TUNNEL SURROUNDING ROCK SUPPORTING METHOD AND SYSTEM BASED ON TUNNEL FIELD DECONSTRUCTION AND RECONSTRUCTION THEORY

Abstract

The present invention belongs to the technical field of tunnel surrounding rock supports and discloses a tunnel surrounding rock supporting method and system based on a tunnel field deconstruction and reconstruction theory. The tunnel surrounding rock supporting method based on the tunnel field deconstruction and reconstruction theory comprises the following steps: establishment of a tunnel field, deconstruction of the tunnel field and reconstruction of the tunnel field. In the tunnel surrounding rock supporting method based on the tunnel field deconstruction and reconstruction theory provided by the invention, through reconstruction of the tunnel field, the energy storage capacity of a rock and soil mass can be improved.

Claims

1. A tunnel surrounding rock supporting method based on a tunnel field deconstruction and reconstruction theory, comprising the following steps: step 1, establishment of a tunnel field: by considering a tunnel as a portion of a rock and soil mass, concepts of a load and surrounding rocks are weakened, and a concept of the tunnel field based on a geological domain is proposed; step 2, deconstruction of the tunnel field: deterioration of properties of a soil mass, adjustment on soil stress, energy conversion to internal consumed energy and deformation energy, energy absorption by a support body and rock mass storage are conducted; and step 3, reconstruction of the tunnel field: reconstruction of the tunnel field, comprising active supporting, determination of a change of a stored energy of the rock and soil mass in the tunnel field and energy balance, is conducted.

2. The tunnel surrounding rock supporting method based on the tunnel field deconstruction and reconstruction theory according to claim 1, wherein in step 1, the tunnel field is a region, in which the rock and soil mass (dielectric field) and a stress environment (stress field) within a certain range at the periphery of a tunnel are superposed.

3. The tunnel surrounding rock supporting method based on the tunnel field deconstruction and reconstruction theory according to claim 1, wherein in step 2, the deconstruction of the tunnel field comprises: (1) deterioration of the properties of the soil mass; (2) adjustment on the soil stress; (3) energy conversion to the internal consumed energy, irreversible; (4) energy conversion to the deformation energy, or energy absorption by the support body; and (5) rock mass storage.

4. The tunnel surrounding rock supporting method based on the tunnel field deconstruction and reconstruction theory according to claim 1, wherein in step 2, the deconstruction of the tunnel field further comprises: (1) deterioration of the rock and soil mass in the tunnel field: due to the uncertainty of perception on the rock and soil mass in the tunnel field, after the rock and soil mass is excavated, both a stress state and the properties of the rock and soil mass in the field are changed; and in addition, such changes further have variability due to different excavation methods; (2) stress adjustment in the tunnel field; and (3) change on an energy storage capacity of the tunnel field: surrounding rocks deform due to deconstruction of the tunnel field, and the phenomena of energy accumulation and release exist before and after deformation of the surrounding rocks; and a stress state is transited to a two-dimensional stress state from a three-dimensional stress state, which causes that a great quantity of deformation energy of the rock and soil mass in the tunnel field is released.

5. The tunnel surrounding rock supporting method based on the tunnel field deconstruction and reconstruction theory according to claim 1, wherein in step 3, the reconstruction of the tunnel field further comprises: (1) energy is converted to the internal consumed energy-irreversible, naturally released; (2) after rock mass stored energy-tunnel field is deconstructed, according to the property condition of the rock and soil mass, a part of the energy is continuously stored in the rock and soil mass, and all the rest requires to be released, that is, is converted to the deformation energy or is absorbed by the support body; and (3) a supporting system is guaranteed to absorb excess energy and be stable; supporting method; a steel arch and reinforcement rows.

6. The tunnel surrounding rock supporting method based on the tunnel field deconstruction and reconstruction theory according to claim 1, wherein in step 3, the reconstruction of the tunnel field further comprises: (1) active supporting: a two-dimensional stress field is reconstructed into a three-dimensional stress field; the rock and soil mass in the tunnel field is improved, and deformation moduli c, φ and E as the physico-mechanical properties are strengthened; (2) change on the stored energy of the rock and soil mass in the tunnel field: according to the related theory of rock and soil mechanics, a total energy of the rock and soil mass in the tunnel field is U.sub.e, and a following formula is obtained according to the stress environment, in which a rock and soil mass unit is located:
U.sub.e=½σ.sub.1●ε.sub.1.sup.3+½σ.sub.2●ε.sub.2.sup.e+½σ.sub.3●ε.sub.3.sup.e; (3) energy balance: energy changes caused by deconstruction and reconstruction of the tunnel field comprise: 1) the internal consumed energy of the rock and soil mass is U.sub.d and is irreversible; 2) for the deformation energy of the rock and soil mass in the tunnel field, under the synergistic effect of the support body, a part of the deformation energy is absorbed and digested by the support body:
U.sub.support body=Σ.sub.l.sup.nU.sub.i.sup.e; 3) the rest deformation energy is stored in the rock and soil mass in the tunnel field U′.sub.e:
U′.sub.e=½σ′.sub.1●ε.sub.1.sup.e+½σ.sub.2●ε.sub.2.sup.e+½σ.sub.3●ε.sub.3.sup.e; 4) according to the energy balance principle:
U.sub.e=U.sub.d+U.sub.support body+U′.sub.e.

