CN111898192B - Tunnel cross section deformation data determination method, device, equipment and storable medium - Google Patents

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

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CN111898192B
CN111898192B CN202010834373.4A CN202010834373A CN111898192B CN 111898192 B CN111898192 B CN 111898192B CN 202010834373 A CN202010834373 A CN 202010834373A CN 111898192 B CN111898192 B CN 111898192B
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tunnel
data
vertical
horizontal
section
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CN111898192A (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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China Railway 16th Bureau Group Co Ltd
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    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F30/00—Computer-aided design [CAD]
    • G06F30/10—Geometric CAD
    • G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F17/00—Digital computing or data processing equipment or methods, specially adapted for specific functions
    • G06F17/10—Complex mathematical operations
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F2111/00—Details relating to CAD techniques
    • G06F2111/10—Numerical modelling
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
    • G06F2119/14—Force analysis or force optimisation, e.g. static or dynamic forces

Abstract

The invention is applicable to the technical field of foundation pit engineering, and provides a method, a device and equipment for determining deformation data of a tunnel cross section and a storable medium, wherein the method comprises the following steps: 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 moment of inertia and vertical and horizontal additional stress at a tunnel axis position based on foundation pit engineering; determining vertical and horizontal additional loads according to the vertical and horizontal additional stresses; and determining tunnel cross section deformation data according to the vertical and horizontal additional loads, stratum resistance data, tunnel radius data, included angle data, the elastic modulus of the tunnel structure and tunnel inertia moment. The method fully considers the influence on the deformation of the cross section of the tunnel under the additional load condition, 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 labor investment is reduced, and a quicker and more reasonable reference is provided for the comparison and selection of the foundation pit engineering scheme.

Description

Tunnel cross section deformation data determination method, device, equipment and storable 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
Due to the increasingly compact utilization of urban space, a great number of foundation pit projects are occurring which are tightly built along subway lines and around subway stations. Meanwhile, the excavation depth of foundation pit engineering is gradually increased, and the influence of excavation unloading is also increased, so that the influence on the surrounding running subways is unavoidable, and the subways are slowed down or even stopped when serious.
At present, many researches on surrounding tunnel deformation caused by foundation pit engineering at home and abroad are carried out. The numerical calculation method is widely applied, and the response rule of adjacent tunnel deformation to different foundation pit engineering conditions can be obtained on the basis of considering factors such as foundation pit excavation depth, tunnel burial depth, spatial position relation between the tunnel and the foundation pit and the like. However, the numerical calculation method has obvious defects that a great deal of effort and time are required for modeling and calculation, proper constitutive relation and other factors are required to be considered, and the method is basically focused on the research of longitudinal deformation of a tunnel caused by excavation of a foundation pit. The analysis and calculation method is faster, and the result can be obtained only by simply adjusting corresponding parameters except for the first time (but faster than numerical simulation) and other conditions when changing, but the current analysis and calculation method for tunnel deformation caused by foundation pit excavation is concentrated on the study of tunnel longitudinal deformation, and only natural load conditions can be considered, so that the assessment comprehensiveness is insufficient, the accuracy of the assessment result of the foundation pit engineering is limited, and the rapid and reasonable reference is not provided for the comparison and selection of the foundation pit engineering scheme.
Therefore, the existing tunnel deformation research method has the problems that the calculation efficiency is low, the research on the longitudinal deformation of the tunnel is concentrated, 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 quick and reasonable reference is not beneficial to 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, which aims to solve the problems that the existing tunnel deformation research method has low calculation efficiency, is concentrated on the research of tunnel longitudinal deformation, can only consider natural load conditions, has limited accuracy of an evaluation result of an obtained foundation pit engineering scheme, and is not beneficial to providing a 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:
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 moment of inertia, vertical additional stress at a tunnel axis position based on foundation pit engineering and horizontal additional stress at the tunnel axis position based on the foundation pit engineering;
Determining vertical additional load and horizontal additional load at tunnel positions 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 stratum 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 tunnel moment of inertia.
Another object of an embodiment of the present invention is to provide a device for determining deformation data of a tunnel cross section, including:
the data acquisition unit is used for 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 moment of inertia, vertical additional stress at the tunnel axis position based on foundation pit engineering and horizontal additional stress at the tunnel axis position based on the foundation pit engineering;
the additional load determining unit is used for determining the vertical additional load and the horizontal additional load at the tunnel position 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 tunnel cross section according to the vertical additional load, the horizontal additional load, the stratum 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 tunnel inertia moment.
Another object of an embodiment of the invention is a computer device comprising a memory and a processor, the memory storing a computer program which, when executed by the processor, causes the processor to perform 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, on which a computer program is stored, which when being executed by a processor causes the processor to perform the steps of the method for determining tunnel cross-section deformation data.
According to the tunnel cross section deformation data determining method provided by the embodiment of the invention, 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 based on a tunnel axis position caused by foundation pit engineering and horizontal additional stress based on the tunnel axis position caused by the foundation pit engineering are obtained, so that the vertical additional load and the horizontal additional load based on the tunnel position caused by the foundation pit engineering are determined according to the vertical additional stress and the horizontal additional stress, and then the tunnel cross section deformation data is determined according to the vertical additional load, the horizontal additional load, stratum 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 tunnel inertia moment.
