CN114021234A - Tunnel preliminary bracing opportunity dynamic determination method and system - Google Patents
Tunnel preliminary bracing opportunity dynamic determination method and system Download PDFInfo
- Publication number
- CN114021234A CN114021234A CN202111296930.2A CN202111296930A CN114021234A CN 114021234 A CN114021234 A CN 114021234A CN 202111296930 A CN202111296930 A CN 202111296930A CN 114021234 A CN114021234 A CN 114021234A
- Authority
- CN
- China
- Prior art keywords
- tunnel
- supporting
- supporting structure
- surrounding rock
- representing
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
- 238000000034 method Methods 0.000 title claims abstract description 48
- 239000011435 rock Substances 0.000 claims abstract description 59
- 238000010276 construction Methods 0.000 claims abstract description 32
- 238000004364 calculation method Methods 0.000 claims description 53
- 238000011160 research Methods 0.000 claims description 23
- 238000006243 chemical reaction Methods 0.000 claims description 18
- 238000006073 displacement reaction Methods 0.000 claims description 15
- 238000004590 computer program Methods 0.000 claims description 12
- 230000009471 action Effects 0.000 claims description 11
- 230000000694 effects Effects 0.000 claims description 10
- 238000012360 testing method Methods 0.000 claims description 9
- 230000008859 change Effects 0.000 abstract description 3
- 238000010586 diagram Methods 0.000 description 11
- 230000008569 process Effects 0.000 description 8
- 230000009286 beneficial effect Effects 0.000 description 6
- 238000004088 simulation Methods 0.000 description 5
- 238000013461 design Methods 0.000 description 3
- 230000006870 function Effects 0.000 description 3
- 241000208140 Acer Species 0.000 description 2
- 238000011161 development Methods 0.000 description 2
- 230000003287 optical effect Effects 0.000 description 2
- 230000002093 peripheral effect Effects 0.000 description 2
- 238000012545 processing Methods 0.000 description 2
- 238000004458 analytical method Methods 0.000 description 1
- 238000009412 basement excavation Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 238000010187 selection method Methods 0.000 description 1
- 230000003068 static effect Effects 0.000 description 1
- 230000009466 transformation Effects 0.000 description 1
Images
Classifications
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/10—Geometric CAD
- G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/006—Lining anchored in the rock
-
- 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
Landscapes
- Engineering & Computer Science (AREA)
- Physics & Mathematics (AREA)
- Geometry (AREA)
- Mining & Mineral Resources (AREA)
- Computer Hardware Design (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Architecture (AREA)
- General Physics & Mathematics (AREA)
- Theoretical Computer Science (AREA)
- Evolutionary Computation (AREA)
- Pure & Applied Mathematics (AREA)
- Mathematical Optimization (AREA)
- General Engineering & Computer Science (AREA)
- Mathematical Analysis (AREA)
- Computational Mathematics (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Management, Administration, Business Operations System, And Electronic Commerce (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The invention provides a dynamic determination method for tunnel preliminary bracing opportunity, which belongs to the technical field of tunnel engineering and comprises the following steps: acquiring tunnel information, and constructing a surrounding rock-supporting structure deformation equation to be solved; the second step is that: and dynamically selecting proper tunnel primary support time based on the deformation control benchmark and the construction condition of the actual tunnel engineering according to the surrounding rock-support structure deformation equation to be solved. On the basis of collecting relevant parameters of tunnel engineering, the deformation of the surrounding rock-supporting structure and the stress condition of the supporting structure at different supporting occasions can be calculated rapidly and massively; according to the invention, different solution equations are established by adjusting the surrounding rock parameters and the supporting structure scheme which change continuously on site in time, so that the method is suitable for different tunnels or different sections of the same tunnel, can dynamically guide construction, and can select proper supporting time according to site deformation control reference, supporting structure stress state, construction conditions and the like.
Description
Technical Field
The invention belongs to the technical field of tunnel engineering, and particularly relates to a dynamic determination method and system for tunnel primary support opportunity.
Background
According to the tunnel mechanics theory, the supporting time of the supporting structure is actively adjusted to optimize the bearing state of the surrounding rock-supporting structure and control the deformation of the tunnel within a reasonable range. For tunnel engineering with good surrounding rock conditions in a high ground stress environment, if the supporting time is too early, the supporting structure can bear larger pressure released by the surrounding rock, partial surrounding rock pressure can be released by properly delaying the supporting time, and the safety coefficient of the supporting structure is improved; for the tunnel engineering with poor surrounding rock conditions in the high ground stress environment, if the supporting time is too late, the supporting structure cannot control the large deformation of the surrounding rock, and the deformation of the surrounding rock can be controlled by supporting in advance and controlling the deformation of the surrounding rock in time. Therefore, the dynamic determination of the supporting time of the primary support according to the concrete geological environment of the tunnel engineering and the deformation control standard corresponding to the engineering has very important significance for guiding the site construction. Meanwhile, with the development of theories such as rock (rock mass) mechanics, tunnel mechanics and the like, the surrounding rock-supporting structure collaborative evolution process of the tunnel at different supporting occasions can be solved in a theoretical analysis mode.
At present, the determination method of the support opportunity is mainly realized by numerical simulation, and comprises two-dimensional numerical calculation and three-dimensional numerical calculation. The two-dimensional numerical simulation is used for enabling the tunnel longitudinal space effect to be equivalent to a virtual supporting force or a displacement release coefficient, and the three-dimensional numerical simulation is mainly used for considering the displacement completion degree corresponding to the distance between the tunnel faces. However, the large amount of manpower and time cost required for developing numerical simulation conflicts with the requirement of construction progress, so that the method has certain limitations. On the other hand, the field test is also a common method for determining reasonable supporting time, but a special test section needs to be arranged, the test cost is high, and the field test is only suitable for a section with particularly severe geological conditions and cannot be applied in a large scale. Therefore, the existing method for determining the supporting time has the following main problems: (1) the requirements of numerical simulation calculation cost and time cannot meet the requirements of the progress of a construction site, so field technicians usually do not consider a deformation active control scheme of a support opportunity and adopt timely support measures; (2) the on-site test means has high cost and cannot be applied in a large scale; (3) there is no efficient, convenient, dynamic and high-universality support opportunity selection method.
