Duct piece surrounding rock pressure calculation method for tunnel tunneling construction through TBM method and related product

Abstract

The invention relates to the technical field of TBM construction, in particular to a duct piece surrounding rock pressure calculation method for tunneling construction of a tunnel through a TBM method and a related product. The method comprises the steps that the maximum elastic-plastic displacement of surrounding rock is determined, the initial displacement generated by the surrounding rock when the surrounding rock interacts with a duct piece is calculated, the displacement of a supporting structure is obtained, and the deformation amount of bean stone grouting is obtained; obtaining the elastic-plastic displacement of the surrounding rock, and determining the supporting force of the supporting structure; judging whether the calculated supporting force meets the requirement or not, and if not, performing iterative calculation until the final supporting force of the supporting structure is output; according to the method provided by the invention, the interaction of surrounding rock-shield body-grouting-duct piece is considered in the calculation process, and compared with other calculation methods, the calculation of the pressure of the surrounding rock is more accurate, the tunnel duct piece design of the mountain TBM method can be better carried out, and the safety of a tunnel structure is ensured.

Description

Technical Field

[0001] The invention relates to the technical field of TBM construction, and in particular to a method for calculating the surrounding rock pressure of a segment in a tunnel excavated by a TBM method and related products. Background Art

[0002] In recent years, with the gradual improvement of my country's tunnel construction level, shield TBM construction technology has been promoted and applied in mountain tunnels. As the permanent support of the tunnel lining, the rationality of the design of the segment structure is directly related to the safety and durability of the structure. The value of the design load is directly related to whether the segment design is reasonable. The surrounding rock pressure load is the main load borne by the segment structure. Its action mechanism and calculation method are crucial to the segment structure design.

[0003] The drill-and-blast mountain tunnel has formed a complete theory and method for calculating the surrounding rock pressure, and the shield tunnel also has a relatively mature theoretical system. The construction process of the mountain tunnel constructed by the shield TBM method is different from that of the drill-and-blast method. After the tunnel is excavated, the prefabricated segments are assembled under the protection of the shield body, and then backfilled with pea gravel grouting. The surrounding rock load acts on the segment structure, so the load borne by the segment is different from that of the drill-and-blast tunnel. A large amount of field measured data also confirms that the surrounding rock pressure measurement based on the shield method or TBM method tunnel shows that the surrounding rock pressure of the TBM method tunnel is more inclined to deformation pressure, which is greater than the loose pressure calculated according to relevant specifications. At the same time, the initial ground stress of the deep buried mountain tunnel is high, the surrounding rock conditions are complex, the environmental conditions are different from those of the conventional shield tunnel, and its load is also different from that of the conventional shield tunnel.

[0004] Many scholars have studied the deformation pressure of circular tunnels based on theoretical analysis. In the 1960s, Kastner gave an analytical solution to the stress and displacement of axisymmetric circular tunnels. Hou Gongyu et al. pointed out the defects of Kastner equation in terms of support reaction force and plastic zone stress, and based on the Levy-Mises constitutive relationship, used the DP yield criterion and the Hoek-Brown yield criterion to improve the ideal elastic-plastic analytical solution of axisymmetric circular tunnels. Liu Baoguo et al. considered the interaction between surrounding rock and structure and derived the viscoelastic solution of circular caverns. Ren Qingwen et al. considered the interaction between lining and surrounding rock and derived the elastic-plastic solution of circular tunnels. Li Pengfei proposed an elastic-plastic solution formula for deep-buried circular tunnels with lining considering stress release. He Chuan et al. studied the interaction between surrounding rock and lining structure of shield tunnel based on the DP criterion. Shi Xiaomeng et al. proposed a calculation method for lining surrounding rock pressure considering the interaction between surrounding rock, grouting body and pipe segment based on the DP yield criterion.

[0005] These studies have been conducted in depth, from surrounding rock to surrounding rock-segment interaction, and then to surrounding rock-grouting body-segment interaction, but they still cannot fully reflect the construction load mechanism of deep buried TBM tunnels. TBM construction is a process of interaction between surrounding rock-TBM equipment-grouting ring-segment lining. If this construction process is not fully considered, the load characteristics of the segment cannot be truly reflected.

