around the circle center, the elastic modulus of the tunnel structure and the inertia moment of the tunnel.
The method for determining the deformation data of the cross section of the tunnel provided by the embodiment of the invention determines the vertical additional load and the horizontal additional load at the position of the tunnel based on the foundation pit engineering according to the vertical additional stress and the horizontal additional stress by acquiring the formation resistance data, the tunnel radius data, the data of the included angle formed by any point of the cross section of the tunnel around the center of the circle, the elastic modulus of the tunnel structure, the vertical additional stress at the position of the tunnel axis based on the foundation pit engineering and the horizontal additional stress at the position of the tunnel axis based on the foundation pit engineering, and determines the deformation data of the cross section of the tunnel according to the vertical additional load, the horizontal additional load, the formation resistance data, the tunnel radius data, the data of the included angle formed by any point of the cross section of the tunnel around the center of the circle, the method fully considers the influence on the deformation of the cross section of the tunnel under the condition of additional load, so that the accuracy of the evaluation result of the foundation pit engineering scheme is higher, meanwhile, the efficiency of the evaluation of the foundation pit engineering scheme is greatly improved, the calculation time is shortened, the manual input is reduced, and a faster, more reasonable reference is provided for the comparison and selection of the foundation pit engineering scheme.
In an embodiment, as shown in fig. 3, the step S202 may specifically include the following steps:
step S301, soil mass gravity data, side pressure coefficients, foundation pit excavation depth data, soil mass Poisson' S ratio data and foundation pit side wall length data are obtained.
In the embodiment of the invention, the lateral pressure coefficient refers to the ratio of the lateral effective pressure to the vertical effective pressure when the soil is compressed under a semi-infinite condition.
Step S302, according to the soil mass weight data, the side pressure coefficient, the foundation pit excavation depth data, the soil mass Poisson ratio data, the foundation pit side wall length data, the differential of the foundation pit bottom unloading at any point of the foundation pit bottom and the differential of the foundation pit side wall unloading at any point of the foundation pit side wall, the vertical additional stress at a plurality of different positions of the tunnel horizontal axis caused by the foundation pit bottom unloading and the foundation pit side wall unloading and the horizontal additional stress at a plurality of different positions of the tunnel vertical axis caused by the foundation pit bottom unloading and the foundation pit side wall unloading are determined.
In the embodiment of the invention, the description is given by taking fig. 4-5 as an example, fig. 4 shows a plane schematic diagram of the determination of the additional load of the adjacent tunnel caused by the excavation of the foundation pit and fig. 5 shows a vertical schematic diagram of the determination of the additional load of the adjacent tunnel caused by the excavation of the foundation pit, the foundation pit 1 comprises four side walls which are respectively a foundation pit side wall (3), a foundation pit side wall (4), a foundation pit side wall (5) and a foundation pit side wall (6), the tunnel 2 is arranged on the side of the foundation pit side wall (4), a three-dimensional coordinate axis is set by taking the central point of the bottom of the foundation pitThe axis is an x axis, the axis facing the side wall of the foundation pit I3 is a y axis, the axis vertical to the bottom of the foundation pit upwards is a z axis, and the burial depth I of the central axis of the tunnel is realized; vertical additional stress sigma caused by foundation pit engineering at position close to axis of tunnelVAnd horizontal additional stress sigmaHWherein:
σV＝σVD+σVC1+σVC2+σVC3+σVC4
σH＝σHD+σHC1+σHC2+σHC3+σHC4
wherein σVDVertically adding stress at the position of the axis of the tunnel caused by unloading the bottom surface of the foundation pit; sigmaVC1，σVC2，σVC3And σVC4Respectively carrying out unloading on four side walls of the foundation pit to cause vertical additional stress at the position of the axis of the tunnel; sigmaHDHorizontally adding stress at the position of the axis of the tunnel caused by unloading the bottom surface of the foundation pit; sigmaHC1，σHC2，σHC3And σHC4And respectively horizontally adding stress at the position of the tunnel axis caused by unloading of four side walls of the foundation pit.
Wherein σVDAnd σHDThe determination formula of (a) is:
Figure BDA0002639141710000091
Figure BDA0002639141710000092
wherein gamma is the soil body gravity, H is the excavation depth of the foundation pit, mu is the soil body Poisson's ratio, A is the length of the side wall of the foundation pit vertical to the axis of the tunnel, B is the length of the side wall of the foundation pit parallel to the axis of the tunnel, z is the z-axis coordinate of any point of the tunnel, x is the x-axis coordinate of any point of the tunnel, gamma Hdd tau is the differential of the unloading gamma H at any point of the bottom of the foundation pit and is the x-axis coordinate of any point of the bottom of the foundation pit, and tau is the y-axis coordinate of any point of the bottom. R1DAnd R2DRespectively as follows:
Figure BDA0002639141710000101
Figure BDA0002639141710000102
wherein σVC1And σHC1The determination formula of (a) is:
Figure BDA0002639141710000103
Figure BDA0002639141710000104
wherein, K0Is a lateral pressure coefficient, y is a y coordinate of any point of the tunnel, is a z-axis coordinate of any point of the side wall of the foundation pit (i) 3, is an x-axis coordinate of any point of the side wall of the foundation pit (i) 3, H is the excavation depth of the foundation pit, and K is the excavation depth of the foundation pit0Gamma dd unloading K for side wall of foundation pit0Differential of gamma at any point of side wall of foundation pit, R1C1And R2C1Respectively as follows:
Figure BDA0002639141710000105
Figure BDA0002639141710000106
wherein σVC2And σHC2The determination formula of (a) is:
Figure BDA0002639141710000107
Figure BDA0002639141710000111
wherein, K0Is the lateral pressure coefficient, x is the x coordinate of any point of the tunnel, is the z-axis coordinate of any point of the side wall of the foundation pit (i 3), tau is the y-axis coordinate of any point of the side wall of the foundation pit (i 3), and H is the baseDepth of pit excavation, K0Gamma d tau d is unloading K of side wall of foundation pit0Differential of gamma at any point of side wall of foundation pit, R1C2And R2C2Respectively as follows:
Figure BDA0002639141710000112
Figure BDA0002639141710000113
wherein σVC3And σHC3The determination formula of (a) is:
Figure BDA0002639141710000114
Figure BDA0002639141710000115
wherein, K0Is a lateral pressure coefficient, y is a y coordinate of any point of the tunnel, is a z-axis coordinate of any point of the side wall of the foundation pit (i) 3, is an x-axis coordinate of any point of the side wall of the foundation pit (i) 3, H is the excavation depth of the foundation pit, and K is the excavation depth of the foundation pit0Gamma dd unloading K for side wall of foundation pit0Differential of gamma at any point of side wall of foundation pit, R1C3And R2C3Respectively as follows:
Figure BDA0002639141710000116
Figure BDA0002639141710000117
wherein σVC4And σHC4The determination formula of (a) is:
Figure BDA0002639141710000121
Figure BDA0002639141710000122
wherein, K0Is a lateral pressure coefficient, x is an x coordinate of any point of the tunnel, is a z-axis coordinate of any point of the side wall of the foundation pit (i 3), tau is a y-axis coordinate of any point of the side wall of the foundation pit (i 3), H is the excavation depth of the foundation pit, K0Gamma d tau d is unloading K of side wall of foundation pit0Differential of gamma at any point of side wall of foundation pit, R1C4And R2C4Respectively as follows:
Figure BDA0002639141710000123
Figure BDA0002639141710000124
in one embodiment, since the direction and magnitude of the vertical additional stress at the position of the tunnel axis based on the foundation pit engineering and the horizontal additional stress at the position of the tunnel axis based on the foundation pit engineering depend on the position relationship between the tunnel and the excavation region of the foundation pit engineering, the additional load is also calculated according to two types, namely the tunnel is right below the excavation region of the foundation pit and the tunnel is at the side of the excavation region of the foundation pit.
And S303, when the tunnel is under the foundation pit engineering, combining the vertical additional stresses at a plurality of different positions of the horizontal axis of the tunnel to obtain a vertically uniform load.
Step S304, combining the horizontal additional stresses at a plurality of different positions of the vertical axis of the tunnel to obtain a first horizontal uniform load.
Therefore, when the tunnel is right below the foundation pit project, the step S203 is replaced by: and determining deformation data of the cross section of the tunnel according to the vertical uniformly distributed load, the first horizontal uniformly distributed load, the formation resistance data, the tunnel radius data, the included angle data formed by any point of the cross section of the tunnel around the circle center, the elastic modulus of the tunnel structure and the inertia moment of the tunnel.
And S305, when the tunnel is arranged on the side of the foundation pit project, combining the lateral vertical additional stresses at a plurality of different positions of the horizontal axis of the tunnel to obtain a vertical trapezoidal load.
And S306, combining the lateral horizontal additional stresses at a plurality of different positions of the vertical axis of the tunnel to obtain a second horizontal uniform load.
Therefore, when the tunnel is on the side of the foundation pit, the step S203 is replaced by: and determining deformation data of the cross section of the tunnel according to the vertical trapezoidal load, the second horizontally uniformly distributed load, the formation resistance data, the tunnel radius data, the included angle data formed by any point of the cross section of the tunnel around the circle center, the elastic modulus of the tunnel structure and the inertia moment of the tunnel.
In the embodiment of the invention, the additional load at the position adjacent to the tunnel caused by the foundation pit engineering can be expressed according to the additional stress, as shown in the determination of the additional load of the cross section of the tunnel shown in fig. 6, the horizontal and vertical additional stresses of each measuring point (the determination point 7 for the horizontal additional load of the cross section of the tunnel and the determination point 8 for the vertical additional load of the cross section of the tunnel) of the tunnel in fig. 6 can be respectively obtained according to the formula, and the distributed load formed by combination is the additional load. Because the external loads of the tunnel before and after excavation of the foundation pit are balanced, the additional loads are also balanced, so that the additional loads on the horizontal axis and the vertical axis of the cross section of the tunnel can be calculated, namely the vertical additional load and the horizontal additional load are applied to the tunnel structure. Calculation points with different densities can be set according to engineering requirements (generally, 15 calculation points can be set), and additional loads formed by combination can be reasonably simplified according to additional stresses obtained by the calculation points, for example, when a tunnel shown in fig. 7 is right below a foundation pit excavation region, the foundation pit excavation causes the foundation pit excavation in a schematic diagram of the additional loads of adjacent tunnels to cause a vertical additional load 9 of the cross section of the tunnel, the foundation pit excavation causes a horizontal additional load 10 of the cross section of the tunnel, and the foundation pit excavation causes a formation resistance 11 of the cross section of the tunnel, it can be understood that any arrow in fig. 7 is the additional stress obtained by one calculation point, a single arrow cannot represent the additional loads of the tunnel, and when the additional loads are combined, uniform loads (or other forms, such as triangular loads, trapezoidal loads and the like) are formed. In order to ensure the accuracy, the calculation points with different densities can be controlled within a range, and the combination of the calculation points cannot be standard uniform load, but the difference is small, so that the calculation points can be reasonably simplified.
In an embodiment, when the tunnel is right below the foundation pit project, as shown in fig. 8, the step S203 specifically includes:
step S801, according to the first horizontally uniformly distributed load, tunnel radius data, included angle data formed by any point of the cross section of the tunnel around the center of a circle, the elastic modulus of the tunnel structure and the inertia moment of the tunnel, determining vertical deformation data and horizontal deformation data of the cross section of the tunnel, wherein the vertical deformation data and the horizontal deformation data are caused by the first horizontally uniformly distributed load.