Disclosure of Invention
Aiming at the defects in the prior art, the invention provides a dynamic determination method and a dynamic determination system for tunnel primary support opportunity, which solve the problem that the existing determination method for support opportunity in the background art is not enough.
In order to achieve the above purpose, the invention adopts the technical scheme that:
the scheme provides a dynamic determination method for tunnel preliminary bracing opportunity, which comprises the following steps:
s1, acquiring tunnel information, and constructing a surrounding rock-supporting structure deformation equation to be solved;
and S2, dynamically selecting appropriate tunnel primary support time based on the deformation control reference and construction conditions of the actual tunnel engineering according to the surrounding rock-support structure deformation equation to be solved, and completing the dynamic determination of the tunnel primary support time.
The invention has the beneficial effects that: on the basis of collecting relevant parameters of tunnel engineering, the deformation of the surrounding rock-supporting structure and the stress condition of the supporting structure at different supporting occasions can be calculated rapidly and massively; according to the method, different solution equations are established by timely adjusting the surrounding rock parameters and the supporting structure scheme which change continuously on site, so that the method is suitable for different tunnels or different sections of the same tunnel, can dynamically guide construction, and can select proper supporting time according to site deformation control reference, supporting structure stress state, construction conditions and the like.
Further, the step S1 includes the following steps:
s101, according to the obtained tunnel information, equivalent tunnel sections of different tunnel sections into a circular section tunnel:
wherein R is0Representing the radius of the circular section tunnel, h representing the original section height of the tunnel, and B representing half of the original section span of the tunnel;
s102, representing support time by using the distance from the tunnel face when the research section is subjected to preliminary support, and determining the calculation condition of the support opportunity;
s103, according to the circular cross-section tunnel, tunnel face virtual supporting force dynamically adjusted according to actual deformation characteristics of tunnel engineering is introduced, and a surrounding rock-supporting structure deformation equation to be solved is constructed.
The beneficial effects of the further scheme are as follows: the distance between the tunnel face and the research section is used as an independent variable, and a real-time solution of surrounding rock-supporting structure deformation and supporting structure stress in the process that the tunnel face is continuously pushed can be obtained through solving; the introduced palm surface virtual support force calculation formula can obtain an expression form which is consistent with a specific project and can be dynamically adjusted through field statistics or an empirical formula, and the application range is wide.
Still further, the step S103 includes the steps of:
s1031, according to the round section tunnel, establishing a surrounding rock-supporting structure deformation equation containing undetermined parameters and considering the longitudinal space effect of the tunnel and the counterforce of the supporting structure;
s1032, introducing a tunnel face virtual supporting force dynamically adjusted according to the actual deformation characteristics of the tunnel engineering;
s1033, constructing a supporting structure reaction equation according to the primary supporting displacement and the supporting rigidity of the tunnel;
s1034, substituting the tunnel face virtual support force and the supporting structure reaction equation into the surrounding rock-supporting structure deformation equation, and constructing the surrounding rock-supporting structure deformation equation to be solved.
The beneficial effects of the further scheme are as follows: based on the collected field data, the deformation of the surrounding rock-supporting structure and the stress condition of the supporting structure under different supporting time working conditions can be rapidly calculated in a large quantity; all data sources and foundation construction of the surrounding rock-supporting structure deformation equation can be dynamically adjusted according to the field real-time condition, so that the practical range of the method is wider.
Still further, the expression of the surrounding rock-supporting structure deformation equation in step S1031 is as follows:
wherein,
representing the deformation of the surrounding rock under the action of the virtual supporting force and the counter force of the supporting structure, R0Representing the radius of the circular section tunnel, G representing the shear modulus of the surrounding rock, psRepresenting the counterforce of the supporting structure, p' representing the equivalent virtual supporting force of the longitudinal space effect of the tunnel, pgRepresenting the stress of the original rock, c representing the cohesive force of the surrounding rock,
representing the angle of internal friction of the surrounding rock, alpha and k representing the internal friction with the rockAngle and cohesion related test constants.
The beneficial effects of the further scheme are as follows: by constructing a surrounding rock-supporting structure deformation equation containing the coefficient to be determined, the tunnel deformation condition in the whole tunnel excavation-supporting process can be simply and conveniently solved.
Still further, the expression of the tunnel face virtual supporting force dynamically adjusted in step S1032 is as follows:
p'＝pg·[1-χ(x)]
χ(x)＝1-AeB·x
wherein p' represents the virtual supporting force of the dynamically adjusted tunnel face, x represents the distance between the research section and the tunnel face, χ (x) represents the displacement completion coefficient according to field statistics, pgThe method comprises the steps of representing original rock stress, B representing half of original section span of a tunnel, and A representing a constant obtained through fitting according to field statistical data.
The beneficial effects of the further scheme are as follows: the solving equation takes the distance between the tunnel face and the research section as an independent variable, so that the surrounding rock-supporting structure deformation and the real-time solution of the supporting structure stress in the process of continuously advancing the tunnel face can be solved, and the mechanical evolution rule of the tunnel can be better mastered; the introduced virtual support force formula has different expression forms based on different tunnel projects.
Still further, the expression of the reaction force equation of the supporting structure in step S1033 is as follows:
wherein p issRepresenting the counter-force of the supporting structure, ksRepresenting the rigidity of the supporting structure, up'Shows that the deformation of the research section is only under the action of the virtual supporting force before the supporting is carried out,
and the deformation of the surrounding rock under the action of the virtual supporting force and the counter force of the supporting structure is shown.