[0006] During tunnel excavation by TBM, the surrounding rock deforms and eventually acts on the segments and grouting. Within the shield, if the surrounding rock deformation exceeds the gap between the cutterhead and the shield, the surrounding rock will act on the shield, thus limiting the surrounding rock from further deformation within the shield. If the interaction between the surrounding rock and the shield is not considered, the displacement released before the interaction between the surrounding rock and the segments may be considered too large, resulting in a smaller load on the segments, which in turn leads to an unsafe structural design.

[0007] Based on this, this paper proposes a calculation method for the surrounding rock pressure of TBM tunnels considering the interaction between surrounding rock-TBM shield-grouting body-segment based on the analytical formula of the elastic-plastic deformation pressure of the circular tunnel. Summary of the invention

[0008] In order to solve the above technical problems, the present invention provides a method for calculating the surrounding rock pressure of a segment of a tunnel excavated by the BM method and related products, which considers the interaction between surrounding rock-TBM equipment-grouting body-segment and can automatically calculate the surrounding rock pressure load through relevant parameters.

[0009] The present invention is achieved through the following technical solutions:

[0010] A method for calculating the surrounding rock pressure of a segment of a tunnel excavated by a TBM method, comprising:

[0011] Determine the maximum elastic-plastic displacement u of the surrounding rock without supporting structure m ;

[0012] Determination of the model of the longitudinal deformation curve of surrounding rock based on Hoek's empirical formula And calculate the initial displacement u of the surrounding rock when the surrounding rock interacts with the segment (x) , where x is the length of the constructed tunnel, u x is the elastic-plastic displacement of the surrounding rock when the construction length is x;

[0013] Preset initial support force P j , establish the relationship model between the displacement of the supporting structure and the supporting force of the supporting structure, and obtain the displacement of the supporting structure u c ;

[0014] Preset initial support force P j, establish the relationship model between the deformation of the pea-stone grouting body and the supporting force of the supporting structure, and obtain the deformation u of the pea-stone grouting body g ;

[0015] Obtain the elastic-plastic displacement of the surrounding rock u0=u (x) +u c +u g ;

[0016] Establish the elastic-plastic displacement u0 of the surrounding rock and the supporting force P of the supporting structure i The relationship model between the support structure and the supporting force P is determined according to the elastic-plastic displacement u0. i ;

[0017] If P j ≠P i , then update the initial support force P j And iterate until P j =P i , and output the final support structure support force P i .

[0018] Specifically, the maximum elastic-plastic displacement Among them, p0 is the initial ground stress, R0 is the excavation radius of the tunnel, G is the shear modulus of the surrounding rock, is the internal friction angle with rock Test parameters related to cohesion c.

[0019] Specifically, the initial displacement u (x) The calculation methods include:

[0020] Determine the model of the longitudinal deformation curve of the surrounding rock before the contact between the surrounding rock and the shield Among them, R0 is the excavation radius of the tunnel;

[0021] Get the gap d1 between the outer radius of the cutter head and the outer radius of the shield tail; get the gap d2 between the outer radius of the shield tail and the outer radius of the pipe segment; determine the length L from the shield tail to the cutter head d ;

[0022] Let x = 0, calculate f1(0), and obtain the surrounding rock displacement u at the tunnel face position (x＝0) ;

[0023] Let x = L d , calculate f1(L d ), and obtain the surrounding rock displacement at the shield tail position

[0024] According to u (x＝0) , The size relationship between d1 and d2 is used to calculate u (x) .

[0025] Specifically, if Then

[0026] like Then The length L1 of the distance between the surrounding rock and the cutter head when the shield starts to work is obtained by back-calculating f1(L1), and the longitudinal deformation curve model of the surrounding rock after the surrounding rock escapes from the shield is determined.

[0027] Let x = d be greater than L d For any value of , calculate f2(d) and obtain u (x＝d) ; if u (x＝d) -u (x＝0) >d1+d2, then take u (x) =u (x＝0) +d1+d2; otherwise, it is the calculated result u (x＝d) .

[0028] Specifically, the relationship model P between the displacement of the supporting structure and the supporting force of the supporting structure is j =K c u c , where u c is the displacement of the supporting structure, P j is the preset support structure support force, η is the effective bending stiffness, is the shear modulus of the segment, E c is the elastic modulus of the segment, r1 is the outer radius of the segment of the support structure, r0 is the inner radius of the segment of the support structure, μ c is the Poisson’s ratio of the supporting structure segment.

[0029] Specifically, the relationship model between the deformation of the pea-stone grouting body and the support force of the support structure is Among them, R0 is the excavation radius of the tunnel, r0 is the inner radius of the segment of the support structure, and E g is the elastic modulus of the grouting body, u x is the elastic-plastic displacement of the surrounding rock when the construction length is x.

[0030] Specifically, the relationship model between the elastic-plastic displacement of the surrounding rock and the supporting force of the supporting structure is: Where u0 is the elastic-plastic displacement of the surrounding rock, P i is the supporting force of the supporting structure, R0 is the excavation radius of the tunnel, G is the shear modulus of the surrounding rock, E is the elastic modulus of the surrounding rock, μ is the Poisson's ratio of the surrounding rock, p0 is the initial ground stress, R0 is the excavation radius of the tunnel, G is the shear modulus of the surrounding rock, is the internal friction angle with rock Test parameters related to cohesion c.

[0031] A method for calculating the surrounding rock pressure of a segment of a tunnel excavated by a TBM method comprises a memory, a processor and a computer program stored in the memory and executable on the processor. When the processor executes the computer program, the method for calculating the surrounding rock pressure of a segment of a tunnel excavated by a TBM method as described above is implemented.

[0032] A computer-readable storage medium stores a computer program, which, when executed by a processor, implements the method for calculating the surrounding rock pressure of a segment in a tunnel excavated by a TBM method as described above.

[0033] A computer program product includes a computer program / instruction, which, when executed by a processor, implements the method for calculating the surrounding rock pressure of a segment in a tunnel excavated by a TBM method as described above.

[0034] Compared with the prior art, the present invention has the following advantages and beneficial effects:

[0035] The method proposed in the present invention takes into account the interaction between surrounding rock, shield, grouting and segment during the calculation process. Compared with other calculation methods, it is more accurate in calculating the surrounding rock pressure, and can better carry out the design of mountain TBM tunnel segments to ensure the safety of the tunnel structure. BRIEF DESCRIPTION OF THE DRAWINGS

[0036] The accompanying drawings illustrate exemplary embodiments of the present invention and, together with the description thereof, are used to explain the principles of the present invention. These drawings are included to provide a further understanding of the present invention, and the accompanying drawings are included in and constitute a part of this specification and do not constitute a limitation of the embodiments of the present invention.

[0037] Figure 1 It is the longitudinal interaction relationship during the TBM excavation construction process according to the present invention.

[0038] Figure 2 It is a flow chart of a method for calculating surrounding rock pressure of a segment in a tunnel excavation construction method using a TBM method according to the present invention. DETAILED DESCRIPTION

[0039] To make the purpose, technical solution and advantages of the present invention more clearly understood, the present invention is further described in detail below in conjunction with the accompanying drawings and implementation methods. It is understood that the specific implementation methods described herein are only used to explain the relevant content, rather than to limit the present invention.

[0040] It should also be noted that, for the convenience of description, only the parts related to the present invention are shown in the drawings.

[0041] First, the longitudinal deformation mechanism of TBM tunnel is explained.

[0042] During the TBM construction process, the surrounding rock, TBM shield, grouting body, and pipe segment are an orderly process. The vertical interaction relationship is as follows: Figure 1 As shown in the figure, due to the existence of shield, segment and grouting body, the deformation of the surrounding rock of the arch is no longer free deformation in the longitudinal direction. It can basically be divided into four stages.

[0043] The first stage is the free deformation stage. The shield is generally designed to be conical, and there is a certain gap d1 between the cutterhead and the shield. After tunnel excavation, the surrounding rock will continue to deform freely until it interacts with the shield or segment.

[0044] The second stage is the surrounding rock-shield action stage. As the surrounding rock acts on the shield after deformation, the shield limits the further deformation of the surrounding rock.

[0045] The third stage is the stage when the surrounding rock escapes from the shield body. Since the grouting of pea-shaped stone generally lags behind the pipe segment, after the surrounding rock escapes from the shield tail, there is still a certain gap d2 between the surrounding rock and the pipe segment, so the surrounding rock continues to deform freely.