Drawings
Fig. 1 is an application environment diagram of a tunnel cross section deformation data determining method provided by 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 illustrating 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 an additional load of a tunnel according to an embodiment of the present invention;
fig. 5 is a schematic diagram of an elevation view for determining an additional load of a tunnel according to an embodiment of the present invention;
fig. 6 is a schematic diagram of determining an additional load of a tunnel cross section according to an embodiment of the present invention;
fig. 7 is a schematic diagram of additional load of a tunnel when the tunnel is directly under a foundation pit engineering according to an embodiment of the present invention;
FIG. 8 is a flowchart illustrating 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 additional loads of a tunnel provided by an embodiment of the present invention when the tunnel is directly under a foundation pit engineering;
fig. 10 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. 11 is a flowchart illustrating 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 an optimized tunnel cross-section deformation data determination method according to an embodiment of the present invention;
fig. 13 is a schematic diagram of additional load of a tunnel when the tunnel is laterally arranged in a foundation pit engineering according to an embodiment of the present invention;
fig. 14 is a vertical trapezoid load exploded view of a tunnel when the tunnel is laterally arranged in a foundation pit engineering, provided by the embodiment of the 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 of the internal architecture of a computer device in one embodiment.
Detailed Description
The present invention will be described in further detail with reference to the drawings and examples, in order to make the objects, technical solutions and advantages of the present invention more apparent. It should be understood that the specific embodiments described herein are for purposes of illustration only and are not intended to limit the scope of the invention.
In order to overcome the problems that the existing numerical calculation method needs to consume a great deal of effort and time for modeling and calculation, and the analytic calculation method for deformation of the cross section of an adjacent tunnel based on foundation pit engineering is still lacking, the embodiment of the invention provides a tunnel cross section deformation data determination method.
Fig. 1 is an application environment diagram of a tunnel cross section deformation data determining method according to an embodiment of the present invention, as shown in fig. 1, in the application environment, the application environment includes a data acquisition terminal 110 and a computer device 120.
The computer device 120 may be an independent physical server or terminal, or may be a server cluster formed by a plurality of physical servers, or may be a cloud server that provides basic cloud computing services such as a cloud server, a cloud database, cloud storage, and CDN.
The data acquisition terminal 110 may be, but is not limited to, a level gauge, electro-optical distance meter, tunnel profiler, total station, formation resistance data acquisition device, angle measurer, etc. The data acquisition terminal 110 and the computer device 120 may be connected through a network, and the data acquisition terminal 110 may be used to acquire formation 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 moment of inertia, vertical additional stress at a tunnel axis position based on foundation pit engineering, horizontal additional stress at a tunnel axis position based on foundation pit engineering, and the like, and transmit the data to the computer device 120.
As shown in fig. 2, in one embodiment, a method for determining deformation data of a tunnel cross section is proposed, and this embodiment is mainly exemplified by the application of the method to the server 120 in fig. 1. The tunnel cross section deformation data determining method specifically comprises the following steps:
step S201, 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 moment of inertia, vertical additional stress at a tunnel axis position based on foundation pit engineering and horizontal additional stress at the tunnel axis position based on the foundation pit engineering are obtained.
In the embodiment of the invention, the stratum resistance is the passive resistance generated when the tunnel structure deforms and presses against the soil body, and the data size of the stratum resistance is related to the deformation amount of the structure and the stratum property. The elastic modulus of the tunnel structure refers to the proportional coefficient of stress and strain of the tunnel structure in the elastic deformation stage, and can be regarded as an index for measuring the difficulty of the tunnel structure in elastic deformation, and the larger the value is, the larger the stress for causing the tunnel structure to generate certain elastic deformation 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 properties of a section against bending.
In the embodiment of the invention, the direction and the magnitude of the vertical additional stress at the tunnel axis position caused by foundation pit engineering and the horizontal additional stress at the tunnel axis position caused by foundation pit engineering depend on the position relation between the tunnel and the excavation area of the foundation pit engineering, and can be calculated and obtained according to soil body weight data, side pressure coefficient, foundation pit excavation depth data, soil body poisson ratio data and foundation pit side wall length data.
And step S202, determining the vertical additional load and the horizontal additional load at the tunnel position 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, which are caused by foundation pit engineering and are adjacent to the tunnel position, can be expressed according to the vertical additional stress at the tunnel axis position caused by foundation pit engineering and the horizontal additional stress at the tunnel axis position caused by 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. Since the direction and magnitude of the vertical additional stress at the tunnel axis position based on the foundation pit engineering and the horizontal additional stress at the tunnel axis position based on the foundation pit engineering depend on the positional relationship between the tunnel and the excavation area of the foundation pit engineering, the additional load is calculated in two types, namely, the tunnel is right under the excavation area of the foundation pit and the tunnel is lateral to the excavation area of the foundation pit.
And step S203, determining deformation data of the cross section of the tunnel according to the vertical additional load, the horizontal additional load, the stratum 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 tunnel moment of inertia.
In the embodiment of the invention, because the additional load is different due to the influence of the position relation of the tunnel in the foundation pit excavation area, for example, when the tunnel is right below the foundation pit excavation area, the additional load at the position adjacent to the tunnel is caused by foundation pit engineering to be a first horizontal uniform load and a vertical uniform load; when the tunnel is beside the foundation pit excavation area, the foundation pit engineering causes the additional load adjacent to the position of the tunnel to be a second horizontal uniform load and a vertical trapezoid load. Based on the additional load at the position adjacent to the tunnel caused by foundation pit engineering, which is a first horizontal uniform load and a vertical uniform load, vertical deformation data and horizontal deformation data of any point of the cross section of the tunnel can be calculated when the tunnel is right below the excavation area of the foundation pit by combining stratum 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 and the tunnel moment of inertia; and the additional load at the position adjacent to the tunnel caused by the foundation pit engineering is a second horizontal uniform load and a vertical trapezoid load, and the vertical deformation data and the horizontal deformation data of any point of the cross section of the tunnel when the tunnel is at the side of the excavation area of the foundation pit can be calculated by combining stratum 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 and the tunnel moment of inertia.