Still further, the step S2 includes the steps of:
s201, calculating to obtain numerical solutions of all calculation conditions during supporting according to the surrounding rock-supporting structure deformation equation to be solved;
s201, according to the numerical solutions of all the calculation conditions of the support opportunity, and based on the deformation control reference and the construction conditions of the actual tunnel engineering, dynamically selecting a proper tunnel primary support opportunity, and completing the dynamic determination of the tunnel primary support opportunity.
The invention also provides a tunnel primary support opportunity dynamic determination system which comprises a data acquisition module, an equivalent conversion module, a support time calculation condition module, a surrounding rock-support structure deformation equation construction module, a support opportunity all-calculation condition numerical value solving module and a tunnel primary support opportunity selection module;
the data acquisition module is used for acquiring tunnel information, wherein the tunnel information comprises original rock stress, surrounding rock physical and mechanical parameters, supporting structure mechanical parameters and/or tunnel geometric dimensions;
the equivalent conversion module is used for equivalent the different tunnel section forms into a circular section tunnel;
the supporting time calculation working condition module is used for representing supporting time according to the distance from the research section to the tunnel face during primary supporting, and determining the calculation working condition of supporting opportunity;
the surrounding rock-supporting structure deformation equation building module is used for introducing tunnel face virtual supporting force dynamically adjusted according to actual deformation characteristics of tunnel engineering according to the round section tunnel and building a surrounding rock-supporting structure deformation equation to be solved;
the numerical solution module for all the calculation working conditions during the supporting time is used for calculating and obtaining the numerical solutions of all the calculation working conditions during the supporting time according to the deformation equation of the surrounding rock-supporting structure to be solved;
and the tunnel primary support opportunity selection module is used for dynamically selecting proper tunnel primary support opportunity based on the deformation control reference and the construction condition of the actual tunnel engineering according to the numerical solutions of all the calculation conditions of the support opportunity.
The invention has the beneficial effects that: on the basis of collecting relevant parameters of tunnel engineering, the deformation of the surrounding rock-supporting structure and the stress condition of the supporting structure at different supporting occasions can be calculated rapidly and massively; according to the method, different solution equations are established by timely adjusting the surrounding rock parameters and the supporting structure scheme which change continuously on site, so that the method is suitable for different tunnels or different sections of the same tunnel, can dynamically guide construction, and can select proper supporting time according to site deformation control reference, supporting structure stress state, construction conditions and the like.
Drawings
FIG. 1 is a flow chart of the method of the present invention.
Fig. 2 is an equivalent front-to-back schematic view of a tunnel cross-section in an exemplary embodiment.
Fig. 3 is a schematic diagram of the Matlab software solving the surrounding rock-supporting structure deformation equation in one exemplary embodiment.
Fig. 4 is a schematic diagram of a deformation process of a surrounding rock-supporting structure solved by working conditions at each supporting occasion in an exemplary embodiment.
FIG. 5 is a comparison graph of the calculation result and the measured value of the present invention.
Fig. 6 is a schematic diagram of the evolution process of the bearing state of the supporting structure solved by the working condition of each supporting occasion in an exemplary embodiment.
Fig. 7 is a schematic diagram of the system of the present invention.
Detailed Description
The following description of the embodiments of the present invention is provided to facilitate the understanding of the present invention by those skilled in the art, but it should be understood that the present invention is not limited to the scope of the embodiments, and it will be apparent to those skilled in the art that various changes may be made without departing from the spirit and scope of the invention as defined and defined in the appended claims, and all matters produced by the invention using the inventive concept are protected.
Example 1
As shown in fig. 1, the invention provides a dynamic determination method for a tunnel preliminary bracing opportunity, which comprises the following steps:
s1, acquiring tunnel information, and constructing a surrounding rock-supporting structure deformation equation to be solved, wherein the implementation method comprises the following steps:
s101, according to the obtained tunnel information, equivalent tunnel sections of different tunnel sections into a circular section tunnel:
wherein R is0Representing the radius of the circular section tunnel, h representing the original section height of the tunnel, and B representing half of the original section span of the tunnel;
in an exemplary embodiment, the virgin rock stress p is collected from geological survey data, design files, construction solutions, etcgPhysical and mechanical parameters of the surrounding rock (cohesion c, shear modulus G and internal friction angle)
) Mechanical parameters of supporting structure (supporting structure rigidity k)s) And tunnel geometry (tunnel section height h and half a tunnel section span B).
And S102, representing support time by using the distance from the research section to the tunnel face during primary support, and determining the calculation condition of the support time.
In an exemplary embodiment, the distance from the research section to the tunnel face during primary support is used for representing the support opportunity, and the calculation condition of the support opportunity is determined according to the actual construction scheme of the site, the geological conditions of surrounding rocks and the like.
S103, according to the circular cross-section tunnel, introducing tunnel face virtual supporting force dynamically adjusted according to actual deformation characteristics of tunnel engineering, and constructing a surrounding rock-supporting structure deformation equation to be solved, wherein the implementation method comprises the following steps:
and S1031, according to the round section tunnel, establishing a surrounding rock-supporting structure deformation equation containing undetermined parameters and considering the longitudinal space effect of the tunnel and the counterforce of the supporting structure:
wherein,
representing the deformation of the surrounding rock under the action of the virtual supporting force and the counter force of the supporting structure, R0Representing the radius of the circular section tunnel, G representing the shear modulus of the surrounding rock, psRepresenting the counterforce of the supporting structure, p' representing the equivalent virtual supporting force of the longitudinal space effect of the tunnel, pgRepresenting the stress of the original rock, c representing the cohesive force of the surrounding rock,
the internal friction angle of the surrounding rock is expressed, and alpha and k represent test constants related to the internal friction angle and cohesion of the rock.