[0046] The fourth stage is the surrounding rock-grouting body-segment interaction stage. After grouting behind the segment, the surrounding rock-grouting body-segment interact with each other, the surrounding rock, segment and grouting body deform in a coordinated manner, and the deformation eventually tends to be stable.

[0047] Within the shield, if the surrounding rock deformation value (relative to the cutterhead excavation) is less than the gap d1 between the shield and the cutterhead, the surrounding rock does not interact with the shield, and the surrounding rock directly acts on the segment and grouting body after deformation. If the surrounding rock's relative deformation exceeds the gap d2 from the time it escapes from the shield to the time grouting occurs, the surrounding rock contacts the segment in advance.

[0048] Embodiment 1

[0049] According to the above mechanism, Figure 2 A method for calculating the surrounding rock pressure of a segment of a tunnel constructed by TBM excavation is shown, comprising:

[0050] Determine the maximum elastic-plastic displacement u of the surrounding rock without supporting structure m ; Maximum elastic-plastic displacement Among them, p0 is the initial ground stress, R0 is the excavation radius of the tunnel, G is the shear modulus of the surrounding rock, is the internal friction angle with rock Test parameters related to cohesion c.

[0051] Determination of the model of the longitudinal deformation curve of surrounding rock based on Hoek's empirical formula And calculate the initial displacement u of the surrounding rock when the surrounding rock interacts with the segment (x), where x is the longitudinal distance between the calculation point and the tunnel face (cutting head position), v x is the elastic-plastic displacement of the surrounding rock when the distance from the tunnel face is x; the preset initial support force P j , establish the relationship model between the displacement of the supporting structure and the supporting force of the supporting structure, and obtain the displacement of the supporting structure u c ;

[0052] Preset initial support force P j , establish the relationship model between the deformation of the pea-stone grouting body and the supporting force of the supporting structure, and obtain the deformation u of the pea-stone grouting body g ;

[0053] Obtain the elastic-plastic displacement of the surrounding rock u0=u (x) +u c +u g ;

[0054] Establish the elastic-plastic displacement u0 of the surrounding rock and the supporting force P of the supporting structure i The relationship model between the support structure and the supporting force P is determined according to the elastic-plastic displacement u0. i ;

[0055] If P j ≠P i , then update the initial support force P j And iterate until P j =P i , and output the final support structure support force P i .

[0056] Embodiment 2

[0057] Based on the fitting analysis of the measured data after underground cavern excavation, Hoek obtained the empirical formula for the longitudinal deformation of the surrounding rock considering the spatial effect of the excavation surface: When the TBM shield interacts with the surrounding rock, the deformation curve of the surrounding rock along the longitudinal direction changes and is no longer the free deformation curve represented by the Hoek formula. Considering the interaction between the surrounding rock and the shield, the longitudinal deformation curve of the surrounding rock is modified based on the Hoek formula and can be expressed as: f1(x) is applicable to the period before the surrounding rock contacts the shield, i.e., x≤L1. At this time, the surrounding rock still shows a tendency of free deformation, and L1 is the distance from the cutterhead to the position where the surrounding rock and the shield begin to interact. f2(x) is applicable to the period after the surrounding rock escapes from the shield, i.e., x≥L d The paragraph, L dis the length from the shield tail to the cutterhead (m). In the formula, the tapered shape of the shield body is not considered, that is, the shield body is simplified to be a cylinder of equal diameter. There is a gap d1 between the cutterhead and the shield body, and there is a gap d2 between the shield tail and the outer diameter of the segment. After the segment is installed, as the shield body moves forward, the surrounding rock continues to deform after it escapes from the shield body until it contacts the grouting body and the segment.

[0058] Get u (x) The specific method is:

[0059] Determine the model of the longitudinal deformation curve of the surrounding rock before the contact between the surrounding rock and the shield Among them, R0 is the excavation radius of the tunnel;

[0060] Get the gap d1 between the outer radius of the cutter head and the outer radius of the shield tail; get the gap d2 between the outer radius of the shield tail and the outer radius of the pipe segment; determine the length L from the shield tail to the cutter head d ;

[0061] Let x = 0, calculate f1(0), and obtain the surrounding rock displacement u at the tunnel face position (x＝0) ;

[0062] Let x = L d , calculate f1(L d ), and obtain the surrounding rock displacement at the shield tail position

[0063] According to u (x＝0) , The size relationship between d1 and d2 is used to calculate u (x) :

[0064] (1) If Then

[0065] (2) If Then The length L1 of the distance between the surrounding rock and the cutter head when the shield starts to work is obtained by back-calculating f1(L1), and the longitudinal deformation curve model of the surrounding rock after the surrounding rock escapes from the shield is determined.

[0066] Let x = d be greater than L d For any value of , calculate f2(d) and obtain u (x＝d) ; if u (x＝d) -u (x＝0) >d1+d2, then take u (x) =u (x＝0) +d1+d2; otherwise, take u (x) =u (x＝0) .

[0067] Embodiment 3

[0068] After the surrounding rock contacts the segmental lining, the segment deforms after being subjected to force, so the surrounding rock pressure changes further. The calculation of surrounding rock pressure needs to consider the deformation caused by the interaction.

[0069] For the segment lining, the thickness is about 4% to 6% of the outer diameter, which belongs to the problem of thick-walled cylinder. According to the thick-walled cylinder formula, the relationship between the support force and the displacement of the support structure can be expressed as: P j =K c u c , where u c is the displacement of the supporting structure, P j is the preset support structure support force, K c For (please add), Since the segment is an assembled structure, the overall bending stiffness of the segment structure is reduced due to the influence of the assembled joints. Therefore, the bending stiffness effective rate η is introduced to correct the thickness cylinder formula, and the formula is rewritten as: η is the effective bending stiffness, is the shear modulus of the segment, E c is the elastic modulus of the segment, r1 is the outer radius of the segment of the support structure, r0 is the inner radius of the segment of the support structure, μ c is the Poisson’s ratio of the supporting structure segment.

[0070] Embodiment 4

[0071] There is a pea-stone grouting body between the segment and the surrounding rock, which will also deform under load. The initial thickness dg of the pea-stone grouting body is affected by the outer diameter of the segment and the initial release displacement of the surrounding rock, which can be expressed as: d g =R0-r0-(u x -u0), the injection thickness of the grouting body is the gap thickness between the cutter head excavation radius and the outer diameter of the segment, minus the relative deformation of the surrounding rock when injecting from the cutter head to the pea-shaped stone.

[0072] The thickness of the pea-stone grouting body is generally thin. Without considering its overall bearing capacity, its deformation is mainly the compression deformation of the pea-stone. Therefore, the deformation of the pea-stone can be expressed as:

[0073] That is, to build a relationship model between the deformation of the pea-stone grouting body and the support force of the support structure Among them, R0 is the excavation radius of the tunnel, r0 is the inner radius of the segment of the support structure, and u x is the elastic-plastic displacement of the surrounding rock when the distance from the tunnel face is x, u0 is u (x＝0) .

[0074] Embodiment 5

[0075] Through the second embodiment, the initial displacement u generated by the surrounding rock before the interaction between the surrounding rock and the pipe segment (grouting body) can be calculated.(x) , get u (x) With P i Through the third embodiment, the displacement u of the supporting structure can be obtained. c The relationship between the grouting displacement u and the support force can be obtained through Example 4. g Relationship with support force.

[0076] The final elastic-plastic displacement of the surrounding rock is u0=u (x) +u c +u g The relationship model between the elastic-plastic displacement of the surrounding rock and the supporting force of the supporting structure is solved to obtain P i . Where u0 is the elastic-plastic displacement of the surrounding rock, P i is the supporting force of the supporting structure, R0 is the excavation radius of the tunnel, G is the shear modulus of the surrounding rock, E is the elastic modulus of the surrounding rock, μ is the Poisson's ratio of the surrounding rock, p0 is the initial ground stress, R0 is the excavation radius of the tunnel, G is the shear modulus of the surrounding rock, is the internal friction angle with rock Test parameters related to cohesion c. Directly solve P i The formula is relatively complicated, and the corresponding support force calculation results can be obtained through planning and solving.

[0077] Embodiment 6

[0078] This embodiment provides a specific example.

[0079] The surrounding rock pressure behind the segments was measured based on the Baribabe diversion tunnel project. The tunnel is lined with precast concrete segments throughout its length, with an inner diameter of 4.2m, a width of 1.4m, a thickness of 0.3m, and a cutterhead excavation diameter of 5.06m.

[0080] This embodiment is based on the measured data of the tunnel and compares and analyzes different load calculation methods to verify the reliability of different calculation methods.

[0081] Table 1 Measured surrounding rock pressure of a certain tunnel TBM tunnel

[0082]

[0083]

[0084] In the calculation, the V-level surrounding mudstone parameters were taken for sections 1, 2, 3, and 9. With reference to relevant specifications, the deformation modulus E = 500MPa, Poisson's ratio μ = 0.35, internal friction angle φ = 23°, and cohesion c = 75kPa were taken. Section 8 has a large burial depth, and the calculation parameters are taken as deformation modulus E = 1.0GPa, Poisson's ratio μ = 0.32, internal friction angle φ = 28°, and cohesion c = 200kPa.

[0085] After calculation, under different calculation formulas, the calculated values ​​of surrounding rock pressure of each section and the comparison values ​​with the measured data are shown in the following table.

[0086] Table 2 Comparison of measured surrounding rock pressure and calculated values ​​with different calculation formulas

[0087]

[0088] By comparing with the measured surrounding rock pressure, it can be seen that the surrounding rock pressure calculated by using the Pusch theory is always smaller than the measured data on site, indicating that the Pusch formula is not applicable to TBM tunnels; the surrounding rock pressure calculated by using the railway tunnel standard formula is partially smaller than the measured data on site, and partially larger, and the fitting consistency between the two is poor. Since the railway tunnel standard formula is a calculation formula based on loose pressure, it is not applicable to TBM tunnels. The calculated values ​​of surrounding rock pressure using the DP model of this article are slightly larger than the measured soil pressure values, and have a certain degree of consistency. It can be considered that the surrounding rock deformation pressure calculated by the method of the present invention is basically reliable for TBM tunnels.

[0089] A tunnel passes through sandstone and mudstone strata with a maximum burial depth of 850m. The single shield TBM method is used for construction. The TBM excavation diameter is about 12.39m, that is, R0 = 6.195m, and the shield tail diameter is 12.29m, that is, r d =6.145m, outer radius of the segment r0 = 6.05m, inner radius r1 = 5.55m, TBM shield length L d =13m, assuming that the pea-stone grouting lags behind the segment by 2m, that is, L = 15m. According to the survey report, the tunnel may experience slight to moderate deformation, and the tunnel segment structure is at risk of collapse. The surrounding rock pressure is calculated using the deformation pressure formula considering the interaction between surrounding rock, shield, grouting and segment in this paper.

[0090] According to the investigation report, the surrounding rock parameters are elastic modulus E = 1500MPa, Poisson's ratio μ = 0.35, and surrounding rock density γ = 25kN / m 3 , cohesion c = 150 kPa, internal friction angle φ = 25°.

[0091] The pipe segments are made of C50 precast concrete with an elastic modulus of E c =34.5GPa, Poisson's ratio μ c =0.2, bending stiffness reduction factor η = 0.7, grouting body elastic modulus E g =10GPa.

[0092] According to the above calculation formula, when the tunnel depth is 600m, the surrounding rock pressure is calculated to be 482kPa. When the tunnel depth is 700m, the surrounding rock pressure is calculated to be 538kPa. When the tunnel depth is 800m, the surrounding rock pressure is calculated to be 581kPa.

[0093] According to the railway tunnel design specification formula, the surrounding rock pressure calculated according to the V-level surrounding rock is 311.4kPa. It can be seen that the deformation pressure considering the surrounding rock-TBM-grouting body-segment is greater than the calculated value using the railway tunnel design specification. If the railway tunnel design specification formula is used, the structure may be unsafe.

[0094] Embodiment 7

[0095] A method for calculating the surrounding rock pressure of a segment of a tunnel excavated by a TBM method comprises a memory, a processor and a computer program stored in the memory and executable on the processor. When the processor executes the computer program, the method for calculating the surrounding rock pressure of a segment of a tunnel excavated by a TBM method as described above is implemented.

[0096] The memory can be used to store software programs and modules. The processor executes various functional applications and data processing of the terminal by running the software programs and modules stored in the memory. The memory can mainly include a program storage area and a data storage area, wherein the program storage area can store an operating system, an execution program required for at least one function, etc.

[0097] The data storage area can store data created according to the use of the terminal, etc. In addition, the memory may include a high-speed random access memory, and may also include a non-volatile memory, such as at least one disk storage device, a flash memory device, or other volatile solid-state storage devices.

[0098] A computer-readable storage medium stores a computer program, which, when executed by a processor, implements the method for calculating the surrounding rock pressure of a segment in a tunnel excavated by a TBM method as described above.

[0099] Without loss of generality, computer readable media may include computer storage media and communication media. Computer storage media include volatile and non-volatile, removable and non-removable media implemented in any method or technology for storing information such as computer readable instruction data structures, program modules or other data. Computer storage media include RAM, ROM, EPROM, EEPROM, flash memory or other solid-state storage technology, CD-ROM, DVD or other optical storage, cassettes, magnetic tapes, disk storage or other magnetic storage devices. Of course, those skilled in the art will appreciate that computer storage media are not limited to the above. The above-mentioned system memory and mass storage devices can be collectively referred to as memory.

[0100] A computer program product includes a computer program / instruction, which, when executed by a processor, implements the method for calculating the surrounding rock pressure of a segment in a tunnel excavated by a TBM method as described above.

[0101] A computer program product includes a computer program or set of instructions for performing specific tasks or implementing specific functions. These programs or instructions are designed to be executed by a processor to implement a series of predefined steps or operations. The program product may be stored in various forms of computer storage media, such as memory, hard disk, solid-state drive, optical disk or other forms of digital storage devices. It may exist in the form of compiled binary code or in the form of scripts or bytecodes that can be executed by an interpreter. The program product uses carefully designed algorithms and logical instructions to enable the processor to process data in a specific order and manner to complete various functions such as data analysis, user interaction, device control, etc.

[0102] In the description of this specification, the description with reference to the terms "one embodiment / method", "some embodiments / methods", "example", "specific example", or "some examples" etc. means that the specific features, structures, materials or characteristics described in conjunction with the embodiment / method or example are included in at least one embodiment / method or example of the present application. In this specification, the schematic representations of the above terms do not necessarily refer to the same embodiment / method or example. Moreover, the specific features, structures, materials or characteristics described may be combined in any one or more embodiments / methods or examples in a suitable manner. In addition, those skilled in the art may combine and combine the different embodiments / methods or examples described in this specification and the features of the different embodiments / methods or examples, unless they are contradictory.

[0103] In addition, the terms "first" and "second" are used for descriptive purposes only and should not be understood as indicating or implying relative importance or implicitly indicating the number of the indicated technical features. Therefore, the features defined as "first" and "second" may explicitly or implicitly include at least one of the features. In the description of this application, the meaning of "plurality" is at least two, such as two, three, etc., unless otherwise clearly and specifically defined.

[0104] It should be understood by those skilled in the art that the above embodiments are only for the purpose of clearly illustrating the present invention, and are not intended to limit the scope of the present invention. For those skilled in the art, other changes or modifications may be made based on the above invention, and these changes or modifications are still within the scope of the present invention.

Claims

1. A method for calculating the surrounding rock pressure of a segment of a tunnel excavated by a TBM method, characterized in that: include: Determine the maximum elastic-plastic displacement u of the surrounding rock without supporting structure m ; Determination of the model of the longitudinal deformation curve of surrounding rock based on Hoek's empirical formula And calculate the initial displacement u of the surrounding rock when the surrounding rock interacts with the segment (x) , where x is the longitudinal distance between the calculation point and the tunnel face, u x is the elastic-plastic displacement of the surrounding rock when the distance from the tunnel face is x; Preset initial support force P j , establish the relationship model between the displacement of the supporting structure and the supporting force of the supporting structure, and obtain the displacement of the supporting structure u c ; Preset initial support force P j , establish the relationship model between the deformation of the pea-stone grouting body and the supporting force of the supporting structure, and obtain the deformation u of the pea-stone grouting body g ; The elastic-plastic displacement of the surrounding rock u0=u (x) +u c +u g ; Establish the elastic-plastic displacement u0 of the surrounding rock and the supporting force P of the supporting structure i The relationship model between the support structure and the supporting force P is determined according to the elastic-plastic displacement u0. i ; If P j ≠P i , then update the initial support force P j And iterate until P j =P i , and output the final support structure support force P i .

2. The method for calculating the surrounding rock pressure of a segment of a tunnel excavated by a TBM method according to claim 1, characterized in that: Maximum elastic-plastic displacement Among them, p0 is the initial ground stress, R0 is the excavation radius of the tunnel, G is the shear modulus of the surrounding rock, is the internal friction angle with rock Test parameters related to cohesion c.

3. The method for calculating the surrounding rock pressure of a segment of a tunnel excavated by a TBM method according to claim 1, characterized in that: Initial displacement u (x) The calculation methods include: Determine the model of the longitudinal deformation curve of the surrounding rock before the contact between the surrounding rock and the shield Among them, R0 is the excavation radius of the tunnel; Get the gap d1 between the outer radius of the cutter head and the outer radius of the shield tail; get the gap d2 between the outer radius of the shield tail and the outer radius of the segment; determine the length L from the shield tail to the cutter head d ; Let x = 0, calculate f1(0), and use f1(0)×u m Get the surrounding rock displacement u at the tunnel face position (x＝0) ; Let x = L d , calculate f1(L d ), through f1(L d )×u m Obtain the surrounding rock displacement at the shield tail position according to The size relationship between d1 and d2 is used to calculate u (x) .

4. The method for calculating the surrounding rock pressure of a segment of a tunnel excavated by a TBM method according to claim 3, characterized in that: like Then like Then The length L1 of the distance between the surrounding rock and the cutter head when the shield starts to work is obtained by back-calculating f1(L1), and the longitudinal deformation curve model of the surrounding rock after the surrounding rock escapes from the shield is determined. Let x = d be greater than L d For any value of , calculate f2(d) and obtain u (x＝d) ; if u (x＝d) -u (x＝0) >d1+d2, then take u (x) =u (x＝0) +d1+d2; otherwise, it is the calculated result u (x＝d) .

5. The method for calculating the surrounding rock pressure of a segment of a tunnel excavated by a TBM method according to claim 1, characterized in that: The relationship model between the displacement of the supporting structure and the supporting force of the supporting structure P j =K c u c , where u c is the displacement of the supporting structure, P j is the preset support structure support force, η is the effective bending stiffness, is the shear modulus of the segment, E c is the elastic modulus of the segment, r1 is the outer radius of the segment of the support structure, r0 is the inner radius of the segment of the support structure, μ c is the Poisson’s ratio of the supporting structure segment.

6. The method for calculating the surrounding rock pressure of a segment of a tunnel excavated by a TBM method according to claim 1, characterized in that: Relationship model between deformation of pea-stone grouting body and supporting force of supporting structure Among them, R0 is the excavation radius of the tunnel, r0 is the inner radius of the segment of the supporting structure, and E g is the elastic modulus of the grouting body, u x is the elastic-plastic displacement of the surrounding rock when the longitudinal distance from the tunnel face is x.

7. The method for calculating the surrounding rock pressure of a segment of a tunnel excavated by a TBM method according to claim 1, characterized in that: The relationship model between the elastic-plastic displacement of the surrounding rock and the supporting force of the supporting structure is: Where u0 is the elastic-plastic displacement of the surrounding rock, P i is the supporting force of the supporting structure, R0 is the excavation radius of the tunnel, G is the shear modulus of the surrounding rock, E is the elastic modulus of the surrounding rock, μ is the Poisson's ratio of the surrounding rock, p0 is the initial ground stress, R0 is the excavation radius of the tunnel, G is the shear modulus of the surrounding rock, is the internal friction angle with rock and cohesion c Relevant test parameters.

8. A method for calculating the surrounding rock pressure of a segment of a tunnel excavated by a TBM method, comprising a memory, a processor, and a computer program stored in the memory and executable on the processor, characterized in that: When the processor executes the computer program, the method for calculating the surrounding rock pressure of the segment of a tunnel excavated by the TBM method as described in any one of claims 1 to 7 is implemented.

9. A computer-readable storage medium storing a computer program, characterized in that: When the computer program is executed by a processor, the method for calculating the surrounding rock pressure of a segment in a tunnel excavated by a TBM method as described in any one of claims 1 to 7 is implemented.

10. A computer program product comprising a computer program / instructions, characterized in that When the computer program / instruction is executed by a processor, the method for calculating the surrounding rock pressure of a segment in a tunnel excavated by a TBM method as described in any one of claims 1 to 7 is implemented.

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