According to the tunnel cross section deformation data determining method provided by the embodiment of the invention, 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 based on a tunnel axis position caused by foundation pit engineering and horizontal additional stress based on the tunnel axis position caused by the foundation pit engineering are obtained, so that the vertical additional load and the horizontal additional load based on the tunnel position caused by the foundation pit engineering are determined according to the vertical additional stress and the horizontal additional stress, and then the tunnel cross section deformation data is determined according to the vertical additional load, the horizontal additional load, stratum 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 tunnel inertia moment.
In one embodiment, as shown in fig. 3, the step S202 may specifically include the following steps:
and step S301, soil body weight data, side pressure coefficients, foundation pit excavation depth data, soil body Poisson ratio data and foundation pit side wall length data are obtained.
In the embodiment of the invention, the side pressure coefficient refers to the ratio of the lateral effective pressure to the vertical effective pressure when the soil is pressurized under semi-infinite conditions.
And step S302, determining vertical additional stress at a plurality of different positions of a horizontal axis of a tunnel caused by unloading of the bottom surface of the foundation pit and unloading of the side wall of the foundation pit and horizontal additional stress at a plurality of different positions of a vertical axis of the tunnel caused by unloading of the bottom surface of the foundation pit and unloading of the side wall of the foundation pit according to the soil body weight data, the side pressure coefficient, the foundation pit excavation depth data, the soil body poisson ratio data, the length data of the side wall of the foundation pit, the differential of unloading of the bottom of the foundation pit at any point of the bottom of the foundation pit and the differential of unloading of the side wall of the foundation pit at any point of the side wall of the foundation pit.
In the embodiment of the present invention, taking fig. 4-5 as an example for illustration, fig. 4 shows a plan view illustration of determination of an additional load of an adjacent tunnel caused by excavation of a foundation pit and fig. 5 shows a vertical view illustration of determination of an additional load of an adjacent tunnel caused by excavation of a foundation pit, foundation pit 1 includes four side walls (1)3, 2)4, 3)5, 4)6, tunnel 2 is set up in a three-dimensional coordinate axis at a side of a foundation pit side wall (2)4 with an origin O at a center point of a bottom of the foundation pit, an axis toward the foundation pit side wall (2)4 is an x-axis, an axis toward the foundation pit side wall (1)3 is a y-axis, an axis perpendicular to the bottom of the foundation pit is a z-axis, and a tunnel center axis burial depth I; foundation pit engineering causes vertical additional stress sigma at locations adjacent to the tunnel axis V And horizontal additional stress sigma H Wherein:
σ V ＝σ VD +σ VC1 +σ VC2 +σ VC3 +σ VC4
σ H ＝σ HD +σ HC1 +σ HC2 +σ HC3 +σ HC4
wherein sigma VD Vertical additional stress at the position of the tunnel axis caused by unloading of the bottom surface of the foundation pit; sigma (sigma) VC1 ，σ VC2 ，σ VC3 Sum sigma VC4 Vertical additional stress at the tunnel axis position caused by unloading of the four side walls of the foundation pit is respectively generated; sigma (sigma) HD Unloading for the bottom surface of the foundation pitHorizontal additional stress at the tunnel axis position caused by load; sigma (sigma) HC1 ，σ HC2 ，σ HC3 Sum sigma HC4 And respectively carrying out horizontal additional stress on the tunnel axis positions caused by unloading of the four side walls of the foundation pit.
Wherein sigma VD Sum sigma HD The determination formulas of (a) are respectively as follows:
wherein gamma is the soil body weight, H is the foundation pit excavation depth, mu is the soil body Poisson's ratio, A is the length of the side wall of the foundation pit perpendicular to the tunnel axis, B is the length of the side wall of the foundation pit parallel to the tunnel axis, 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 Hd epsilon d tau is the differentiation of the unloading gamma H of the bottom of the foundation pit at any point of the bottom of the foundation pit, epsilon 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 of the foundation pit. R is R 1D And R is 2D The method comprises the following steps of:
wherein sigma VC1 Sum sigma HC1 The determination formulas of (a) are respectively as follows:
wherein K is 0 Is the side pressure coefficient, y is the y coordinate of any point of the tunnel, delta is the z-axis coordinate of any point of the side wall of the foundation pit (1)3, epsilon is the x-axis coordinate of any point of the side wall of the foundation pit (1)3, H is the excavation depth of the foundation pit, K) 0 Gamma d epsilon d delta is unloading K of side wall of foundation pit 0 Differentiation of gamma at any point of the pit sidewall, R 1C1 And R is 2C1 The method comprises the following steps of:
wherein sigma VC2 Sum sigma HC2 The determination formulas of (a) are respectively as follows:
wherein K is 0 Is the side pressure coefficient, x is the x coordinate of any point of the tunnel, delta is the z coordinate of any point of the side wall of the foundation pit (1)3, tau is the y coordinate of any point of the side wall of the foundation pit (1)3, H is the excavation depth of the foundation pit, K) 0 γdτdδ is the foundation pit side wall unloading K 0 Differentiation of gamma at any point of the pit sidewall, R 1C2 And R is 2C2 The method comprises the following steps of:
wherein sigma VC3 Sum sigma HC3 The determination formulas of (a) are respectively as follows:
wherein K is 0 Is the side pressure coefficient, y is the y coordinate of any point of the tunnel, delta is the z-axis coordinate of any point of the side wall of the foundation pit (1)3, epsilon is the x-axis coordinate of any point of the side wall of the foundation pit (1)3, H is the excavation depth of the foundation pit, K) 0 Gamma d epsilon d delta is unloading K of side wall of foundation pit 0 Differentiation of gamma at any point of the pit sidewall, R 1C3 And R is 2C3 The method comprises the following steps of:
wherein sigma VC4 Sum sigma HC4 The determination formulas of (a) are respectively as follows:
wherein K is 0 Is the side pressure coefficient, x is the x coordinate of any point of the tunnel, delta is the z coordinate of any point of the side wall of the foundation pit (1)3, tau is the y coordinate of any point of the side wall of the foundation pit (1)3, H is the excavation depth of the foundation pit, K) 0 γdτdδ is the foundation pit side wall unloading K 0 Differentiation of gamma at any point of the pit sidewall, R 1C4 And R is 2C4 The method comprises the following steps of:
in one embodiment, since the direction and magnitude of the vertical additional stress at the tunnel axis position based on the foundation pit engineering and the horizontal additional stress at the tunnel axis position based on the foundation pit engineering depend on the positional relationship of the tunnel and the excavation region of the foundation pit engineering, the additional load is calculated in two types, namely, the tunnel is directly under the excavation region of the foundation pit and the tunnel is laterally to the excavation region of the foundation pit.
And step S303, when the tunnel is right below the foundation pit engineering, combining vertical additional stresses at a plurality of different positions of the horizontal axis of the tunnel to obtain vertical uniform load.
And S304, combining 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 directly under the foundation pit engineering, the above step S203 is correspondingly replaced with: and determining deformation data of the cross section of the tunnel according to the vertical uniform load, the first horizontal uniform load, the stratum 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 tunnel moment of inertia.
And S305, when the tunnel is at the side of the foundation pit engineering, combining the side Fang Shuxiang additional stresses of the horizontal axis of the tunnel at a plurality of different positions to obtain a vertical trapezoid load.
And step S306, combining 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 at the side of the foundation pit engineering, the above step S203 is correspondingly replaced with: and determining deformation data of the cross section of the tunnel according to the vertical trapezoidal load, the second horizontal uniform load, the stratum 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 tunnel moment of inertia.
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 fig. 6, the additional load determination schematic of the tunnel cross section can be obtained according to the above formula, and the horizontal and vertical additional stresses of each measuring point (the horizontal additional load determination point 7 of the tunnel cross section and the vertical additional load determination point 8 of the tunnel cross section) of the tunnel in fig. 6 can be obtained respectively, so that the combined distributed load is the additional load. Because the external loads of the tunnel before and after the excavation of the foundation pit are balanced, the additional loads are balanced, so that the additional loads on the horizontal and vertical axes of the cross section of the tunnel can be calculated, namely the vertical additional load and the horizontal additional load are respectively applied to the tunnel structure. According to engineering requirements, calculation points with different densities (generally, 15 calculation points can be set), according to the additional stress obtained by each calculation point, the additional load formed by combination can be reasonably simplified, as shown in fig. 7, when the tunnel is right below the foundation pit excavation area, the foundation pit excavation causes vertical additional load 9 adjacent to the tunnel cross section in the additional load schematic diagram of the tunnel, the foundation pit excavation causes horizontal additional load 10 of the tunnel cross section, and the stratum resistance 11 of the tunnel cross section caused by the foundation pit excavation, it can be understood that any arrow in fig. 7 is the additional stress obtained by one calculation point, and the additional load of the tunnel cannot be represented by a single arrow, and when the additional loads are combined, uniform load (or other forms such as triangle load, trapezoid load and the like) is formed. In order to ensure accuracy, the calculation points with different densities can be controlled in a range, and the combination of the calculation points cannot be standard uniform load, but has smaller phase difference and can be reasonably simplified.
In one embodiment, when the tunnel is directly under the foundation pit engineering, as shown in fig. 8, the step S203 is specifically:
step S801, determining vertical deformation data and horizontal deformation data of the tunnel cross section caused by the first horizontal uniform load according to the first horizontal uniform load, tunnel radius data, included angle data formed by any point of the tunnel cross section around the circle center, elastic modulus of the tunnel structure and tunnel moment of inertia.
In the embodiment of the invention, as described above, when the tunnel is right below the excavation area of the foundation pit, the additional load caused by the foundation pit engineering at the position adjacent to the tunnel can be simplified to be the first horizontally uniform load deltaP h And vertically uniformly distributing load delta P v 。
In the embodiment of the invention, when the tunnel is right below the foundation pit excavation area, as shown in fig. 7 and 9, the additional load of the tunnel is disassembled, and the relative deformation of the tunnel caused by the vertical additional load, the horizontal additional load and the stratum resistance additional load is calculated according to a structural mechanics force method. Namely, the determination formula of the vertical deformation data of any point of the tunnel cross section is as follows:
wherein, the liquid crystal display device comprises a liquid crystal display device,vertical deformation data of the tunnel cross section caused by the first horizontal additional load, +.>Vertical deformation data of the tunnel cross section caused by vertical additional load, < > >And (5) adding data of vertical deformation of the tunnel cross section caused by the load to the stratum resistance.
Wherein the vertical deformation data of any point of the cross section of the tunnel caused by the first horizontal additional loadThe calculation method of (1) is as follows:
wherein DeltaP h The additional load at the position adjacent to the tunnel is caused to be a first horizontally uniform load for foundation pit engineering, R 0 The tunnel radius is the included angle formed by any point of the tunnel cross section around the circle center, the intersection point of the horizontal axis and the right side of the cross section is taken as the starting point, E is the elastic modulus of the tunnel structure, and I is the tunnel moment of inertia.
And when the tunnel is right below 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:
wherein, the liquid crystal display device comprises a liquid crystal display device,horizontal deformation data of the tunnel cross section caused by the additional load of the first level, +.>Horizontal deformation data of the tunnel cross section caused by vertical additional load, < >>The horizontal deformation data of the tunnel cross section caused by the additional load for the stratum resistance.
Wherein the first horizontal additional load causes horizontal deformation of any point of the tunnel cross sectionThe calculation method of (1) is as follows:
and step S802, determining vertical deformation data and horizontal deformation data of the cross section of the tunnel 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 tunnel moment of inertia.
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 are obtainedThe calculation method of (1) is as follows:
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 are obtainedThe calculation method of (1) is as follows:
and step 803, determining vertical deformation data and horizontal deformation data of the tunnel cross section caused by the stratum resistance additional load according to stratum resistance data, tunnel radius data, 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 tunnel moment of inertia.
In an embodiment of the present invention, as shown in fig. 10, the step S803 includes:
and step 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 is less than pi/4, determining the vertical deformation data and the horizontal deformation data of the cross section of the tunnel caused by the additional load of the stratum resistance according to the stratum 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 tunnel moment of inertia.
In embodiments of the invention, the cross section of the tunnel is arbitrary due to the additional load of the stratum resistance Vertical deformation data of one pointThe calculation formula of (2) is as follows:
in the embodiment of the invention, when θ < pi/4 is more than or equal to 0, the vertical deformation data of any point of the cross section of the tunnel caused by the additional load of the stratum resistance is obtainedThe calculation formula of (2) is as follows: />
Horizontal deformation data at any point of tunnel cross section caused by stratum resistance additional loadThe calculation formula of (2) is as follows:
wherein DeltaP r The stratum resistance data are the passive resistance generated when the tunnel structure is deformed and extruded to the soil body, and the stratum resistance is according to delta P according to the Winkler local deformation theory r ＝kΔδ hz K is the formation resistance coefficient, Δδ hz Is the deformation at the horizontal diameter of the tunnel structure. According to the japanese usage, it is assumed that the lateral formation resistance is distributed in a range of 45 ° up and down from the horizontal diameter, while the formation resistance coefficient k is also assumed to be constant.
And step S1002, when the included angle data formed by any point of the cross section of the tunnel around the circle center is not smaller than pi/4 and smaller 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 stratum resistance according to the stratum 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 tunnel moment of inertia.
In the embodiment of the invention, when pi/4 is less than or equal to theta and less than pi/2, the vertical deformation data of any point of the cross section of the tunnel caused by the additional load of the stratum resistanceThe calculation formula of (2) is as follows: />
Horizontal deformation data at any point of tunnel cross section caused by stratum resistance additional loadThe calculation formula of (2) is as follows:
and step S804, determining the vertical deformation data and the horizontal deformation data of the tunnel cross section when the tunnel is right below the foundation pit engineering according to the vertical deformation data and the horizontal deformation data of the tunnel cross section caused by the first horizontal uniform load, the vertical deformation data and the horizontal deformation data of the tunnel cross section caused by the vertical uniform load, and the tunnel cross section deformation data and the horizontal deformation data caused by the stratum resistance additional load.
In the embodiment of the invention, the determination formula of the deformation data of the tunnel cross section is adoptedAnd->And determining vertical deformation data and horizontal deformation data of the cross section of the tunnel when the tunnel is right below the foundation pit engineering.
In one embodiment, as shown in fig. 11, when the tunnel is at the side of the foundation pit engineering, the step S203 is specifically:
and step 1101, determining vertical deformation data and horizontal deformation data of the tunnel cross section caused by the second horizontal uniform load according to the second horizontal uniform load, 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 tunnel moment of inertia.
And step 1102, determining vertical deformation data and horizontal deformation data of the tunnel cross section 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 tunnel cross section around the circle center, the elastic modulus of the tunnel structure and the tunnel moment of inertia.
In an embodiment of the present invention, as shown in fig. 12, the step S1102 includes:
and step S1201, decomposing the vertical trapezoidal load into uniformly distributed loads and triangular loads.
In the embodiment of the invention, when the tunnel is at the side of the foundation pit excavation area, as shown in fig. 6 and 7, the vertical additional load Δp of the tunnel v Is trapezoidal load and can be divided into uniformly distributed load delta P v1 And a triangular load Δp v2 。
And step 1202, determining vertical deformation data and horizontal deformation data of the tunnel cross section caused by the uniform 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 moment of inertia.
Step S1203 is to determine vertical deformation data and horizontal deformation data of the tunnel cross section caused by the triangular load according to the triangular load, 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 tunnel moment of inertia.
And step 1204, determining the vertical deformation data and the horizontal deformation data of the tunnel cross section caused by the uniformly distributed load, the vertical deformation data and the horizontal deformation data of the tunnel cross section caused by the triangular load.
And step S1103, determining vertical deformation data and horizontal deformation data of the tunnel cross section caused by the stratum resistance additional load according to stratum resistance data, tunnel radius data, 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 tunnel moment of inertia.
And step S1104, determining the vertical deformation data and the horizontal deformation data of the tunnel cross section when the tunnel is at the side of the foundation pit engineering according to the vertical deformation data and the horizontal deformation data of the tunnel cross section caused by the second horizontal uniform load, the vertical deformation data and the horizontal deformation data of the tunnel cross section caused by the vertical trapezoid load and the vertical deformation data and the horizontal deformation data of the tunnel cross section caused by the stratum resistance additional load.
In the embodiment of the invention, when the tunnel is at the side of the foundation pit excavation area, the additional load caused by foundation pit engineering at the position adjacent to the tunnel can be simplified into a second horizontally uniform load delta P h And vertical trapezoidal load Δp v . As shown in fig. 13 and 14, fig. 13 shows that when a tunnel is beside a foundation pit excavation area, the foundation pit excavation causes additional load indication of an adjacent tunnel; FIG. 14 shows an illustration of a vertical additional load decomposition of an adjacent tunnel caused by excavation of a foundation pit while the tunnel is laterally of the area of excavation of the foundation pit; vertical additional load Δp of tunnel v Is trapezoidal load and can be divided into uniformly distributed load delta P v1 (see uniformly distributed load portions 12 of the vertical trapezoidal load of the tunnel caused by pit excavation at the side of the pit excavation region in FIGS. 13-14) and triangular load DeltaP v2 (see fig. 13-14 for triangular load portion 13 of the tunnel which causes vertical trapezoidal load of the tunnel based on pit excavation when the tunnel is laterally of the pit excavation region), the determination formula of the vertical deformation data at any point of the tunnel cross section is:
wherein, the liquid crystal display device comprises a liquid crystal display device,data of vertical deformation of tunnel cross section caused by second horizontal uniform load，/> Vertical deformation data of the cross section of the tunnel caused by vertical trapezoid load, < ->And (5) adding data of vertical deformation of the tunnel cross section caused by the load to the stratum resistance. />And->Is defined as +.>And-> For the vertical deformation data of the cross section of the tunnel caused by uniformly distributed load parts in the vertical trapezoidal load, determining the formula as the +. > 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:
when the tunnel is beside 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:
wherein, the liquid crystal display device comprises a liquid crystal display device,horizontal deformation data of the tunnel cross section caused by the lateral horizontal additional load, +.> Horizontal deformation data of the cross section of the tunnel caused by vertical trapezoid load, < + >>The horizontal deformation data of the tunnel cross section caused by the additional load for the stratum resistance. />And->Is defined as +.>And-> For the horizontal deformation data of the cross section of the tunnel caused by uniformly distributed load parts in the vertical trapezoidal load, determining the formula as the +.> 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:
as shown in fig. 15, in one embodiment, a tunnel cross-section deformation data determining apparatus is provided, which may be integrated in the above-described computer device 120, and may specifically include a data acquisition unit 1510, an additional load determining unit 1520, and a deformation data determining unit 1530.
The data acquisition unit 1510 is configured to acquire formation resistance data, tunnel radius data, angle data formed by any point of a tunnel cross section around a circle center, elastic modulus of a tunnel structure, tunnel moment of inertia, vertical additional stress at a tunnel axis position based on foundation pit engineering, and horizontal additional stress at a tunnel axis position based on foundation pit engineering.
In the embodiment of the invention, the stratum resistance is the passive resistance generated when the tunnel structure deforms and presses against the soil body, and the data size of the stratum resistance is related to the deformation amount of the structure and the stratum property. The elastic modulus of the tunnel structure refers to the proportional coefficient of stress and strain of the tunnel structure in the elastic deformation stage, and can be regarded as an index for measuring the difficulty of the tunnel structure in elastic deformation, and the larger the value is, the larger the stress for causing the tunnel structure to generate certain elastic deformation 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 properties of a section against bending.
In the embodiment of the invention, the vertical additional stress at the position of the tunnel axis caused by foundation pit engineering and the horizontal additional stress at the position of the tunnel axis caused by foundation pit engineering are dependent on the position relation between the tunnel and the excavation area of the foundation pit engineering, and when the tunnel is right below the foundation pit engineering, the vertical additional stress at a plurality of different positions of the horizontal axis of the tunnel caused by unloading of the bottom surface of the foundation pit and the horizontal additional stress at a plurality of different positions of the vertical axis of the tunnel caused by unloading of the bottom surface of the foundation pit can be calculated according to soil body weight data, foundation pit excavation depth data, soil body poisson ratio data and foundation pit side wall length data; when the tunnel is 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 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 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.
An additional load determining unit 1520 for determining a vertical additional load and a horizontal additional load at a tunnel location caused based on the foundation pit engineering according to the vertical additional stress and the horizontal additional stress.
In the embodiment of the invention, the additional load caused by the foundation pit engineering at the position adjacent to the tunnel can be expressed according to the vertical additional stress caused by the foundation pit engineering at the position of the tunnel axis and the horizontal additional stress caused by the foundation pit engineering at the position of the tunnel axis, and the distributed load formed by combining the additional stresses at any point on the cross section of the tunnel is the additional load. Since the direction and magnitude of the vertical additional stress at the tunnel axis position based on the foundation pit engineering and the horizontal additional stress at the tunnel axis position based on the foundation pit engineering depend on the positional relationship between the tunnel and the excavation area of the foundation pit engineering, the additional load is calculated in two types, namely, the tunnel is right under the excavation area of the foundation pit and the tunnel is lateral to the excavation area of the foundation pit.
And the deformation data determining unit 1530 is configured to determine deformation data of the tunnel cross section 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 tunnel cross section around the circle center, the elastic modulus of the tunnel structure, and the tunnel moment of inertia.
In the embodiment of the invention, because the additional load is different due to the influence of the position relation of the tunnel in the foundation pit excavation area, for example, when the tunnel is right below the foundation pit excavation area, the additional load at the position adjacent to the tunnel is caused by foundation pit engineering to be a horizontal uniform load and a vertical uniform load; when the tunnel is beside the excavation area of the foundation pit, the foundation pit engineering causes that the additional load at the position adjacent to the tunnel is horizontally uniformly distributed load and vertical trapezoidal load. Based on the additional load at the position adjacent to the tunnel caused by foundation pit engineering, which is horizontal uniform load and vertical uniform load, vertical deformation data and horizontal deformation data of any point of the cross section of the tunnel can be calculated when the tunnel is right below the excavation area of the foundation pit by combining stratum 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 and the moment of inertia of the tunnel; the additional load at the position adjacent to the tunnel caused by the foundation pit engineering is horizontally and uniformly distributed load and vertically trapezoidal load, and vertical deformation data and horizontal deformation data of any point of the cross section of the tunnel when the tunnel is at the side of the excavation area of the foundation pit can be calculated by combining stratum 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 and the moment of inertia of the tunnel.
According to the tunnel cross section deformation data determining device provided by the embodiment of the invention, stratum 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 tunnel inertia moment, the vertical additional stress based on the tunnel axis position caused by foundation pit engineering and the horizontal additional stress based on the tunnel axis position caused by foundation pit engineering are obtained, so that the additional load based on the tunnel position caused by foundation pit engineering is determined according to the vertical additional stress and the horizontal additional stress, and then the tunnel cross section deformation data is determined according to the additional load, the stratum 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 tunnel inertia moment.
FIG. 16 illustrates an internal block diagram of a computer device in one embodiment. The computer device may be specifically the server 120 of 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 by a system bus. The memory includes a nonvolatile 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 the tunnel cross-section deformation data determination method. The display screen of the computer equipment can be a liquid crystal display screen or an electronic ink display screen, the input device of the computer equipment can be a touch layer covered on the display screen, can also be keys, a track ball or a touch pad arranged on the shell of the computer equipment, and can also be an external keyboard, a touch pad or a mouse and the like.
It will be appreciated by those skilled in the art that the structure shown in FIG. 16 is merely a block diagram of some of the structures associated with the present inventive arrangements and is not limiting of the computer device to which the present inventive arrangements may be applied, and that a particular computer device may include more or fewer components than shown, or may combine some of the components, or have a different arrangement of components.
In one embodiment, the tunnel cross-section deformation data determination apparatus provided by the present application may be implemented in the form of a computer program that is executable 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 determining apparatus, such as the data acquisition unit 1510, the additional load determining unit 1520, and the deformation data determining 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 apparatus may perform step S202 through the additional load determining unit 1520. The computer apparatus may perform step S203 through the deformation data determining unit 1530.
In one embodiment, a computer device is presented, 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:
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 moment of inertia, vertical additional stress at a tunnel axis position based on foundation pit engineering and horizontal additional stress at the tunnel axis position based on the foundation pit engineering;
determining vertical additional load and horizontal additional load at tunnel positions 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 stratum 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 tunnel moment of inertia.
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:
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 moment of inertia, vertical additional stress at a tunnel axis position based on foundation pit engineering and horizontal additional stress at the tunnel axis position based on the foundation pit engineering;
Determining vertical additional load and horizontal additional load at tunnel positions 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 stratum 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 tunnel moment of inertia.
Those skilled in the art will appreciate that all or part of the processes in the methods of the above embodiments may be implemented by a computer program for instructing relevant hardware, where the program may be stored in a non-volatile computer readable storage medium, and where the program, when executed, may include processes in the embodiments of the methods described above. Any reference to memory, storage, database, or other medium used in embodiments provided herein may include non-volatile and/or volatile memory. The nonvolatile 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), memory bus direct RAM (RDRAM), direct memory bus dynamic RAM (DRDRAM), and memory bus dynamic RAM (RDRAM), among others.
The foregoing description of the preferred embodiments of the invention is not intended to be limiting, but rather is intended to cover all modifications, equivalents, and alternatives falling within the spirit and principles of the invention.

Claims (7)

1. A method for determining deformation data of a tunnel cross section, comprising:
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 moment of inertia, vertical additional stress at a tunnel axis position based on foundation pit engineering and horizontal additional stress at the tunnel axis position based on the foundation pit engineering;
determining vertical additional load and horizontal additional load at tunnel positions caused by foundation pit engineering according to the vertical additional stress and the horizontal additional stress;
determining tunnel cross section deformation data according to the vertical additional load, the horizontal additional load, stratum resistance data, tunnel radius data, 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 tunnel moment of inertia;
the step of determining the vertical additional load and the horizontal additional load at the tunnel position caused by foundation pit engineering according to the vertical additional stress and the horizontal additional stress comprises the following steps:
Acquiring soil body weight data, side pressure coefficients, foundation pit excavation depth data, soil body poisson ratio data and foundation pit side wall length data;
determining vertical additional stress at a plurality of different positions of a tunnel horizontal axis caused by unloading of the bottom surface of the foundation pit and unloading of the side wall of the foundation pit according to the soil body weight data, the side pressure coefficient, the foundation pit excavation depth data, the soil body poisson ratio data, the foundation pit side wall length data, the differentiation of the unloading of the bottom of the foundation pit at any point of the bottom of the foundation pit and the differentiation of the unloading of the side wall of the foundation pit at any point of the side wall of the foundation pit, and determining horizontal additional stress at a plurality of different positions of the tunnel vertical axis caused by unloading of the bottom surface of the foundation pit and unloading of the side wall of the foundation pit;
when the tunnel is right below the foundation pit engineering, combining vertical additional stresses at a plurality of different positions of the horizontal axis of the tunnel to obtain vertical 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 tunnel cross section according to the vertical additional load, the horizontal additional load, the stratum 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 tunnel moment of inertia comprises the following steps:
Determining tunnel cross section deformation data according to the vertical uniform load, the first horizontal uniform load, stratum resistance data, tunnel radius data, 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 tunnel moment of inertia;
when the tunnel is at the side of the foundation pit engineering, combining 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 tunnel cross section according to the vertical additional load, the horizontal additional load, the stratum 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 tunnel moment of inertia comprises the following steps:
and determining deformation data of the cross section of the tunnel according to the vertical trapezoidal load, the second horizontal uniform load, the stratum 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 tunnel moment of inertia.
2. The method for determining tunnel cross-section deformation data according to claim 1, wherein,
when the tunnel is under the foundation pit engineering, according to the vertical uniform load, the first horizontal uniform load, the stratum 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 tunnel moment of inertia, determining the deformation data of the tunnel cross section, comprising the following steps:
determining vertical deformation data and horizontal deformation data of the tunnel cross section caused by the first horizontal uniform load according to the first horizontal uniform load, 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 tunnel moment of inertia;
determining vertical deformation data and horizontal deformation data of the tunnel cross section caused by the vertical uniform load according to the vertical uniform load, 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 tunnel moment of inertia;
determining vertical deformation data and horizontal deformation data of the tunnel cross section caused by additional load of stratum resistance according to stratum resistance data, tunnel radius data, 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 tunnel moment of inertia;
And determining the vertical deformation data and the horizontal deformation data of the tunnel cross section when the tunnel is right under the foundation pit engineering according to the vertical deformation data and the horizontal deformation data of the tunnel cross section caused by the first horizontal uniform load, the vertical deformation data and the horizontal deformation data of the tunnel cross section caused by the vertical uniform load, and the tunnel cross section deformation data and the horizontal deformation data caused by the stratum resistance additional load.
3. The method for determining tunnel cross-section deformation data according to claim 1, wherein,
when the tunnel is at foundation ditch engineering side, according to vertical trapezoidal load, the horizontal equipartition load of second, stratum resistance data, tunnel radius data, the contained angle data that the arbitrary point of tunnel cross section formed around the centre of a circle, tunnel structure's modulus of elasticity and tunnel moment of inertia, confirm the step of tunnel cross section deformation data, include:
determining vertical deformation data and horizontal deformation data of the tunnel cross section caused by the second horizontal uniform load according to the second horizontal uniform load, 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 tunnel moment of inertia;
Determining vertical deformation data and horizontal deformation data of the tunnel cross section 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 tunnel cross section around the circle center, the elastic modulus of the tunnel structure and the tunnel moment of inertia;
determining vertical deformation data and horizontal deformation data of the tunnel cross section caused by additional load of stratum resistance according to stratum resistance data, tunnel radius data, included angle data formed by any point of the tunnel cross section around the circle center, the elastic modulus of the tunnel structure and tunnel moment of inertia;
and determining the vertical deformation data and the horizontal deformation data of the tunnel cross section when the tunnel is at the side of the foundation pit engineering according to the vertical deformation data and the horizontal deformation data of the tunnel cross section caused by the second horizontal uniform load, the vertical deformation data and the horizontal deformation data of the tunnel cross section caused by the vertical trapezoid load and the vertical deformation data and the horizontal deformation data of the tunnel cross section caused by the stratum resistance additional load.
4. The method for determining deformation data of a tunnel cross section according to claim 3, wherein the step of determining the vertical deformation data and the horizontal deformation data of the tunnel cross section 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 tunnel cross section around the circle center, the elastic modulus of the tunnel structure and the tunnel moment of inertia specifically comprises the following steps:
Decomposing the vertical trapezoid load into uniformly distributed loads and triangular loads;
determining vertical deformation data and horizontal deformation data of the tunnel cross section caused by the uniform 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 moment of inertia;
determining vertical deformation data and horizontal deformation data of the tunnel cross section caused by the triangular load according to the triangular load, 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 tunnel moment of inertia;
and determining the vertical deformation data and the horizontal deformation data of the tunnel cross section caused by the vertical trapezoidal load by the vertical deformation data and the horizontal deformation data of the tunnel cross section caused by the uniform load, the vertical deformation data and the horizontal deformation data of the tunnel cross section caused by the triangular load.
5. A tunnel cross-section deformation data determination apparatus, characterized by comprising:
the data acquisition unit is used for 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 moment of inertia, vertical additional stress at the tunnel axis position based on foundation pit engineering and horizontal additional stress at the tunnel axis position based on the foundation pit engineering;
The additional load determining unit is used for determining the vertical additional load and the horizontal additional load at the tunnel position caused by foundation pit engineering according to the vertical additional stress and the horizontal additional stress; and
the deformation data determining unit is used for determining deformation data of the cross section of the tunnel according to the vertical additional load, the horizontal additional load, the stratum 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 tunnel moment of inertia;
the step of determining the vertical additional load and the horizontal additional load at the tunnel position caused by foundation pit engineering according to the vertical additional stress and the horizontal additional stress comprises the following steps:
acquiring soil body weight data, side pressure coefficients, foundation pit excavation depth data, soil body poisson ratio data and foundation pit side wall length data;
determining vertical additional stress at a plurality of different positions of a tunnel horizontal axis caused by unloading of the bottom surface of the foundation pit and unloading of the side wall of the foundation pit according to the soil body weight data, the side pressure coefficient, the foundation pit excavation depth data, the soil body poisson ratio data, the foundation pit side wall length data, the differentiation of the unloading of the bottom of the foundation pit at any point of the bottom of the foundation pit and the differentiation of the unloading of the side wall of the foundation pit at any point of the side wall of the foundation pit, and determining horizontal additional stress at a plurality of different positions of the tunnel vertical axis caused by unloading of the bottom surface of the foundation pit and unloading of the side wall of the foundation pit;
When the tunnel is right below the foundation pit engineering, combining vertical additional stresses at a plurality of different positions of the horizontal axis of the tunnel to obtain vertical 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 tunnel cross section according to the vertical additional load, the horizontal additional load, the stratum 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 tunnel moment of inertia comprises the following steps:
determining tunnel cross section deformation data according to the vertical uniform load, the first horizontal uniform load, stratum resistance data, tunnel radius data, 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 tunnel moment of inertia;
when the tunnel is at the side of the foundation pit engineering, combining 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 tunnel cross section according to the vertical additional load, the horizontal additional load, the stratum 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 tunnel moment of inertia comprises the following steps:
and determining deformation data of the cross section of the tunnel according to the vertical trapezoidal load, the second horizontal uniform load, the stratum 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 tunnel moment of inertia.
6. A computer device comprising a memory and a processor, the memory having stored therein a computer program which, when executed by the processor, causes the processor to perform the steps of the tunnel cross-section deformation data determination method of any one of claims 1 to 4.
7. A computer readable storage medium, characterized in that the computer readable storage medium has stored thereon a computer program which, when executed by a processor, causes the processor to perform the steps of the tunnel cross-section deformation data determination method according to any one of claims 1 to 4.
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基于应变分布的隧道衬砌收敛变形测量方法与监测装置研究;陈贺元;中国优秀硕士学位论文全文数据库 工程科技Ⅱ辑(第05期);C034-404 *

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