S1032, introducing a tunnel face virtual supporting force dynamically adjusted according to the actual deformation characteristics of the tunnel engineering;
in an exemplary embodiment, a tunnel face virtual support force calculation formula suitable for engineering is established, and can be obtained according to a statistical field surrounding rock displacement completion coefficient or by referring to an empirical formula provided by related research:
p'＝pg·[1-χ(x)]
wherein p' represents the virtual supporting force of the dynamically adjusted tunnel face, x represents the distance between the study cross section and the tunnel face, and the expression of χ (x) can be set as χ (x) ═ 1-AeB·xIn the form of (1), the shift completion factor λ ═ Ae can be calculated according to field statisticsB·xOr obtained by means of empirical formula or the like, pgRepresenting the original rock stress, B representing half of the original section span of the tunnel, A representingFitting the obtained constant according to the field statistical data;
s1033, constructing a supporting structure reaction force equation according to the displacement and the supporting rigidity of the primary support of the tunnel:
wherein p issRepresenting the counter-force of the supporting structure, ksRepresenting the rigidity of the supporting structure, up'Shows that the deformation of the research section is only under the action of the virtual supporting force before the supporting is carried out,
the method can bring the x values corresponding to different supporting occasions into the tunnel face virtual supporting force to obtain the corresponding virtual supporting force p '(x) in supporting, and then the virtual supporting force p' (x) is brought into the surrounding rock-supporting structure deformation equation (p)s0) obtaining;
s1034, substituting the tunnel face virtual support force and the supporting structure reaction equation into the surrounding rock-supporting structure deformation equation, and constructing the surrounding rock-supporting structure deformation equation to be solved.
S2, according to the surrounding rock-supporting structure deformation equation to be solved, dynamically selecting appropriate tunnel primary supporting time based on deformation control reference and construction conditions of actual tunnel engineering, and completing dynamic determination of the tunnel primary supporting time, wherein the implementation method comprises the following steps:
s201, calculating to obtain numerical solutions of all calculation conditions during supporting according to the surrounding rock-supporting structure deformation equation to be solved;
s201, according to the numerical solutions of all the calculation conditions of the support opportunity, dynamically selecting appropriate tunnel primary support opportunity based on the deformation control benchmark and the construction condition of the actual tunnel engineering, and completing the dynamic determination of the tunnel primary support opportunity.
In an exemplary embodiment, the established surrounding rock-supporting structure deformation equation is substituted into numerical analysis software (such as Matlab, Mathematica and Maple), a numerical solution of a calculation condition of a planned supporting time is obtained through solving, and an appropriate preliminary supporting time is dynamically selected based on a deformation control reference and construction conditions of actual tunnel engineering.
The following describes the implementation of the present invention with reference to specific examples.
A certain tunnel project D8K127+845 is taken as a research section, and data such as physical and mechanical parameters of surrounding rocks, original rock stress, mechanical parameters of a supporting structure, geometric dimensions of a tunnel and the like are collected according to information such as geological survey data, design files, construction technical schemes and the like. As shown in table 1 below.
TABLE 1
The height h of the tunnel section and the half B of the span of the tunnel section in the table 1 are substituted into an expression equivalent to a tunnel with a circular section to obtain a calculation formula of the equivalent circular section, which is shown in the following formula, and the sections of the equivalent front and rear tunnels are shown in fig. 2.
The distance x from the face when the research section is used for preliminary bracing is used for representing bracing time, and the range of the planned bracing time is respectively 0m, 1m, 2m, 4m and 6m from the research section to the face for preliminary bracing, namely, the calculation working conditions of all the bracing time are that x is 0, x is 1, x is 2, x is 4 and x is 6.
And (3) substituting the related parameters obtained by statistics into a surrounding rock-supporting structure deformation formula, and establishing the surrounding rock-supporting structure deformation formula which contains undetermined parameters and considers the longitudinal space effect of the tunnel and the counterforce of the supporting structure:
stress p of original rockgThe virtual supporting force calculation table is set up based on empirical formulaThe expression is as follows:
p'＝1.3×107·[1-(1-0.7·e-0.23x)]
substituting the support timing x of different working conditions into 0, x of 1, x of 2, x of 4 and x of 6 into the above formula to obtain the virtual support force p' (x of 0) of 9.1 × 10 of the palm facing the research section at the start of supporting in each working condition6Pa、p'(x＝1)＝7.2×106Pa、p'(x＝2)＝5.7×106Pa、p'(x＝4)＝3.6×106Pa、p'(x＝6)＝2.3×106Pa。
And then each virtual supporting force obtained by the calculation is brought into a surrounding rock-supporting structure deformation formula (let p bes0) to find that the displacement of the surrounding rock is u respectively under the action of virtual supporting force before supporting under each working conditionp'(x＝0)＝1.16×10-2m、up'(x＝1)＝1.34×10-2m、up'(x＝2)＝1.54×10-2m、up'(x＝4)＝1.99×10-2m、up'(x＝6)＝2.47×10-2m。
The virtual supporting force and the supporting structure rigidity k obtained in the above waysAnd (3) bringing the calculation formula into a support structure reaction calculation formula to respectively obtain the support structure reaction calculation formula of each working condition:
the supporting structure reaction force calculation formula and the virtual support force calculation formula under a certain working condition are substituted into the surrounding rock-supporting structure deformation formula, and a complete surrounding rock-supporting structure deformation equation to be solved can be established.
And compiling the established complete surrounding rock-supporting structure deformation equation to be solved into Matlab numerical analysis software, inputting different x values as shown in figure 3, and solving to obtain a surrounding rock-supporting structure deformation result at the research section in the whole process of tunnel face propulsion. Fig. 4 shows the peripheral convergence displacement (corresponding to S2 in fig. 2) obtained by working conditions of different supporting occasions.
The actual on-site supporting opportunity is to apply initial support immediately after excavation, and compare the measured displacement of the D8K127+845 section with the calculation results of the supporting opportunity x being 0, x being 1, and x being 2, as shown in fig. 5 (the measured displacement corresponds to the peripheral convergent displacement represented by S1 in fig. 2), it can be seen that the tunnel deformation development rule calculated by the present invention is more consistent with the actual on-site measurement.