7. A tunnel surrounding rock supporting system based on a tunnel field deconstruction and reconstruction theory applying the tunnel surrounding rock supporting method based on the tunnel field deconstruction and reconstruction theory according to claim 6, comprising: a tunnel field establishing module for considering a tunnel as a portion of a rock and soil mass, weakening concepts of a “load” and “surrounding rocks”, and then proposing a concept of the tunnel field based on a geological domain; a tunnel field deconstruction module for conducting deterioration of properties of a soil mass, adjustment on soil stress, energy conversion to internal consumed energy and deformation energy, energy absorption by a support body and rock mass storage; and a tunnel field reconstruction module for conducting reconstruction of the tunnel field, comprising active supporting, determination of a change of a stored energy of the rock and soil mass in the tunnel field and energy balance.

8. A computer readable storage medium, storing instructions, wherein when the instructions are operated on a computer, the computer applies the tunnel surrounding rock supporting system based on the tunnel field deconstruction and reconstruction theory according to claim 7.

Description

BRIEF DESCRIPTION OF DRAWINGS

[0053] FIG. 1 is a flow chart of a tunnel surrounding rock supporting method based on a tunnel field deconstruction and reconstruction theory according to the embodiment of the present invention.

[0054] FIG. 2 is a structural block diagram of a tunnel surrounding rock supporting system based on a tunnel field deconstruction and reconstruction theory according to the embodiment of the present invention.

[0055] FIG. 3 is a structural schematic diagram of a tunnel field according to the embodiment of the present invention.

[0056] FIG. 4 is a schematic diagram of stress adjustment after a tunnel is excavated according to the embodiment of the present invention.

[0057] FIG. 5 is a schematic diagram of reconstruction of a tunnel field according to the embodiment of the present invention.

[0058] FIG. 6 is an implementation effect data diagram I of a pre-stressed anchor cable in a certain section according to the embodiment of the present invention. In FIG. 6: cross section: YK218+413.6; a length of the anchor cable is 10.3 m; a circumferential interval of the anchor cable is 1 m; and a unit of a drawing force is ton.

[0059] FIG. 7 is an implementation effect data diagram II of a pre-stressed anchor cable in a certain section according to the embodiment of the present invention. In FIG. 7: cross section: YK218+414.2; a length of the anchor cable is 5.3 m; a circumferential interval of the anchor cable is 1 m; and a unit of a drawing force is ton.

[0060] FIG. 8 is a monitoring data diagram I of construction anchor cable section YK218+455 in Muzhailing Tunnel of Wei-Wu Railway according to the embodiment of the present invention.

[0061] FIG. 9 is a monitoring data diagram II of construction anchor cable section YK218+455 in Muzhailing Tunnel of Wei-Wu Railway according to the embodiment of the present invention.

[0062] FIG. 10 is an effect diagram of a load-structure theoretical method in prior art according to the embodiment of the present invention. In FIG. 10, an arch frame is twisted.

[0063] FIG. 11 is an effect diagram of using a technical system of “anchoring followed by supporting plus active deformation control” of the present invention according to the embodiment of the present invention. In FIG. 11, clearance intrusion does not occur.

DETAILED DESCRIPTION OF THE EMBODIMENTS

[0064] Aiming to the problems in the prior art, the present invention provides a tunnel surrounding rock supporting method and system based on a tunnel field deconstruction and reconstruction theory. The present invention is described in detail below in combination with the accompany drawings.

[0065] As shown in FIG. 1, the tunnel surrounding rock supporting method based on the tunnel field deconstruction and reconstruction theory according to the embodiment of the present invention comprises the following steps:

[0066] S101, establishment of a tunnel field: by considering a tunnel as a portion of a rock and soil mass, concepts of a load and surrounding rocks are weakened, and then a concept of the tunnel field based on a geological domain is proposed;

[0067] S102, deconstruction of the tunnel field: deterioration of properties of a soil mass, adjustment on soil stress, energy conversion to internal consumed energy and deformation energy, energy absorption by a support body and rock mass storage are conducted; and

[0068] S103, reconstruction of the tunnel field: reconstruction of the tunnel field, including active supporting, determination of a change of a stored energy of the rock and soil mass in the tunnel field and energy balance, is conducted.

[0069] As shown in FIG. 2, the tunnel surrounding rock supporting system based on the tunnel field deconstruction and reconstruction theory according to the embodiment of the present invention comprises:

[0070] a tunnel field establishing module 1 for considering a tunnel as a portion of a rock and soil mass, weakening concepts of a “load” and “surrounding rocks” and then proposing a concept of the tunnel field based on a geological domain;

[0071] a tunnel field deconstruction module 2 for conducting deterioration of properties of a soil mass, adjustment on soil stress, energy conversion to internal consumed energy and deformation energy, energy absorption by a support body and rock mass storage; and

[0072] a tunnel field reconstruction module 3 for conducting reconstruction of the tunnel field, including conducting active supporting, determination of a change of a stored energy of the rock and soil mass in the tunnel field and energy balance.

[0073] The technical solutions of the present invention are further described below in combination with the embodiments.

Embodiment

[0074] By considering a tunnel as a portion of a rock and soil mass, the present invention weakens concepts of a “load” and “surrounding rocks” and then proposes a concept of the tunnel field based on a geological domain, specifically:

[0075] 1. Proposition of a definition of a tunnel field:

[0076] As shown in FIG. 3, the tunnel is a space which is formed by excavating a part of rock and soil masses from a geological domain and supplied to humans to use. In this process, the stress state and the properties of rock and soil masses within a certain range in the original geological domain are changed, and then the tunnel field is formed; wherein a schematic diagram of stress adjustment after the tunnel is excavated is shown in FIG. 4.

[0077] 2. Deconstruction steps of the tunnel field (deterioration of properties of a soil mass, adjustment on soil stress, energy conversion to internal consumed energy (irreversible) plus deformation energy (absorbed by a support body) and rock mass storage):

[0078] (1) Deterioration of the rock and soil mass in the tunnel field

[0079] Due to the uncertainty of perception on the rock and soil mass in the tunnel field, after the rock and soil mass is excavated, both a stress state and the properties of the rock and soil mass in the field arc changed; and in addition, such changes further have variability due to different excavation methods.

[0080] With excavation of the tunnel, the physico-mechanical properties of surrounding rocks are necessarily changed.

[0081] (2) Stress adjustment in the tunnel field

[0082] (3) Change on the energy storage capacity of the tunnel field

[0083] Surrounding rocks deform due to deconstruction of the tunnel field, and the phenomena of energy accumulation and release exist before and after deformation of the surrounding rocks; and a stress state is transited to a two-dimensional stress state from a three-dimensional stress state, which causes that a great quantity of deformation energy of the rock and soil mass in the tunnel field is released.

[0084] 3. Reconstruction purpose and method of the tunnel field: (1) energy is converted to the internal consumed energy-irreversible, naturally released. (2) After rock mass stored energy-tunnel field is deconstructed, according to the property condition of the rock and soil mass, a part of the energy is continuously stored in the rock and soil mass, and all the rest requires to be released, that is, is converted to the deformation energy or is absorbed by the support body; and therefore, it is a control purpose that the energy storage capacity of the rock and soil mass is improved, and the energy required to he absorbed by the support body is reduced as much as possible. A method of improving the energy storage capacity of the rock and soil mass in the tunnel field is-measures of grouting, an anchor rod, an anchor cable and the like. (3) A supporting system is guaranteed to absorb excess energy and be stable; supporting method; a steel arch, reinforcement rows and the like.

[0085] As shown in FIG. 5, the effect of a pre-stressed anchor rod (cable) is taken as an example.

[0086] (1) Active supporting:

[0087] 1) in an aspect, a two-dimensional stress field is reconstructed into a three-dimensional stress field as soon as possible;

[0088] 2) in another aspect, the rock and soil mass in the tunnel field is improved, the physico-mechanical properties (such as deformation moduli c, φ and E) of the rock and soil mass are strengthened, and the energy storage capacity of the tunnel field is improved; and

[0089] 3) the purpose of lowering the energy release rate of the tunnel field and reducing the energy absorbed by “an arch frame plus shoterete” is achieved.

[0090] (2) Change on the stored energy of the rock and soil mass in the tunnel field:

[0091] According to the related theory of rock and soil mechanics, a total energy of the rock and soil mass in the tunnel field is U.sub.e, and a following formula is obtained according to the stress environment, in which a rock and soil mass unit is located:

U.sub.e=½σ.sub.1.circle-solid.ε.sub.1.sup.e+½σ.sub.2.circle-solid.ε.sub.2.sup.e+½σ.sub.3.circle-solid.ε.sub.3.sup.e;

[0092] active supporting enables the energy storage capacity of the rock and soil mass to be significantly improved so as to lower the energy release rate of deconstruction of the tunnel field and thus is a major technical means of controlling deformation of the tunnel within an allowable range.

[0093] (3) Energy balance:

[0094] Energy changes caused by deconstruction and reconstruction of the tunnel field

[0095] 1) the internal consumed energy of the rock and soil mass is U.sub.d: for example, the consumed energy caused by rock fractures, crack development and extension and the like; and this part of energy is irreversible;

[0096] 2) for the deformation energy of the rock and soil mass in the tunnel field, under the synergistic effect of the support body, a part of the deformation energy is absorbed and digested by the support body:

U.sub.support body=σ.sub.l.sup.nU.sub.i.sup.e;

[0097] 3) the rest deformation energy is stored in the rock and soil mass in the tunnel field U′.sub.e:

U′.sub.e=½σ′.sub.1.circle-solid.ε.sub.1.sup.e+½σ.sub.2.circle-solid.ε.sub.2.sup.e+½σ.sub.3.circle-solid.ε.sub.3.sup.e; and

[0098] 4) according to the energy balance principle:

U.sub.e=U.sub.d+U.sub.support body+U′.sub.e

[0099] By using the method of the present invention, in application of Muzhailing Tunnel of Wei-Wu Railway, implementation effect data of a pre-stressed anchor cable in a certain section is shown as a cross section of FIG. 6: YK218+413.6; a length of the anchor cable is 10.3 m; a circumferential interval of the anchor cable is 1 m; and a unit of a drawing force is ton.

[0100] FIG. 7 is diagram showing that a cross section: YK218+414.2; a length of the anchor cable is 5.3 m; a circumferential interval of the anchor cable is 1 m; and a unit of a drawing force is ton.

[0101] In the Muzhailing Tunnel of the Wei-Wu Railway, monitoring data of construction anchor cable section YK218+455 is shown in FIG. 8 and FIG. 9.

[0102] From FIGS. 6-9, it is concluded that the deformation control effect of the pre-stressed anchor cable: a theory from “resistance to deformation” to “deformation control” and from “scattered blocks” to “aggregate” is verified.

[0103] The advantages of the present invention are further described below in combination with the positive effect comparison.

[0104] Compared with the implementation effect of the traditional method:

[0105] Comparisons on implementation effects in the construction process of the Muzhailing Tunnel of the Wei-Wu Railway are as follows:

[0106] (1) Load-structure theoretical method:

[0107] A maximum deformation is 3145 mm (bilateral convergence amount); a maximum convergence rate is 831 mm/d; an arch changing length reaches 530 m; and the efficiency of construction is less than 30 m/month. As shown in the effect diagram in FIG. 10, the arch frame is twisted.

[0108] (2) Deconstruction and reconstruction theoretical method:

[0109] A maximum deformation is 314 mm (single side); a maximum convergence rate is 30 mm/d; the clearance intrusion phenomenon does not occur (in addition to a parameter adjustment section); deformation is controllable; and the efficiency of construction is 50 m/month at present. As shown in FIG. 11, clearance intrusion does not occur.

[0110] Conclusion: The technical system of “anchoring followed by supporting plus active deformation control” of the present invention has significant effect on deformation control of high-stress soft rocks.

[0111] The above embodiments may be implemented, all or in part, by hardware, software, firmware or any combination thereof. When the above embodiments are implemented, all or in part, in a form of a computer program product, the computer program product comprises one or more computer instructions. When the computer instructions are loaded or executed on a computer, all or in part, processes or functions according to the embodiments of the present invention arc generated. The computer may be a general computer, a special computer, a computer network or other programmable devices. The computer instructions may be stored in the computer readable storage medium, or may be transmitted from one computer readable storage medium to another computer readable storage medium. For example, the computer instructions may be transmitted from one website, a computer, a server or a data center to another website, a computer, a server or a data center wiredly (for example, through a coaxial cable, an optical fiber and a digital subscriber line (DSL)) or wirelessly (for example, through infrared ray, radio, microwave and the like). The computer readable storage medium may be any available media that may be accessed by the computer or a data storage device containing the server, the data center and the like integrated by one or more available media. The available medium may be a magnetic medium (for example, a floppy disk, a hard disk and a tape), an optical medium (for example, DVD), a semiconductor medium (for example, a solid state disk (SSD)) or other media.

[0112] The above merely describes specific embodiments of the present invention, but the protection scope of the present invention is not restricted thereto. All modifications, equivalent replacements, improvements and the like made within the technical range disclosed by the present invention by those skilled in the art familiar with the field within the spirit and the principle of the present invention should fall within the protection scope of the present invention.