In the embodiment of the invention, as described above, when the tunnel is right below the excavation region of the foundation pit, the additional load at the position adjacent to the tunnel caused by the foundation pit engineering can be simplified into the first horizontally uniform load Δ PhAnd vertically uniformly distributed load delta Pv。
In the embodiment of the invention, when the tunnel is under the excavation region of the foundation pit, as shown in fig. 7 and 9, the additional load of the tunnel is decomposed, and the relative deformation of the tunnel caused by the vertical additional load, the horizontal additional load and the additional load of the formation resistance is respectively calculated according to the force method of the structural mechanics. Namely, the determination formula of the vertical deformation data of any point of the cross section of the tunnel is as follows:
Figure BDA0002639141710000141
wherein the content of the first and second substances,
Figure BDA0002639141710000142
for the data of the vertical deformation of the cross section of the tunnel caused by the first horizontal additional load,
Figure BDA0002639141710000143
for the vertical deformation data of the cross section of the tunnel caused by the vertical additional load,
Figure BDA0002639141710000144
and adding load-induced vertical deformation data of the cross section of the tunnel to the resistance of the stratum.
Wherein, the vertical deformation data of any point of the cross section of the tunnel caused by the first horizontal additional load
Figure BDA0002639141710000145
The calculation method comprises the following steps:
Figure BDA0002639141710000146
wherein, Δ PhThe additional load at the position adjacent to the tunnel caused by the foundation pit engineering is a first horizontally uniformly distributed load R0The radius of the tunnel is theta, an included angle formed by any point of the cross section of the tunnel around the circle center is theta, the intersection point of the horizontal axis and the right side of the cross section is used as a starting point, E is the elastic modulus of the tunnel structure, and I is the inertia moment of the tunnel.
And when the tunnel is under the excavation region of the foundation pit, the determination formula of the horizontal deformation data of any point of the cross section of the tunnel is as follows:
Figure BDA0002639141710000151
wherein the content of the first and second substances,
Figure BDA0002639141710000154
for the data of the horizontal deformation of the cross section of the tunnel caused by the first horizontal additional load,
Figure BDA0002639141710000158
for the data of horizontal deformation of the cross section of the tunnel caused by the vertical additional load,
Figure BDA0002639141710000155
and adding load-induced horizontal deformation data of the cross section of the tunnel to the resistance of the stratum.
Wherein the horizontal deformation of any point of the cross section of the tunnel caused by the first horizontal additional load
Figure BDA0002639141710000157
The calculation method comprises the following steps:
Figure BDA0002639141710000152
and S802, determining vertical deformation data and horizontal deformation data of the cross section of the tunnel, which are caused by the vertically uniform load, according to the vertically uniform load, the tunnel radius data, the included angle data formed by any point of the cross section of the tunnel around the circle center, the elastic modulus of the tunnel structure and the inertia moment of the tunnel.
In the embodiment of the invention, the vertical deformation data of any point of the cross section of the tunnel caused by the vertically uniform load distribution
Figure BDA0002639141710000159
The calculation method comprises the following steps:
Figure BDA0002639141710000153
in the embodiment of the invention, the horizontal deformation data of any point of the cross section of the tunnel caused by the vertically uniform load
Figure BDA00026391417100001510
The calculation method comprises the following steps:
Figure BDA0002639141710000161
and S803, determining vertical deformation data and horizontal deformation data of the cross section of the tunnel caused by the additional load of the formation resistance according to the formation resistance data, the tunnel radius data, the data of the included angle formed by any point of the cross section of the tunnel around the circle center, the elastic modulus of the tunnel structure and the inertia moment of the tunnel.
In the embodiment of the present invention, as shown in fig. 10, the step S803 includes:
and S1001, when the included angle data formed by any point of the cross section of the tunnel around the circle center is not less than 0 and less than pi/4, determining vertical deformation data and horizontal deformation data of the cross section of the tunnel caused by the additional load of the formation resistance according to the formation resistance data, the radius data of the tunnel, the included angle data formed by any point of the cross section of the tunnel around the circle center, the elastic modulus of the tunnel structure and the inertia moment of the tunnel.
In the embodiment of the invention, the vertical deformation data of any point of the cross section of the tunnel caused by the additional load of the formation resistance
Figure BDA0002639141710000163
The calculation formula of (2) is as follows:
in the embodiment of the invention, when theta is more than or equal to 0 and less than pi/4, the vertical deformation data of any point of the cross section of the tunnel caused by the additional load of the formation resistance
Figure BDA0002639141710000165
The calculation formula of (2) is as follows:
Figure BDA0002639141710000162
horizontal deformation data of any point of tunnel cross section caused by additional load of formation resistance
Figure BDA0002639141710000164
The calculation formula of (2) is as follows:
Figure BDA0002639141710000171
wherein, Δ PrThe formation resistance data is the passive resistance generated when the tunnel structure is deformed and is extruded to the soil body, and the formation resistance is according to delta P according to the Winkler local deformation theoryr＝kΔhzK is the formation resistance coefficient, ΔhzIs the deformation at the horizontal diameter of the tunnel structure. According to the japanese convention, it is assumed that the lateral formation resistance is distributed within an angle of 45 ° above and below the horizontal diameter, while the formation resistance coefficient k is also assumed to be constant.
And S1002, when the included angle data formed by any point of the cross section of the tunnel around the circle center is not less than pi/4 and less than pi/2, determining vertical deformation data and horizontal deformation data of the cross section of the tunnel, which are caused by the additional load of the formation resistance, according to the formation resistance data, the radius data of the tunnel, the included angle data formed by any point of the cross section of the tunnel around the circle center, the elastic modulus of the tunnel structure and the inertia moment of the tunnel.
In the embodiment of the invention, when phi/4 is more than or equal to theta and less than phi/2, the vertical deformation data of any point of the cross section of the tunnel caused by the additional load of the formation resistance
Figure BDA0002639141710000174
The calculation formula of (2) is as follows:
Figure BDA0002639141710000172
horizontal deformation data of any point of tunnel cross section caused by additional load of formation resistance
Figure BDA0002639141710000173
The calculation formula of (2) is as follows:
Figure BDA0002639141710000181
and step S804, determining the vertical deformation data and the horizontal deformation data of the cross section of the tunnel under the foundation pit engineering according to the vertical deformation data and the horizontal deformation data of the cross section of the tunnel caused by the first horizontally uniformly distributed load, the vertical deformation data and the horizontal deformation data of the cross section of the tunnel caused by the vertically uniformly distributed load, and the deformation data and the horizontal deformation data of the cross section of the tunnel caused by the stratum resistance additional load.
In the embodiment of the invention, the formula is determined according to the deformation data of the cross section of the tunnel
Figure BDA0002639141710000182
And
Figure BDA0002639141710000183
and determining the vertical deformation data and the horizontal deformation data of the cross section of the tunnel when the tunnel is under the foundation pit engineering.
In an embodiment, as shown in fig. 11, when the tunnel is on the side of the foundation pit project, the step S203 specifically includes:
and step S1101, determining vertical deformation data and horizontal deformation data of the cross section of the tunnel, which are caused by the second horizontally uniformly distributed load, tunnel radius data, data of an included angle formed by any point of the cross section of the tunnel around the circle center, the elastic modulus of the tunnel structure and the inertia moment of the tunnel.
And step S1102, determining vertical deformation data and horizontal deformation data of the cross section of the tunnel, which are caused by the vertical trapezoidal load, according to the vertical trapezoidal load, the tunnel radius data, the included angle data formed by any point of the cross section of the tunnel around the circle center, the elastic modulus of the tunnel structure and the inertia moment of the tunnel.
In this embodiment of the present invention, as shown in fig. 12, the step S1102 includes:
and step S1201, decomposing the vertical trapezoidal load into a uniformly distributed load and a triangular load.
In the embodiment of the invention, when the tunnel is arranged at the side of the excavation region of the foundation pit, as shown in fig. 6 and 7, the vertical additional load delta P of the tunnelvIs a trapezoidal load and can be divided into uniformly distributed loads delta Pv1And triangular load Δ Pv2。
And step S1202, determining vertical deformation data and horizontal deformation data of the cross section of the tunnel, which are caused by the uniform load, according to the uniform load, the tunnel radius data, an included angle formed by any point of the cross section of the tunnel around the circle center, the elastic modulus of the data tunnel structure and the inertia moment of the tunnel.
And step S1203, determining vertical deformation data and horizontal deformation data of the cross section of the tunnel, which are caused by the triangular load, according to the triangular load, the tunnel radius data, included angle data formed by any point of the cross section of the tunnel around the circle center, the elastic modulus of the tunnel structure and the inertia moment of the tunnel.
Step S1204, determining the vertical deformation data and the horizontal deformation data of the cross section of the tunnel caused by the uniformly distributed load, and the vertical deformation data and the horizontal deformation data of the cross section of the tunnel caused by the triangular load.
And S1103, determining vertical deformation data and horizontal deformation data of the cross section of the tunnel, which are caused by the additional load of the formation resistance, according to the formation resistance data, the tunnel radius data, the data of the included angle formed by any point of the cross section of the tunnel around the circle center, the elastic modulus of the tunnel structure and the inertia moment of the tunnel.
And S1104, determining the vertical deformation data and the horizontal deformation data of the cross section of the tunnel at the side of the foundation pit engineering according to the vertical deformation data and the horizontal deformation data of the cross section of the tunnel caused by the second horizontally uniformly distributed load, the vertical deformation data and the horizontal deformation data of the cross section of the tunnel caused by the vertical trapezoidal load, and the vertical deformation data and the horizontal deformation data of the cross section of the tunnel caused by the additional load of the formation resistance.
In the embodiment of the invention, when the tunnel is arranged on the side of the excavation area of the foundation pit, the additional load at the position adjacent to the tunnel caused by the foundation pit engineering can be simplified into the second horizontally uniformly distributed load delta PhAnd vertical trapezoidal load delta Pv. As shown in fig. 13 and 14, fig. 13 shows an illustration of the excavation of a pit causing additional loading of adjacent tunnels when the tunnels are lateral to the excavation area of the pit; FIG. 14 shows a schematic view of the excavation of a foundation pit causing the decomposition of vertically additional loads in adjacent tunnels when the tunnels are lateral to the excavation region of the foundation pit; vertical additional load delta P of tunnelvIs a trapezoidal load and can be divided into uniformly distributed loads delta Pv1(see the evenly loaded part 12 of the tunnel vertical trapezoidal load caused by pit excavation at the side of the excavation region of the foundation pit in the tunnel in figures 13-14) and the triangular load delta Pv2(see fig. 13-14 for a triangular load part 13 of the tunnel vertical trapezoidal load caused by pit excavation when the tunnel is at the side of the excavation region of the foundation pit), the determination formula of the vertical deformation data of any point of the cross section of the tunnel is as follows:
Figure BDA0002639141710000201
wherein the content of the first and second substances,
Figure BDA0002639141710000204
is the second waterThe vertical deformation data of the cross section of the tunnel caused by the average load distribution,
Figure BDA00026391417100002016
Figure BDA0002639141710000205
the data of the vertical deformation of the cross section of the tunnel caused by the vertical trapezoidal load,
Figure BDA0002639141710000206
and adding load-induced vertical deformation data of the cross section of the tunnel to the resistance of the stratum.
Figure BDA0002639141710000207
And
Figure BDA0002639141710000208
is the same as that of the above
Figure BDA0002639141710000209
And
Figure BDA00026391417100002010
Figure BDA00026391417100002011
determining the vertical deformation data of the cross section of the tunnel caused by the uniformly distributed load part in the vertical trapezoidal load according to the formula
Figure BDA00026391417100002012
Figure BDA00026391417100002013
For the vertical deformation data of any point of the cross section of the tunnel caused by the triangular load part in the vertical trapezoidal load, the following formula is determined:
Figure BDA0002639141710000202
when the tunnel is arranged on the side of the foundation pit excavation area, the determination formula of the horizontal deformation data of any point of the cross section of the tunnel is as follows:
Figure BDA0002639141710000203
wherein the content of the first and second substances,
Figure BDA00026391417100002017
for the data of the horizontal deformation of the cross section of the tunnel caused by the lateral horizontal additional load,
Figure BDA00026391417100002018
Figure BDA00026391417100002014
the data of the horizontal deformation of the cross section of the tunnel caused by the vertical trapezoidal load,
Figure BDA00026391417100002015
and adding load-induced horizontal deformation data of the cross section of the tunnel to the resistance of the stratum.
Figure BDA0002639141710000216
And
Figure BDA0002639141710000217
is the same as that of the above
Figure BDA0002639141710000218
And
Figure BDA0002639141710000212
Figure BDA0002639141710000213
determining the horizontal deformation data of the cross section of the tunnel caused by the uniformly distributed load part in the vertical trapezoidal load according to the formula
Figure BDA0002639141710000214
Figure BDA0002639141710000215
For the horizontal deformation data of any point of the cross section of the tunnel caused by the triangular load part in the vertical trapezoidal load, the following formula is determined:
Figure BDA0002639141710000211
as shown in fig. 15, in an embodiment, a tunnel cross-section deformation data determination apparatus is provided, which may be integrated in the computer device 120 described above, and specifically may include a data acquisition unit 1510, an additional load determination unit 1520, and a deformation data determination unit 1530.
The data acquisition unit 1510 is configured to acquire formation resistance data, tunnel radius data, data of an included angle formed by any point of a tunnel cross section around a circle center, an elastic modulus of a tunnel structure, a tunnel moment of inertia, a vertical additional stress at a tunnel axis position caused by foundation pit engineering, and a horizontal additional stress at the tunnel axis position caused by foundation pit engineering.
In the embodiment of the invention, the stratum resistance is the passive resistance generated when the tunnel structure deforms and extrudes towards the soil body, and the data size of the stratum resistance is related to the deformation of the structure and the stratum property. The elastic modulus of the tunnel structure refers to a proportional coefficient of stress and strain of the tunnel structure in an elastic deformation stage, and can be regarded as an index for measuring the difficulty of the tunnel structure in generating elastic deformation, and the larger the value of the elastic modulus is, the larger the stress for generating certain elastic deformation of the tunnel structure is, namely, the smaller the elastic deformation is under the action of certain stress. The tunnel moment of inertia is a geometric quantity that is commonly used to describe the resistance of a cross-section to bending.
In the embodiment of the invention, the direction and the size of the vertical additional stress at the position of the tunnel axis based on the foundation pit engineering and the horizontal additional stress at the position of the tunnel axis based on the foundation pit engineering depend on the position relationship between the tunnel and the excavation region of the foundation pit engineering, when the tunnel is under the foundation pit engineering, the vertical additional stress at a plurality of different positions of the tunnel horizontal axis caused by unloading the bottom surface of the foundation pit and the horizontal additional stress at a plurality of different positions of the tunnel vertical axis caused by unloading the bottom surface of the foundation pit can be obtained by calculation according to the soil mass data, the excavation depth data of the foundation pit, the soil mass Poisson ratio data and the length data of the side wall of the foundation pit; when the tunnel is arranged on the side of the foundation pit engineering, the vertical additional stress at a plurality of different positions of the horizontal axis of the tunnel caused by the unloading of the side wall of the foundation pit and the horizontal additional stress at a plurality of different positions of the vertical axis of the tunnel caused by the unloading of the side wall of the foundation pit can be calculated according to the side pressure coefficient and the excavation depth data of the foundation pit.
And the additional load determining unit 1520 is configured to determine a vertical additional load and a horizontal additional load at the position of the tunnel caused by the foundation pit engineering according to the vertical additional stress and the horizontal additional stress.
In the embodiment of the present invention, the additional load at the position adjacent to the tunnel caused by the foundation pit engineering can be expressed according to the vertical additional stress at the position of the tunnel axis caused by the foundation pit engineering and the horizontal additional stress at the position of the tunnel axis caused by the foundation pit engineering, and the distributed load formed by combining the additional stresses at any point on the cross section of the tunnel is the additional load. Because the direction and the magnitude of the vertical additional stress at the position of the axis of the tunnel caused by foundation pit engineering and the direction and the magnitude of the horizontal additional stress at the position of the axis of the tunnel caused by foundation pit engineering depend on the position relationship between the tunnel and the excavation area of the foundation pit engineering, the additional load is calculated according to two types, namely the tunnel is under the excavation area of the foundation pit and the tunnel is on the side of the excavation area of the foundation pit.
And the deformation data determination unit 1530 is used for determining the deformation data of the cross section of the tunnel according to the vertical additional load, the horizontal additional load, the formation resistance data, the tunnel radius data, the data of an included angle formed by any point of the cross section of the tunnel around the center of a circle, the elastic modulus of the tunnel structure and the inertia moment of the tunnel.
In the embodiment of the invention, because the additional loads are different due to the influence of the position relation of the tunnel in the excavation region of the foundation pit, if the tunnel is under the excavation region of the foundation pit, the additional loads at the position adjacent to the tunnel caused by the foundation pit engineering are horizontally uniformly distributed loads and vertically uniformly distributed loads; when the tunnel is arranged on the side of the foundation pit excavation area, the foundation pit engineering causes the additional load at the position adjacent to the tunnel to be a horizontally uniformly distributed load and a vertical trapezoidal load. Based on the foundation pit engineering, the additional loads at the positions adjacent to the tunnel are horizontally and vertically uniformly distributed loads, and the vertical deformation data and the horizontal deformation data of any point of the cross section of the tunnel can be calculated when the tunnel is under the foundation pit excavation region by combining the formation resistance data, the tunnel radius data, the included angle data formed by any point of the cross section of the tunnel around the circle center, the elastic modulus of the tunnel structure and the inertia moment of the tunnel; and the additional load at the position adjacent to the tunnel caused by the foundation pit engineering is horizontally uniformly distributed load and vertical trapezoidal load, and the vertical deformation data and the horizontal deformation data of any point of the tunnel cross section can be calculated by combining the formation resistance data, the tunnel radius data, the included angle data formed by any point of the tunnel cross section around the circle center, the elastic modulus of the tunnel structure and the inertia moment of the tunnel.
The device for determining the deformation data of the cross section of the tunnel provided by the embodiment of the invention determines the additional load at the position of the tunnel based on the foundation pit engineering according to the vertical additional stress and the horizontal additional stress at the position of the axis of the tunnel based on the foundation pit engineering by acquiring the data of the resistance of the stratum, the data of the radius of the tunnel, the data of the included angle formed by any point of the cross section of the tunnel around the center of the circle, the data of the elastic modulus of the tunnel structure and the moment of inertia of the tunnel, and determines the deformation data of the cross section of the tunnel according to the additional load, the data of the resistance of the stratum, the data of the radius of the tunnel, the data of the included angle formed by any point of the cross section of the tunnel around the center of the circle, the elastic modulus of the tunnel structure and the moment of inertia of the tunnel, the accuracy of the obtained foundation pit engineering scheme evaluation result is higher, meanwhile, the efficiency of foundation pit engineering scheme evaluation is greatly improved, the calculation time is shortened, the manual investment is reduced, and a faster and more reasonable reference is provided for the comparison and selection of the foundation pit engineering scheme.
FIG. 16 is a diagram illustrating an internal structure of a computer device in one embodiment. The computer device may specifically be the server 120 in fig. 1. As shown in fig. 16, the computer apparatus includes a processor, a memory, a network interface, an input device, and a display screen connected through a system bus. Wherein the memory includes a non-volatile storage medium and an internal memory. The non-volatile storage medium of the computer device stores an operating system and may also store a computer program that, when executed by a processor, causes the processor to implement the xx method. The internal memory may also have stored therein a computer program which, when executed by the processor, causes the processor to perform a method of determining tunnel cross-section deformation data. The display screen of the computer equipment can be a liquid crystal display screen or an electronic ink display screen, and the input device of the computer equipment can be a touch layer covered on the display screen, a key, a track ball or a touch pad arranged on the shell of the computer equipment, an external keyboard, a touch pad or a mouse and the like.
Those skilled in the art will appreciate that the architecture shown in fig. 16 is merely a block diagram of some of the structures associated with the disclosed aspects and is not intended to limit the computing devices to which the disclosed aspects apply, as particular computing devices may include more or less components than those shown, or may combine certain components, or have a different arrangement of components.
In one embodiment, the tunnel cross section deformation data determination apparatus provided in the present application may be implemented in the form of a computer program, and the computer program may be executed on a computer device as shown in fig. 16. The memory of the computer device may store therein various program modules constituting the tunnel cross-section deformation data determination apparatus, such as a data acquisition unit 1510, an additional load determination unit 1520, and a deformation data determination unit 1503 shown in fig. 15. The computer program constituted by the respective program modules causes the processor to execute the steps in the tunnel cross section deformation data determination method of the respective embodiments of the present application described in the present specification.
For example, the computer apparatus shown in fig. 16 may perform step S201 by the data acquisition unit 1510 in the tunnel cross-section deformation data determination device shown in fig. 15. The computer device may perform step S202 by the additional load determination unit 1520. The computer apparatus may perform step S203 through the deformed data determination unit 1530.
In one embodiment, a computer device is proposed, the computer device comprising a memory, a processor and a computer program stored on the memory and executable on the processor, the processor implementing the following steps when executing the computer program:
acquiring formation resistance data, tunnel radius data, included angle data formed by any point of a tunnel cross section around a circle center, an elastic modulus of a tunnel structure, a tunnel inertia moment, vertical additional stress at a tunnel axis position caused by foundation pit engineering and horizontal additional stress at the tunnel axis position caused by the foundation pit engineering;
determining a vertical additional load and a horizontal additional load at the position of the tunnel caused by foundation pit engineering according to the vertical additional stress and the horizontal additional stress;
and determining deformation data of the cross section of the tunnel according to the vertical additional load, the horizontal additional load, the formation resistance data, the tunnel radius data, the data of an included angle formed by any point of the cross section of the tunnel around the circle center, the elastic modulus of the tunnel structure and the inertia moment of the tunnel.
In one embodiment, a computer readable storage medium is provided, having a computer program stored thereon, which, when executed by a processor, causes the processor to perform the steps of:
acquiring formation resistance data, tunnel radius data, included angle data formed by any point of a tunnel cross section around a circle center, an elastic modulus of a tunnel structure, a tunnel inertia moment, vertical additional stress at a tunnel axis position caused by foundation pit engineering and horizontal additional stress at the tunnel axis position caused by the foundation pit engineering;
determining a vertical additional load and a horizontal additional load at the position of the tunnel caused by foundation pit engineering according to the vertical additional stress and the horizontal additional stress;
and determining deformation data of the cross section of the tunnel according to the vertical additional load, the horizontal additional load, the formation resistance data, the tunnel radius data, the data of an included angle formed by any point of the cross section of the tunnel around the circle center, the elastic modulus of the tunnel structure and the inertia moment of the tunnel.
It will be understood by those skilled in the art that all or part of the processes of the methods of the embodiments described above can be implemented by a computer program, which can be stored in a non-volatile computer-readable storage medium, and can include the processes of the embodiments of the methods described above when the program is executed. Any reference to memory, storage, database, or other medium used in the embodiments provided herein may include non-volatile and/or volatile memory, among others. Non-volatile memory can include read-only memory (ROM), Programmable ROM (PROM), Electrically Programmable ROM (EPROM), Electrically Erasable Programmable ROM (EEPROM), or flash memory. Volatile memory can include Random Access Memory (RAM) or external cache memory. By way of illustration and not limitation, RAM is available in a variety of forms such as Static RAM (SRAM), Dynamic RAM (DRAM), Synchronous DRAM (SDRAM), Double Data Rate SDRAM (DDRSDRAM), Enhanced SDRAM (ESDRAM), Synchronous Link DRAM (SLDRAM), Rambus Direct RAM (RDRAM), direct bus dynamic RAM (DRDRAM), and memory bus dynamic RAM (RDRAM).
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents and improvements made within the spirit and principle of the present invention are intended to be included within the scope of the present invention.

Claims (9)

1. A tunnel cross section deformation data determination method is characterized by comprising the following steps:
acquiring formation resistance data, tunnel radius data, included angle data formed by any point of a tunnel cross section around a circle center, an elastic modulus of a tunnel structure, a tunnel inertia moment, vertical additional stress at a tunnel axis position caused by foundation pit engineering and horizontal additional stress at the tunnel axis position caused by the foundation pit engineering;
determining a vertical additional load and a horizontal additional load at the position of the tunnel caused by foundation pit engineering according to the vertical additional stress and the horizontal additional stress;
and determining deformation data of the cross section of the tunnel according to the vertical additional load, the horizontal additional load, the formation resistance data, the tunnel radius data, the data of an included angle formed by any point of the cross section of the tunnel around the circle center, the elastic modulus of the tunnel structure and the inertia moment of the tunnel.
2. The tunnel cross-section deformation data determination method according to claim 1,
the step of determining a vertical additional load and a horizontal additional load at the position of the tunnel caused by foundation pit engineering according to the vertical additional stress and the horizontal additional stress comprises the following steps:
acquiring soil mass gravity data, side pressure coefficients, foundation pit excavation depth data, soil mass Poisson ratio data and foundation pit side wall length data;
according to the soil mass gravity data, the side pressure coefficient, the foundation pit excavation depth data, the soil mass Poisson ratio data, the foundation pit side wall length data, the differential of the foundation pit bottom unloading at any point of the foundation pit bottom and the differential of the foundation pit side wall unloading at any point of the foundation pit side wall, determining vertical additional stress at a plurality of different positions of a tunnel horizontal axis caused by the foundation pit bottom unloading and the foundation pit side wall unloading and horizontal additional stress at a plurality of different positions of the tunnel vertical axis caused by the foundation pit bottom unloading and the foundation pit side wall unloading;
when the tunnel is under the foundation pit engineering, combining the vertical additional stresses at a plurality of different positions of the horizontal axis of the tunnel to obtain a vertically uniform load;
combining horizontal additional stresses at a plurality of different positions of the vertical axis of the tunnel to obtain a first horizontal uniform load;
the step of determining the deformation data of the cross section of the tunnel according to the vertical additional load, the horizontal additional load, the formation resistance data, the tunnel radius data, the included angle data formed by any point of the cross section of the tunnel around the circle center, the elastic modulus of the tunnel structure and the inertia moment of the tunnel comprises the following steps:
determining deformation data of the cross section of the tunnel according to the vertically uniformly distributed load, the first horizontally uniformly distributed load, the formation resistance data, the tunnel radius data, included angle data formed by any point of the cross section of the tunnel around the circle center, the elastic modulus of the tunnel structure and the inertia moment of the tunnel;
when the tunnel is arranged on the side of the foundation pit engineering, combining the vertical additional stresses at a plurality of different positions of the horizontal axis of the tunnel to obtain a vertical trapezoidal load;
combining horizontal additional stresses at a plurality of different positions of the vertical axis of the tunnel to obtain a second horizontal uniform load;
the step of determining the deformation data of the cross section of the tunnel according to the vertical additional load, the horizontal additional load, the formation resistance data, the tunnel radius data, the included angle data formed by any point of the cross section of the tunnel around the circle center, the elastic modulus of the tunnel structure and the inertia moment of the tunnel comprises the following steps:
and determining deformation data of the cross section of the tunnel according to the vertical trapezoidal load, the second horizontally uniformly distributed load, the formation resistance data, the tunnel radius data, the included angle data formed by any point of the cross section of the tunnel around the circle center, the elastic modulus of the tunnel structure and the inertia moment of the tunnel.
3. The tunnel cross-section deformation data determination method according to claim 2,
when the tunnel is under foundation ditch engineering, according to vertical equipartition load, first horizontal equipartition load, formation resistance data, tunnel radius data, the contained angle data that tunnel cross section arbitrary point formed around the centre of a circle, tunnel structure's elastic modulus and tunnel moment of inertia, confirm the step of tunnel cross section deformation data, include:
according to the first horizontally uniformly distributed load, the tunnel radius data, included angle data formed by any point of the cross section of the tunnel around the circle center, the elastic modulus of the tunnel structure and the inertia moment of the tunnel, determining vertical deformation data and horizontal deformation data of the cross section of the tunnel, which are caused by the first horizontally uniformly distributed load;
according to the vertically uniformly distributed load, the tunnel radius data, included angle data formed by any point of the cross section of the tunnel around the circle center, the elastic modulus of the tunnel structure and the inertia moment of the tunnel, determining vertical deformation data and horizontal deformation data of the cross section of the tunnel caused by the vertically uniformly distributed load;
determining vertical deformation data and horizontal deformation data of the cross section of the tunnel caused by the additional load of the stratum resistance according to the data of the stratum resistance, the data of the radius of the tunnel, the data of an included angle formed by any point of the cross section of the tunnel around the circle center, the elastic modulus of the tunnel structure and the inertia moment of the tunnel;
and determining the vertical deformation data and the horizontal deformation data of the cross section of the tunnel under the foundation pit engineering according to the vertical deformation data and the horizontal deformation data of the cross section of the tunnel caused by the first horizontally uniformly distributed load, the vertical deformation data and the horizontal deformation data of the cross section of the tunnel caused by the vertically uniformly distributed load, and the deformation data and the horizontal deformation data of the cross section of the tunnel caused by the additional load of the resistance of the stratum.
4. The tunnel cross-section deformation data determination method according to claim 3,
when the tunnel is under the foundation pit engineering, the step of determining the vertical deformation data and the horizontal deformation data of the tunnel cross section caused by the additional load of the formation resistance according to the formation resistance data, the tunnel radius data, the included angle data formed by any point of the tunnel cross section around the circle center, the elastic modulus of the tunnel structure and the inertia moment of the tunnel comprises the following steps:
when the included angle data formed by any point of the cross section of the tunnel around the circle center is not less than 0 and less than pi/4, determining vertical deformation data and horizontal deformation data of the cross section of the tunnel caused by the additional load of the formation resistance according to the formation resistance data, the radius data of the tunnel, the included angle data formed by any point of the cross section of the tunnel around the circle center, the elastic modulus of the tunnel structure and the inertia moment of the tunnel;
and when the included angle data formed by any point of the cross section of the tunnel around the circle center is not less than pi/4 and less than pi/2, determining the vertical deformation data and the horizontal deformation data of the cross section of the tunnel caused by the additional load of the formation resistance according to the formation resistance data, the radius data of the tunnel, the included angle data formed by any point of the cross section of the tunnel around the circle center, the elastic modulus of the tunnel structure and the inertia moment of the tunnel.
5. The tunnel cross-section deformation data determination method according to claim 1,
when the tunnel is in foundation ditch engineering side, according to vertical trapezoidal load, the horizontal equipartition load of second, formation resistance data, tunnel radius data, the contained angle data that tunnel cross section arbitrary point formed around the centre of a circle, tunnel structure's elastic modulus and tunnel inertia moment, confirm the step of tunnel cross section deformation data, include:
determining vertical deformation data and horizontal deformation data of the cross section of the tunnel, which are caused by the second horizontally uniformly distributed load, according to the second horizontally uniformly distributed load, the tunnel radius data, the included angle data formed by any point of the cross section of the tunnel around the circle center, the elastic modulus of the tunnel structure and the inertia moment of the tunnel;
determining vertical deformation data and horizontal deformation data of the cross section of the tunnel, which are caused by the vertical trapezoidal load, according to the vertical trapezoidal load, the tunnel radius data, included angle data formed by any point of the cross section of the tunnel around the circle center, the elastic modulus of the tunnel structure and the inertia moment of the tunnel;
determining vertical deformation data and horizontal deformation data of the cross section of the tunnel caused by the additional load of the stratum resistance according to the data of the stratum resistance, the data of the radius of the tunnel, the data of an included angle formed by any point of the cross section of the tunnel around the circle center, the elastic modulus of the tunnel structure and the inertia moment of the tunnel;
and determining the vertical deformation data and the horizontal deformation data of the cross section of the tunnel at the side of the foundation pit engineering according to the vertical deformation data and the horizontal deformation data of the cross section of the tunnel caused by the second horizontally uniformly distributed load, the vertical deformation data and the horizontal deformation data of the cross section of the tunnel caused by the vertical trapezoidal load, and the vertical deformation data and the horizontal deformation data of the cross section of the tunnel caused by the additional load of the resistance of the stratum.
6. The method for determining the deformation data of the cross section of the tunnel according to claim 5, wherein the step of determining the vertical deformation data and the horizontal deformation data of the cross section of the tunnel caused by the vertical trapezoidal load according to the vertical trapezoidal load, the tunnel radius data, the data of an included angle formed by any point of the cross section of the tunnel around the center of a circle, the elastic modulus of the tunnel structure and the inertia moment of the tunnel specifically comprises the following steps:
decomposing the vertical trapezoidal load into a uniformly distributed load and a triangular load;
according to the uniform load, the tunnel radius data, an included angle formed by any point of the tunnel cross section around the circle center, the elastic modulus of the data tunnel structure and the tunnel inertia moment, determining vertical deformation data and horizontal deformation data of the tunnel cross section caused by the uniform load;
determining vertical deformation data and horizontal deformation data of the cross section of the tunnel, which are caused by the triangular load, according to the triangular load, the tunnel radius data, included angle data formed by any point of the cross section of the tunnel around the circle center, the elastic modulus of the tunnel structure and the inertia moment of the tunnel;
and determining the vertical deformation data and the horizontal deformation data of the cross section of the tunnel caused by the uniformly distributed load and the vertical deformation data and the horizontal deformation data of the cross section of the tunnel caused by the triangular load.
7. A tunnel cross-section deformation data determination apparatus, comprising:
the data acquisition unit is used for acquiring formation resistance data, tunnel radius data, included angle data formed by any point of the cross section of the tunnel around the circle center, the elastic modulus of the tunnel structure, the inertia moment of the tunnel, vertical additional stress at the position of the tunnel axis based on foundation pit engineering and horizontal additional stress at the position of the tunnel axis based on foundation pit engineering;
the additional load determining unit is used for determining a vertical additional load and a horizontal additional load at the position of the tunnel caused by foundation pit engineering according to the vertical additional stress and the horizontal additional stress; and
and the deformation data determining unit is used for determining the deformation data of the cross section of the tunnel according to the vertical additional load, the horizontal additional load, the formation resistance data, the tunnel radius data, the data of an included angle formed by any point of the cross section of the tunnel around the circle center, the elastic modulus of the tunnel structure and the inertia moment of the tunnel.
8. A computer arrangement, characterized by comprising a memory and a processor, the memory having stored therein a computer program which, when executed by the processor, causes the processor to carry out the steps of the tunnel cross section deformation data determination method according to any one of claims 1 to 6.
9. A computer-readable storage medium, characterized in that a computer program is stored thereon, which, when being executed by a processor, causes the processor to carry out the steps of the tunnel cross-section deformation data determination method according to any one of claims 1 to 6.
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