The load bearing stress evolution condition of the supporting structure under each working condition can be further solved by substituting the solved surrounding rock-supporting structure real-time result into the supporting structure reaction force calculation formula under each working condition, as shown in fig. 6.
By inquiring the maximum deformation of the tunnel case as no more than 10cm and combining the final deformation of the tunnel and the final bearing level of the supporting structure under different supporting occasions of fig. 4 and 6, the stressed state of the supporting structure can be greatly reduced and the safety reserve of the supporting structure can be improved on the premise of ensuring that the deformation control standard is met by properly delaying the primary supporting construction occasion.
Example 2
As shown in fig. 7, the invention provides a dynamic determination system for tunnel preliminary bracing opportunity, which comprises a data acquisition module, an equivalent conversion module, a bracing time calculation condition module, a surrounding rock-bracing structure deformation equation construction module, a numerical solution module for all calculation condition values of bracing opportunity and a tunnel preliminary bracing opportunity selection module.
In an exemplary embodiment, the data acquisition module is used for acquiring tunnel information, wherein the tunnel information comprises the stress of the original rock, the physical and mechanical parameters of the surrounding rock, the mechanical parameters of the supporting structure and/or the geometric dimension of the tunnel.
In an exemplary embodiment, the virgin rock stress p is collected from geological survey data, design files, construction solutions, etcgPhysical and mechanical parameters of the surrounding rock (cohesion c, shear modulus G and internal friction angle)
) Mechanical parameters of supporting structure (supporting structure rigidity k)s) And tunnel geometry (tunnel section height h and half a tunnel section span B).
In an exemplary embodiment, the equivalent transformation module is configured to equivalent different tunnel section forms into a circular section tunnel, and the expression is as follows:
wherein R is0The radius of the circular section tunnel is shown, h is the height of the original section of the tunnel, and B is half of the span of the original section of the tunnel.
In an exemplary embodiment, the support time calculation condition module is configured to characterize support time by a distance from a tunnel face when the research section is initially supported, and determine a calculation condition of support timing.
In one exemplary embodiment, the distance from the tunnel face when the research section is used for primary support is used for representing the support time. And determining the calculation condition of the supporting time according to the actual construction scheme, the geological conditions of the surrounding rocks and the like.
In an exemplary embodiment, the surrounding rock-supporting structure deformation equation constructing module is configured to introduce a tunnel face virtual support force dynamically adjusted according to an actual deformation characteristic of tunnel engineering according to the circular cross-section tunnel, and construct a surrounding rock-supporting structure deformation equation to be solved, where the construction is specifically as follows:
(1) according to the circular section tunnel, establishing a surrounding rock-supporting structure deformation equation containing undetermined parameters and considering the longitudinal space effect of the tunnel and the counterforce of the supporting structure:
wherein,
representing the deformation of the surrounding rock under the action of the virtual supporting force and the counter force of the supporting structure, R0Representing the radius of the circular section tunnel, G representing the shear modulus of the surrounding rock, psRepresenting the counterforce of the supporting structure, p' representing the equivalent virtual supporting force of the longitudinal space effect of the tunnel, pgRepresenting the stress of the original rock, c representing the cohesive force of the surrounding rock,
the internal friction angle of the surrounding rock is expressed, and alpha and k represent test constants related to the internal friction angle and cohesion of the rock.
(2) Introducing a tunnel face virtual supporting force dynamically adjusted according to actual deformation characteristics of tunnel engineering, which specifically comprises the following steps:
(3) establishing a tunnel face virtual support force calculation formula suitable for engineering, wherein the calculation formula can be obtained according to a statistical field surrounding rock displacement completion coefficient or by referring to an empirical formula provided by related research:
p'＝pg·[1-χ(x)]
wherein p' represents the virtual supporting force of the dynamically adjusted tunnel face, x represents the distance between the study cross section and the tunnel face, and the expression of χ (x) can be set as χ (x) ═ 1-AeB·xIn the form of (1), the shift completion factor λ ═ Ae can be calculated according to field statisticsB·xOr obtained by means of empirical formula or the like, pgThe method comprises the steps of representing original rock stress, B representing half of original section span of a tunnel, and A representing a constant obtained through fitting according to field statistical data.
(4) Constructing a supporting structure reaction equation according to the displacement and the supporting rigidity of the primary support of the tunnel:
wherein p issRepresenting the counter-force of the supporting structure, ksRepresenting the rigidity of the supporting structure, up'Shows that the deformation of the research section is only under the action of the virtual supporting force before the supporting is carried out,
the method can bring the x values corresponding to different supporting occasions into the tunnel face virtual supporting force to obtain the corresponding virtual supporting force p '(x) in supporting, and then the virtual supporting force p' (x) is brought into the surrounding rock-supporting structure deformation equation (p)s0) was obtained.
(5) And substituting the tunnel face virtual support force and the supporting structure counter-force equation into the surrounding rock-supporting structure deformation equation to construct a surrounding rock-supporting structure deformation equation to be solved.
In an exemplary embodiment, the module for solving numerical values of all calculation conditions of the supporting time is used for calculating numerical solutions of all calculation conditions of the supporting time according to the surrounding rock-supporting structure deformation equation to be solved, and the module for selecting the initial tunnel supporting time is used for dynamically selecting the appropriate initial tunnel supporting time according to the numerical solutions of all calculation conditions of the supporting time and based on the deformation control reference and the construction condition of the actual tunnel engineering.
In an exemplary embodiment, the established surrounding rock-supporting structure deformation equation is substituted into numerical analysis software (such as Matlab, Mathematica and Maple), a numerical solution of a calculation condition of a planned supporting time is obtained through solving, and an appropriate preliminary supporting time is dynamically selected based on a deformation control reference and construction conditions of actual tunnel engineering.
Example 3
In an exemplary embodiment, the present invention further provides a computer device, which includes a memory, a processor, and a computer program stored in the memory and running on the processor, wherein the processor executes the computer program to implement the method and/or the block diagram of any one of embodiment 1 and/or embodiment 2.
In one exemplary embodiment, the memory is for storing computer storage instructions and the processor is for invoking execution of the computer program instructions in the memory.
In an exemplary embodiment, the present invention further provides a computer readable storage medium storing a computer program for executing the method and/or the block diagram of embodiment 1 and/or embodiment 2. The computer-readable storage medium described above may be implemented in any type or combination of volatile or non-volatile memory devices such as Static Random Access Memory (SRAM), erasable programmable read-only memory (EEPROM), erasable programmable read-only memory (EPROM), programmable read-only memory (PROM), read-only memory (ROM), magnetic memory, flash memory, magnetic or optical disks, and may be any available medium that can be accessed by a general purpose or special purpose computer.
In an exemplary embodiment, a readable storage medium is coupled to the processor, such that the processor can read information from, and write information to, the readable storage medium, which may also be a component of the processor, the processor and the readable storage medium may reside in an Application Specific Integrated Circuit (ASIC), and the processor and the readable storage medium may also reside as discrete components in the tunnel early support timing dynamic determination system.
In one exemplary embodiment, the embodiments of the present application may be provided as a method, system, or computer program product, and thus the present invention may take the form of an entirely hardware embodiment, an entirely software embodiment, or an embodiment combining software and hardware aspects. Furthermore, the present invention may take the form of a computer program product embodied on one or more computer-usable storage media (including, but not limited to, disk storage, CD-ROM, optical storage, etc.) having computer-usable program code embodied therein.
While the methods, apparatus (systems), and computer program products according to embodiments of the invention have been described with reference to flowchart illustrations and/or block diagrams, it is to be understood that each flowchart illustration and/or block diagram block or blocks, and combinations of flowchart illustrations and/or block diagrams, can be implemented by computer program instructions which are provided to a computer-readable memory of a general purpose computer, special purpose computer, embedded computer, or other programmable data processing apparatus to function in a particular manner, such that the instructions stored in the computer-readable memory produce an article of manufacture including instruction means which implement the function specified in the flowchart illustration of one or more flow diagrams and/or block diagrams block or blocks. These computer program instructions may also be loaded onto a computer or other programmable data processing apparatus to cause a series of operational steps to be performed on the computer or other programmable apparatus to produce a computer implemented process such that the instructions which execute on the computer or other programmable apparatus provide steps for implementing the functions specified in the flowchart block or blocks and/or flowchart block or blocks.
Claims (10)
1. A dynamic determination method for tunnel preliminary bracing opportunity is characterized by comprising the following steps:
s1, acquiring tunnel information, and constructing a surrounding rock-supporting structure deformation equation to be solved;
and S2, dynamically selecting appropriate tunnel primary support time based on the deformation control reference and construction conditions of the actual tunnel engineering according to the surrounding rock-support structure deformation equation to be solved, and completing the dynamic determination of the tunnel primary support time.
2. The method for dynamically determining the preliminary bracing occasion of the tunnel according to claim 1, wherein the step S1 includes the steps of:
s101, according to the obtained tunnel information, equivalent tunnel sections of different tunnel sections into a circular section tunnel:
wherein R is0Representing the radius of the circular section tunnel, h representing the original section height of the tunnel, and B representing half of the original section span of the tunnel;
s102, representing support time by using the distance from the tunnel face when the research section is subjected to preliminary support, and determining the calculation condition of the support opportunity;
s103, according to the circular cross-section tunnel, tunnel face virtual supporting force dynamically adjusted according to actual deformation characteristics of tunnel engineering is introduced, and a surrounding rock-supporting structure deformation equation to be solved is constructed.
3. The method for dynamically determining the preliminary bracing occasion of the tunnel according to claim 2, wherein the step S103 includes the steps of:
s1031, according to the round section tunnel, establishing a surrounding rock-supporting structure deformation equation containing undetermined parameters and considering the longitudinal space effect of the tunnel and the counterforce of the supporting structure;
s1032, introducing a tunnel face virtual supporting force dynamically adjusted according to the actual deformation characteristics of the tunnel engineering;
s1033, constructing a supporting structure reaction equation according to the primary supporting displacement and the supporting rigidity of the tunnel;
s1034, substituting the tunnel face virtual support force and the supporting structure reaction equation into the surrounding rock-supporting structure deformation equation, and constructing the surrounding rock-supporting structure deformation equation to be solved.
4. The method according to claim 3, wherein the expression of the surrounding rock-supporting structure deformation equation in the step S1031 is as follows:
wherein,
representing the deformation of the surrounding rock under the action of the virtual supporting force and the counter force of the supporting structure, R0Representing the radius of the tunnel with a circular section, and G representing the shear modulus of the surrounding rock，psRepresenting the counterforce of the supporting structure, p' representing the equivalent virtual supporting force of the longitudinal space effect of the tunnel, pgRepresenting the stress of the original rock, c representing the cohesive force of the surrounding rock,
the internal friction angle of the surrounding rock is expressed, and alpha and k represent test constants related to the internal friction angle and cohesion of the rock.
5. The method according to claim 3, wherein the expression of the tunnel face virtual support force dynamically adjusted in step S1032 is as follows:
p'＝pg·[1-χ(x)]
χ(x)＝1-AeB·x
wherein p' represents the virtual supporting force of the dynamically adjusted tunnel face, x represents the distance between the research section and the tunnel face, χ (x) represents the displacement completion coefficient according to field statistics, pgThe method comprises the steps of representing original rock stress, B representing half of original section span of a tunnel, and A representing a constant obtained through fitting according to field statistical data.
6. The method according to claim 3, wherein the expression of the reaction equation of the supporting structure in step S1033 is as follows:
wherein p issRepresenting the counter-force of the supporting structure, ksRepresenting the rigidity of the supporting structure, up'Shows that the deformation of the research section is only under the action of the virtual supporting force before the supporting is carried out,
and the deformation of the surrounding rock under the action of the virtual supporting force and the counter force of the supporting structure is shown.
7. The method for dynamically determining the preliminary bracing occasion of the tunnel according to claim 1, wherein the step S2 includes the steps of:
s201, calculating to obtain numerical solutions of all calculation conditions during supporting according to the surrounding rock-supporting structure deformation equation to be solved;
s201, according to the numerical solutions of all the calculation conditions of the support opportunity, dynamically selecting appropriate tunnel primary support opportunity based on the deformation control benchmark and the construction condition of the actual tunnel engineering, and completing the dynamic determination of the tunnel primary support opportunity.
8. A tunnel preliminary bracing opportunity dynamic determination system is characterized by comprising a data acquisition module, an equivalent conversion module, a bracing time calculation condition module, a surrounding rock-bracing structure deformation equation construction module, a bracing opportunity all-calculation condition numerical value solving module and a tunnel preliminary bracing opportunity selection module;
the data acquisition module is used for acquiring tunnel information, wherein the tunnel information comprises original rock stress, surrounding rock physical and mechanical parameters, supporting structure mechanical parameters and/or tunnel geometric dimensions;
the equivalent conversion module is used for equivalent the different tunnel section forms into a circular section tunnel;
the supporting time calculation working condition module is used for representing supporting time according to the distance from the research section to the tunnel face during primary supporting, and determining the calculation working condition of supporting opportunity;
the surrounding rock-supporting structure deformation equation building module is used for introducing tunnel face virtual supporting force dynamically adjusted according to actual deformation characteristics of tunnel engineering according to the round section tunnel and building a surrounding rock-supporting structure deformation equation to be solved;
the numerical solution module for all the calculation working conditions during the supporting time is used for calculating and obtaining the numerical solutions of all the calculation working conditions during the supporting time according to the deformation equation of the surrounding rock-supporting structure to be solved;
and the tunnel primary support opportunity selection module is used for dynamically selecting proper tunnel primary support opportunity according to the numerical solutions of all the calculation conditions of the support opportunity and based on the deformation control reference and the construction condition of the actual tunnel engineering.
9. A computer device comprising a memory, a processor and a computer program stored on the memory and running on the processor, characterized in that the processor implements the method of any of claims 1-8 when executing the computer program.
10. A computer-readable storage medium, characterized in that the computer-readable storage medium stores a computer program for executing the method of any of claims 1-8.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111296930.2A CN114021234B (en) | 2021-11-03 | 2021-11-03 | Method and system for dynamically determining tunnel primary support opportunity |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111296930.2A CN114021234B (en) | 2021-11-03 | 2021-11-03 | Method and system for dynamically determining tunnel primary support opportunity |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN114021234A true CN114021234A (en) | 2022-02-08 |
| CN114021234B CN114021234B (en) | 2024-08-23 |
Family
ID=80060473
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202111296930.2A Active CN114021234B (en) | 2021-11-03 | 2021-11-03 | Method and system for dynamically determining tunnel primary support opportunity |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN114021234B (en) |
Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104236943A (en) * | 2014-09-10 | 2014-12-24 | 西南交通大学 | Model test method for obtaining characteristic curve of whole surrounding rock-supporting process |
| CN106481343A (en) * | 2016-11-14 | 2017-03-08 | 西安科技大学 | A kind of Soft Rock Tunnel Excavation and preliminary bracing method |
| WO2020143659A1 (en) * | 2019-01-11 | 2020-07-16 | 维沃移动通信有限公司 | Method for supporting time sensitive communication and communication device |
| WO2020156570A1 (en) * | 2019-02-03 | 2020-08-06 | 维沃移动通信有限公司 | Method for supporting time-sensitive communication and communication device |
| CN112523757A (en) * | 2020-12-09 | 2021-03-19 | 山东黄金矿业科技有限公司深井开采实验室分公司 | Method and system for determining yielding support time of hard rock deep shaft |
| CN112832866A (en) * | 2020-12-30 | 2021-05-25 | 西南交通大学 | Tunnel whole life cycle monitoring and early warning system and building method |
| CN113153315A (en) * | 2021-04-26 | 2021-07-23 | 中国矿业大学 | Deep large-section hole-cutting roadway-forming mode and method for determining supporting time |
| CN117195363A (en) * | 2022-11-24 | 2023-12-08 | 西南交通大学 | Complex surrounding rock aging stability analysis method based on joint shearing damage area range |
-
2021
- 2021-11-03 CN CN202111296930.2A patent/CN114021234B/en active Active
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104236943A (en) * | 2014-09-10 | 2014-12-24 | 西南交通大学 | Model test method for obtaining characteristic curve of whole surrounding rock-supporting process |
| CN106481343A (en) * | 2016-11-14 | 2017-03-08 | 西安科技大学 | A kind of Soft Rock Tunnel Excavation and preliminary bracing method |
| WO2020143659A1 (en) * | 2019-01-11 | 2020-07-16 | 维沃移动通信有限公司 | Method for supporting time sensitive communication and communication device |
| WO2020156570A1 (en) * | 2019-02-03 | 2020-08-06 | 维沃移动通信有限公司 | Method for supporting time-sensitive communication and communication device |
| CN112523757A (en) * | 2020-12-09 | 2021-03-19 | 山东黄金矿业科技有限公司深井开采实验室分公司 | Method and system for determining yielding support time of hard rock deep shaft |
| CN112832866A (en) * | 2020-12-30 | 2021-05-25 | 西南交通大学 | Tunnel whole life cycle monitoring and early warning system and building method |
| CN113153315A (en) * | 2021-04-26 | 2021-07-23 | 中国矿业大学 | Deep large-section hole-cutting roadway-forming mode and method for determining supporting time |
| CN117195363A (en) * | 2022-11-24 | 2023-12-08 | 西南交通大学 | Complex surrounding rock aging stability analysis method based on joint shearing damage area range |
Non-Patent Citations (12)
| Title |
|---|
| KINATEDER, M ET AL: "Quantitative evaluation of the constraint effect and stability of tunnel lining support", 《APPLIED ERGONOMICS》, 31 March 2021 (2021-03-31), pages 1649 - 1659 * |
| SHUAN-CHENG GU ET AL: "Study on the subdivision support and rapid tunneling technology of coal mine roadway", 《 IOP CONFERENCE SERIES: EARTH AND ENVIRONMENTAL SCIENCE》, 12 April 2019 (2019-04-12), pages 022018 * |
| ZHANG, YW: "research on surrounding rock phase change effect to the initial supporting in cold region tunnels", 《ADVANCES IN ENGINEERING RESEARCH》, 14 December 2016 (2016-12-14), pages 726 - 729 * |
| ZHOU, ZH ET AL: "Investigation on the evolution characteristics and transfer mechanism of surrounding rock pressure for a hard-rock tunnel under high geo-stress: case study on the Erlang Mountain Tunnel, China", 《 BULLETIN OF ENGINEERING GEOLOGY AND THE ENVIRONMENT》, 30 November 2021 (2021-11-30), pages 8339 - 8361 * |
| 张子龙;姜谙男;吴洪涛;焦明伟;: "基于收敛-约束法和ZSI的隧道初期支护时机研究", 公路工程, no. 04, 20 August 2020 (2020-08-20), pages 45 - 51 * |
| 张艳玲等: "大跨软岩隧道二衬合理支护时机的分析与优化", 《地下空间与工程学报》, 31 December 2016 (2016-12-31), pages 996 - 1001 * |
| 李晓飞;孟祥凯;: "含水破碎段井壁结构与围岩稳定性分析及其支护实践", 黄金, no. 03, 15 March 2020 (2020-03-15), pages 43 - 47 * |
| 汪波等: "苍岭隧道岩爆预测的数值分析及初期支护时机探讨", 《岩土力学》, 30 June 2007 (2007-06-30), pages 1181 - 1186 * |
| 蒋长伟等: "深埋高地应力隧道不同支护时机求解方法对比研究", 《隧道建设(中英文)》, 31 January 2023 (2023-01-31), pages 119 - 130 * |
| 赵勇;李术才;赵岩;李利平;: "超大断面隧道开挖围岩荷载释放过程的模型试验研究", 岩石力学与工程学报, no. 2, 15 September 2012 (2012-09-15), pages 368 - 377 * |
| 郑俊: "基于应力释放法的隧道施工初期支护时机探讨", 铁道建筑技术, no. 001, 31 December 2021 (2021-12-31), pages 54 - 58 * |
| 陈子全等: "深埋高地应力隧道不同支护时机求解方法对比研究", 《隧道建设》, 20 January 2023 (2023-01-20), pages 119 - 130 * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN114021234B (en) | 2024-08-23 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN101706741B (en) | Method for partitioning dynamic tasks of CPU and GPU based on load balance | |
| CN101344389B (en) | Method for estimating tunnel surrounding rock displacement by neural network | |
| Jia et al. | Back-analysis of soil parameters of the Malutang II concrete face rockfill dam using parallel mutation particle swarm optimization | |
| Bartoli et al. | Epistemic uncertainties in structural modeling: a blind benchmark for seismic assessment of slender masonry towers | |
| Zhang et al. | A novel displacement back analysis method considering the displacement loss for underground rock mass engineering | |
| CN111382472A (en) | Method and device for predicting shield-induced proximity structure deformation by random forest fusion SVM (support vector machine) | |
| CN112883617A (en) | Tunnel lining monitoring range calculation method, device, equipment and readable storage medium | |
| CN110895276B (en) | Expansion evolution considered method and device for simulating hard gypsum rock tunnel | |
| CN103218490B (en) | Based on the satellite protection structure ballistic limit automatic obtaining method of numerical simulation | |
| Ghorbani et al. | Determination of initial stress state and rock mass deformation modulus at Lavarak HEPP by back analysis using ant colony optimization and multivariable regression analysis | |
| CN108090268A (en) | The integrated adding method of Seismic Time-history ripple under a kind of Visco-spring Boundary | |
| CN114021234A (en) | Tunnel preliminary bracing opportunity dynamic determination method and system | |
| CN113836625A (en) | Power transmission tower anti-seismic performance grade division method and system based on power spectrum method | |
| CN104641370A (en) | Time sequential data accumulation device | |
| CN116776553A (en) | Method and device for controlling deformation of shield construction earth surface based on digital twin | |
| CN116205108A (en) | Bridge crane stress course acquisition method and system | |
| CN114580048A (en) | Tunnel surrounding rock pressure arch calculation method and system | |
| JP2022053155A (en) | Earthquake motion evaluation model generation method, earthquake motion evaluation model generation device, earthquake motion evaluation method, and earthquake motion evaluation device | |
| CN106020982A (en) | Method for simulating resource consumption of software component | |
| Rezaiee-Pajand et al. | Finding buckling points for nonlinear structures by dynamic relaxation scheme | |
| Asadi et al. | Fragility curves production by seismic improvement of the high-dimensional model representation method | |
| Ju et al. | Implicit integration of an anisotropic egg-shaped elastoplastic model for saturated soft clay | |
| CN112990631A (en) | Method and device for evaluating seepage field and computer readable storage medium | |
| CN110348160A (en) | A kind of dynamic triaxial tests actual seismic load applying method and system | |
| CN118351257B (en) | Three-dimensional visualization method for tunnel support monitoring and related equipment thereof |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |