CN114352358B - Large deformation dynamic classification control method and system for deep buried soft rock tunnel with high ground stress - Google Patents

Abstract

The invention discloses a large deformation dynamic classification control method and system for deep buried soft rock tunnels with high ground stress. The supporting timing of protective measures and passive support measures is in line with the control concept of "combining yield and resistance, yielding first and then resisting" for deep-buried soft rock tunnels with high ground stress.

Description

Large deformation dynamic classification control method and system for deep buried soft rock tunnel with high ground stress

technical field

The invention relates to the field of tunnel engineering, in particular to a large-deformation dynamic classification control method and device for deep-buried soft rock tunnels with high ground stress.

Background technique

The structure of the deep rock mass is complex and the in-situ stress is high. The large deformation of soft rock caused by the high in-situ stress belongs to the large deformation of extrusion. Deformation control of deep-buried soft rock tunnels with high ground stress has always been an engineering problem that plagues tunnel builders. The general principle of controlling large deformation of soft rock tunnels is to control the deformation of surrounding rock after excavation within the allowable range. For deep-buried soft rock tunnels with high ground stress, the deformation control should also follow the control concept of "combining yield and resistance, yielding first and then resisting". In the early stage, the surrounding rock and supporting structure are allowed to undergo a certain deformation to fully release the deformation energy accumulated in the surrounding rock. The measures of "relieving pressure" include increasing the amount of reserved deformation and adopting flexible initial support. Common flexible primary support structures include low-rigidity steel arches, retractable steel frames, and compressible buffer layers. In the later stage of deformation, in order to ensure the stability of the tunnel and prevent the loosening and damage of the surrounding rock, active support or passive support should be adopted to improve the "compression resistance" ability of the surrounding rock or support structure. Active support refers to actively improving the mechanical parameters of the surrounding rock of the tunnel and fully mobilizing the self-bearing capacity of the surrounding rock, including pre-reinforcement before excavation and reinforcement of the surrounding rock after excavation. Advance pre-reinforcement mainly includes advance pre-grouting, advance small conduit and advance pipe shed. Reinforcement of the surrounding rock of the section includes adding reinforcement bolts and radial grouting of the surrounding rock, etc.; passive support refers to improving the bearing capacity of the tunnel support, so that the support structure can provide greater support reaction force to resist the deformation of the surrounding rock. Common passive support measures include increasing the thickness of concrete, selecting high-rigidity steel arches, reducing the spacing between steel arches, adding lock-foot tube sheds, and multi-layer primary support. It can be seen that there are many large deformation control measures for deep buried soft rock tunnels with high geostress, and different deformation control measures have different support mechanisms, control capabilities and applicable conditions.

The deformation of deep buried soft rock tunnel with high ground stress mainly depends on the surrounding rock strength and stress environment. The deformation levels of the surrounding rock are different under different strength-stress ratios, and the support resistance required for deformation control is also different. In addition, the control concept of “combining resistance with resistance, first yielding and then resisting” for high-stress deep-buried soft rock tunnels emphasizes process control. During the construction process, interventions should be carried out in stages according to the deformation development law, so that the tunnel deformation can be finally controlled within the allowable range. However, at present, there is no unified understanding of the control measures for deep-buried soft rock tunnels with high ground stress under different deformation levels and different deformation stages. , or the rigidity is too small to be suitable, it is difficult to grasp the degree of yielding of the surrounding rock and the compressive design of the support structure, which makes it difficult to guarantee the effect of deformation control.

Contents of the invention

The technical problem to be solved by the present invention is to provide a large deformation dynamic classification control method and device for high ground stress deep-buried soft rock tunnels to maximize the self-supporting capacity of surrounding rocks and avoid failures in actual engineering due to the shortcomings of existing technologies. The inapplicability of the support structure caused by too early or too late support timing.

In order to solve the above-mentioned technical problems, the technical solution adopted in the present invention is: a dynamic classification control method for large deformation of high ground stress deep-buried soft rock tunnels, comprising the following steps:

S1. According to the surrounding rock strength-stress ratio R _c /P ₀ , the relative deformation of the tunnel ε and the relative deformation rate η, determine the large deformation level of the tunnel, and formulate the reserved deformation u ₁ of the tunnel according to the large deformation level of the tunnel; P ₀ is In-situ stress at the face of tunnel construction; _Rc is the saturated uniaxial compressive strength of surrounding rock;

S2. When the relative deformation rate of the tunnel η>0.8%·d ^-1 (d represents the unit "day"), it is determined that the surrounding rock in front of the tunnel face needs to be actively reinforced by advanced support, and then enter step S3; when the relative deformation When rate η<0.8%·d ^-1 , directly enter step S3;

S3. It is determined that the tunnel needs to be excavated step by step, closed and formed into a ring for flexible primary support;

S4. When the cumulative deformation u is greater than the first warning value, and the deformation rate v has no obvious convergence trend (v≠0), it is determined that the surrounding rock behind the initial support needs to be strengthened by the active support method; otherwise, it is determined that the tunnel two Secondary lining for the next cycle of tunnel excavation and support;

When the cumulative deformation u continues to grow to be greater than the second warning value, and the deformation rate v has no obvious convergence trend (v≠0), it is determined that the passive support method should be used to increase the stiffness of the initial support to control the deformation of the surrounding rock; Secondary lining of the tunnel for the next cycle of tunnel excavation and support;

When the accumulative deformation u continues to increase to exceed the reserved deformation u>u ₁ , after the deformation is stable (v=0), it is determined that the initial support of the encroachment limit needs to be removed, the tunnel section should be expanded, and the reserved deformation should be increased To u ₂ , strengthen the initial support; otherwise, it is judged that the secondary lining of the tunnel should be applied, and the next cycle of tunnel excavation and support will be carried out;

S5. Repeat step S4 until the final cumulative deformation u of the initial support is controlled within the reserved deformation range u _i ;

Wherein, the first warning value<the second warning value<u ₁ .

The invention manages the deformation states of surrounding rocks in different grades, and further specifies the reserved deformation amounts and control measures of different grades of surrounding rocks. The grading method proposed by the present invention takes into account the relative deformation rate of the surrounding rock. This index represents the maximum growth rate of the surrounding rock deformation in a short period of time after the excavation of the tunnel, and intuitively reflects the self-stabilization ability of the surrounding rock of the tunnel face. An important basis for the implementation of advanced support. The invention proposes a control method combining active and passive support, and clarifies the support timing of the active support measure and the passive support measure. It can not only maximize the self-bearing capacity of the surrounding rock and improve the economy of support; but also avoid the inapplicability of the support structure caused by too early or too late support timing in actual engineering, and ensure the effective support sex. In step S1, the calculation formula for the saturated uniaxial compressive strength R _c of the surrounding rock is:

σ ₀ is the basic bearing capacity of the tunnel, and K is the reduction factor.

其中，R₀为隧道的当量半径；u₀为已施工段隧道的最大变形量。不同隧道的断面设计大小不同，以相对变形量为指标适用于不同断面大小的隧道，对于马蹄型的铁路隧道，隧道的当量半径等于隧道高度h和跨度b之和的1/4。The formula for calculating the relative deformation of the tunnel ε is:

Among them, R ₀ is the equivalent radius of the tunnel; u ₀ is the maximum deformation of the tunnel in the constructed section. Different tunnels have different cross-sectional design sizes, and the relative deformation is used as an index for tunnels with different cross-sectional sizes. For a horseshoe-shaped railway tunnel, the equivalent radius of the tunnel is equal to 1/4 of the sum of the tunnel height h and span b.

其中，v₀为已施工大变形段隧道的最大变形速率；R₀为隧道的当量半径。不同隧道的断面设计大小不同，以相对变形速率为指标适用于不同断面大小的隧道。本发明提出了相对变形速率指标，这项指标代表隧道开挖后短期内围岩变形的最大增速，直观地反应了掌子面围岩的自稳能力，是隧道是否施作超前支护的重要依据。In step S1, the calculation formula of relative deformation rate η is:

Among them, v ₀ is the maximum deformation rate of the constructed tunnel with large deformation; R ₀ is the equivalent radius of the tunnel. Different tunnels have different cross-sectional design sizes, and the relative deformation rate is used as an index for tunnels with different cross-sectional sizes. The present invention proposes a relative deformation rate index, which represents the maximum growth rate of surrounding rock deformation in a short period of time after excavation of the tunnel, intuitively reflects the self-stabilization ability of the surrounding rock at the face of the tunnel, and is an indicator of whether the tunnel is supported in advance. Important reference.

In step S1, the process of determining the reserved deformation u1 _of the tunnel includes:

When the surrounding rock strength-stress ratio R _c /P ₀ , the relative deformation of the tunnel ε, and the relative deformation rate η are 0.25-0.5, 3-5, and 0.3-0.5 respectively, the large deformation level of the tunnel is determined to be level I, and the corresponding The reserved deformation is 20~30cm;

When the surrounding rock strength-stress ratio R _c /P ₀ , the relative deformation of the tunnel ε, and the relative deformation rate η are 0.15-0.25, 5-8, and 0.5-0.8 respectively, it is determined that the large deformation level of the tunnel is II, and the corresponding The reserved deformation is 40~50cm;

When the strength-stress ratio of the surrounding rock (R _c /P ₀ )<0.15, the relative deformation of the tunnel ε>8, and the relative deformation rate η>0.8, it is determined that the large deformation level of the tunnel is III, and the corresponding reserved deformation is 50-80cm.

The determination process of the large deformation level and reserved deformation comprehensively considers the three indicators of the strength-stress ratio of surrounding rock, the relative deformation of the tunnel and the relative deformation rate of the tunnel. Compared with the existing grading methods, the present invention takes into account the relative deformation rate of the surrounding rock after tunnel excavation. This index can directly reflect the self-stabilization ability of the surrounding rock on the face of the tunnel, and is an important factor for the advanced pre-supporting of the tunnel. in accordance with. The measured deformation of the existing high ground stress deep-buried soft rock tunnel project is counted, and the reserved deformation of different deformation levels is finally determined.

The first warning value is set to 50%u ₁ ; the second warning value is set to 75%u ₁ . The setting of the early warning value is based on the reserved deformation amount, the actual measured deformation amount of the existing high ground stress deep buried soft rock tunnel project is counted, and finally 50% u ₁ and 75% u ₂ are used as the first early warning value and the second Two early warning value.

In step S2, the advanced support measures include advanced pre-grouting, advanced small conduits, advanced pipe sheds, horizontal jet grouting, and the like. In step S3, the flexible primary support includes low-rigidity primary support, a retractable steel frame, a compressible buffer layer, and the like. In step S4, the active reinforcement measures include grouting reinforcement of small conduits and adding reinforcement bolts. The passive support measures mentioned above refer to the addition of a second layer of steel arches. The strengthening of the initial support includes increasing the thickness of concrete, selecting high-rigidity steel arches, reducing the distance between steel arches, and adding lock-foot pipe sheds, etc.

As an inventive concept, the present invention also provides a computer device, including a memory, a processor, and a computer program stored on the memory; the processor executes the computer program to implement the steps of the method of the present invention.

As an inventive concept, the present invention also provides a computer program product, including computer programs/instructions; it is characterized in that, when the computer program/instructions are executed by a processor, the steps of the method of the present invention are implemented.

A computer-readable storage medium, on which computer programs/instructions are stored; when the computer programs/instructions are executed by a processor, the steps of the method of the present invention are realized.

Compared with prior art, the beneficial effect that the present invention has is:

(1) The method of the present invention manages the deformation states of surrounding rocks in different grades, and then specifies the reserved deformation and control measures for different grades of surrounding rocks. Compared with the existing large deformation classification method, the classification method of the present invention takes into account the relative deformation rate of the surrounding rock. This index represents the maximum growth rate of the deformation of the surrounding rock in a short period of time after the excavation of the tunnel, and intuitively reflects the deformation rate of the tunnel face. The self-stabilization ability of the surrounding rock is an important basis for whether the tunnel should be supported in advance.

(2) The control method of the present invention emphasizes process control, based on the measured deformation of the tunnel, control measures are taken in stages according to the process control benchmark, so that the deformation is finally controlled within the allowable range. Compared with the existing large deformation control methods, the method proposed by the present invention is more in line with the control concept of "combining yield and resistance, yielding first and then resisting" for high ground stress deep-buried soft rock tunnels. In the initial stage of deformation, "relief" is the main method, and flexible initial support is used to release the surrounding rock stress, and the self-bearing capacity of the surrounding rock is fully utilized; in the later stage of deformation, "resistance" is the main method, and active support is used to strengthen the surrounding rock or passive support The method of strengthening the support controls the deformation of the surrounding rock and prevents the deformation of the surrounding rock from exceeding the reserved deformation or loosening and damage.

(3) The control method of the present invention emphasizes dynamic control, and determines control standards and control methods in different deformation stages. Compared with the existing large deformation control method, the present invention proposes a control method combining active and passive support, and clarifies the support timing of the active support measure and the passive support measure. It can not only maximize the self-bearing capacity of the surrounding rock and improve the economy of support; but also avoid the inapplicability of the support structure caused by too early or too late support timing in actual engineering, and ensure the effective support sex.

Description of drawings

Fig. 1 is a schematic diagram of the hierarchical dynamic control of the high ground stress deep buried soft rock tunnel according to the embodiment of the present invention.

Fig. 2 is the support timing of various control technologies for high ground stress deep-buried soft rock tunnels in the embodiment of the present invention, wherein, ①——execute advanced support; ②—apply flexible initial support; ③—actively reinforce surrounding rock; ④ —Passively strengthened support; ⑤—Remove the initial support of the encroachment limit, expand and excavate the tunnel section, increase the reserved deformation, and strengthen the initial support.

Detailed ways

The embodiment of the present invention proposes a large-deformation dynamic classification control method for deep-buried soft rock tunnels with high ground stress. The method and steps of the present invention will be described in detail below in conjunction with the accompanying drawings:

Step 1. Determine the large deformation level of the tunnel according to the strength-stress ratio R _c /P ₀ of the surrounding rock, the relative deformation ε and the relative deformation rate η of the tunnel, and formulate the reserved deformation u ₁ of the tunnel. When a railway tunnel passes through a deeply buried soft and broken stratum, severe soft rock deformation occurs. The span and height of the tunnel section are 12m and 13m respectively, and the calculated section equivalent circle radius R ₀ =6.25m. The hydraulic fracturing method is used to test the ground stress P ₀ =10MPa, and the static penetration method is used to test the basic bearing capacity of the formation σ ₀ =180kPa. Calculate the saturated uniaxial compressive strength R _c =1.8 MPa of the surrounding rock according to formula (1), and thus calculate the strength-stress ratio of the surrounding rock R _c /P ₀ =0.18.

According to field measurements, the maximum deformation u ₀ and maximum deformation rate v ₀ of the constructed large deformation section are 72cm and 78mm/d respectively, and the relative deformation ε and relative deformation rate η of the tunnel are calculated according to formula (2) and formula (3) 11.52% and 1.25%·d ^-1 , respectively. According to the surrounding rock strength-stress ratio R _c /P ₀ , relative deformation ε and relative deformation rate η, according to Table 1, the large deformation level of the railway tunnel is determined to be grade Ⅲ, and the reserved deformation u ₁ of the tunnel is proposed to be 80cm.

Table 1 Large deformation grade and reserved deformation of deep buried soft rock tunnel with high ground stress

In step 2, based on the relative deformation rate η of the tunnel, the self-stabilization ability of the surrounding rock at the face of the tunnel is judged, and it is determined whether to implement advanced support. When the relative deformation rate of the tunnel η>0.8%·d ^-1 , at the time of support ① use advanced support to actively reinforce the surrounding rock in front of the tunnel face; when the relative deformation rate η<0.8%·d ^-1 , go directly to step 3. Advanced pre-reinforcement measures include advanced pre-grouting, advanced small conduits, advanced pipe sheds, and horizontal jet grouting.

The relative deformation rate calculated in this embodiment is η = 1.25%·d ^-1 >0.8%·d ^-1 , and the surrounding rock is pre-reinforced with an advanced pipe shed on site in this railway tunnel. The parameters of the pipe shed are Φ76, the wall thickness s=5mm, and the hot-rolled seamless steel pipe with a single length of 6m. During specific construction, along the arch of the tunnel excavation face, use a hydraulic pipe shed drilling rig to drill a row of holes in the formation in a fan shape. 2°, the hole spacing is 40cm. Then the steel pipes are inserted into the borehole to form a pipe shed, and the overlapping length of the front and rear rows of pipe sheds is 3.6m. There are grouting holes arranged in a plum blossom shape on the pipe wall of the steel pipe. Cement slurry is injected into the formation through the grouting holes on the pipe wall to strengthen the steel pipe and the formation. The grouting pressure is controlled at 0.5-1.0MPa until the orifice returns to the cement Until the slurry or pump pressure meets the design requirements.

组合中空锚杆；边墙采用长3.5m的

砂浆锚杆；仰拱采用长5m的

砂浆锚杆，系统锚杆间距1.2m×1.0m；型钢拱架采用I20b型钢，拱架间距0.6m。在隧道开挖后使用柔性初期支护，允许围岩在高地应力环境下释放一定的变形，能充分释放围岩中积累的变形能，满足“先让”的控制理念。柔性初期支护类型包括低刚度初期支护、可缩式钢架和可压缩缓冲层等。In step 3, after the advanced support is completed, the tunnel is excavated step by step, and the tunnel is closed in time after excavation to form a flexible initial support (support timing ②). The railway tunnel of this embodiment adopts the initial support scheme of system anchor + shotcrete + steel arch. The strength of shotcrete is C25, and the thickness is 27cm;

Combined hollow anchor rod; the side wall adopts a 3.5m long

Mortar anchor rod; the inverted arch adopts a 5m long

Mortar anchors, the distance between system anchors is 1.2m×1.0m; the steel arch frame is made of I20b steel, and the distance between arch frames is 0.6m. The use of flexible primary support after tunnel excavation allows the surrounding rock to release a certain amount of deformation in a high ground stress environment, which can fully release the accumulated deformation energy in the surrounding rock and meet the control concept of "giving way first". The types of flexible primary support include low stiffness primary support, retractable steel frame and compressible buffer layer, etc.

In step 4, when the cumulative deformation u>50%u ₁ , and the deformation rate v has no obvious convergence trend (v≠0), the active support method is used to reinforce the surrounding rock behind the initial support at the support timing ③; when the cumulative deformation If the quantity u is stable within the range of 50% u ₁ , then go directly to step 8. In this embodiment, after the deformation u of the tunnel reaches 40cm, the surrounding rock is actively reinforced by radial grouting with small conduits. The small conduits for grouting are seamless steel pipes with a diameter of Φ42mm, a wall thickness of 3.5mm, and a length of 4.0m. During the specific construction, the holes are set out on site and drilled with a rock drill. After the drilling is completed, the holes are cleaned and hammered into the small grouting conduit. The grouting material is cement slurry with a water-cement ratio of 0.8:1. The grouting pressure Not more than 0.2MPa. The sequence of grouting starts from the side walls on both sides, and finally the surrounding rock of the vault is grouted. When the grouting pressure reaches the design pressure, the grout injection volume reaches the design value, and when no or very little grout is injected, the grouting can be stopped.

Step 5, when the cumulative deformation u continues to increase to u>75%u ₁ , and the deformation rate v has no obvious convergence trend (v≠0), at the support timing ④ use the passive support method to increase the initial support stiffness to control the surrounding rock Deformation; when the accumulated deformation u is stable within the range of 75% u ₁ , go directly to step 8. In this embodiment, after the deformation u of the tunnel reaches 60cm, the method of adding a second layer of steel arches is adopted to control the deformation of the surrounding rock. The steel arch frame on the second floor is made of I22b steel, and the distance between the arch frames is 0.6m. During the specific construction, the arch frame is set on the inverted arch whose strength meets the requirements, and the steel arch frames are connected as a whole with Φ22 steel bars, and the circumferential spacing of the steel bars is 0.6-0.8m. The arch feet of each arch frame are respectively drilled with 4 to 6 Φ42, L=4.5m lock foot anchor pipes, and the front end of the anchor pipe is provided with a grout overflow hole, and the anchor pipe and the surrounding rock formation are consolidated by injecting grout into the lock foot anchor pipes , to ensure that the arch does not sink and slide. The gap between the arch frame and the initial support surface is wedged tightly with wooden wedges or other objects to ensure that the arch is fully stressed.

Step 6, when the accumulative deformation u continues to increase to exceed the reserved deformation u>u ₁ , after the deformation is stable (v=0), at the opportunity ⑤ remove the initial support of the encroachment limit, expand the tunnel section, and increase Reserve the deformation amount up to u ₂ , and strengthen the initial support; when the accumulated deformation amount u reaches stability within the reserved deformation range u ₁ , go to step 8. The deformation of the surrounding rock in this embodiment has been mostly controlled by the support of the second layer of steel arches, but the initial support deformation of some sections still exceeds the reserved deformation. For this part of the section, first follow the principle of "removing and replacing one by one, stably controlling deformation" to remove the original primary support shotcrete and demolish the original primary support steel arch. Then manually expand the excavation to the design outline with tools such as jacks and trim the excavation section, increase the reserved deformation to u ₂ = 90cm, and check the clearance of the section repeatedly before the arch replacement; Concrete seals the rock face, then replaces it with a new reinforced arch, and quickly installs the locking foot anchor pipe. When the deformation still exceeds the reserved deformation amount u ₁ in the third stage, comprehensive control measures are taken to remove the encroaching initial support, expand the tunnel section, increase the reserved deformation amount to u ₂ , and strengthen the initial support. Strengthening the initial support includes increasing the thickness of concrete, selecting high-rigidity steel arches, reducing the distance between steel arches, and adding lock-foot pipe sheds, etc.

In this embodiment, I22b-shaped steel is used for the reinforced initial support, and the distance between the arches is 0.6m. L=4.5m. Finally, after the erection of the steel arch is completed, spray C25 concrete again to the design thickness, and thicken the shotcrete to 30cm, thus completing the removal and replacement of the primary support.

Step 7, repeat steps 4 to 6 until the final cumulative deformation u of the initial support is controlled within the reserved deformation range;

In step 8, the secondary lining of the tunnel is constructed, and the next cycle of tunnel excavation and support is carried out.

Claims (5)

1. A high ground stress deep buried soft rock tunnel large deformation dynamic classification control method, is characterized in that, comprises the following steps: S1. According to the strength-stress ratio R _c / P ₀ of the surrounding rock, the relative deformation of the tunnel ε and the relative deformation rate η , the large deformation level of the tunnel is determined, and the reserved deformation u ₁ of the tunnel is proposed according to the large deformation level of the tunnel; P ₀ is The in-situ stress at the face of the tunnel construction; Rc is the saturated _uniaxial compressive strength of the surrounding rock; the formula for calculating the relative deformation of the tunnel ε is:

; Among them, R ₀ is the equivalent radius of the tunnel; u ₀ is the maximum deformation of the tunnel in the constructed section; the calculation formula of the relative deformation rate η is:

; Among them, v ₀ is the maximum deformation rate of the constructed tunnel with large deformation; R ₀ is the equivalent radius of the tunnel; S2. When the relative deformation rate η of the tunnel > 0.8% d ^-1 , it is determined that the surrounding rock in front of the tunnel face needs to be actively reinforced by advanced support, and enter step S3; when the relative deformation rate η < 0.8% d ^-1 , go directly to step S3; d represents the unit "day"; S3. It is determined that the tunnel is excavated step by step, and the flexible primary support is applied in a closed loop; S4. When the cumulative deformation u is greater than the first warning value and the deformation rate v ≠ 0, it is determined that the surrounding rock behind the initial support needs to be reinforced by the active support method; otherwise, it is determined that the secondary lining of the tunnel should be applied and the next cycle will be carried out tunnel excavation support; When the accumulative deformation u continues to grow to be greater than the second warning value, and the deformation rate v ≠ 0, it is determined that the passive support method needs to be used to increase the stiffness of the initial support to control the deformation of the surrounding rock; A cycle of tunnel excavation and support; When the accumulative deformation u continues to increase to exceed the reserved deformation u ₁ , after v = 0, it is judged that it is necessary to remove the initial support of the encroachment limit, expand the tunnel section, increase the reserved deformation to u ₂ , and implement Strengthen the initial support; otherwise, determine the secondary lining of the tunnel, and carry out the next cycle of tunnel excavation and support; S5. Repeat step S4 until the final cumulative deformation u of the initial support is controlled within the reserved deformation range u _i ; Wherein, the first warning value<the second warning value< u ₁ ; The process of determining the reserved deformation u ₁ of the tunnel includes: When the surrounding rock strength-stress ratio R _c / P ₀ , the tunnel relative deformation ε , and the relative deformation rate η are 0.25-0.5, 3-5, and 0.3-0.5 respectively, it is determined that the large deformation level of the tunnel is I, and the corresponding The reserved deformation is 20~30cm; When the surrounding rock strength-stress ratio R _c / P ₀ , the tunnel relative deformation ε , and the relative deformation rate η are 0.15-0.25, 5-8, and 0.5-0.8 respectively, it is determined that the large deformation level of the tunnel is II, and the corresponding The reserved deformation is 40~50cm; When the surrounding rock strength-stress ratio

, When the relative deformation of the tunnel ε > 8, and the relative deformation rate η > 0.8, the large deformation level of the tunnel is determined to be level III, and the corresponding reserved deformation is 50-80cm. 2. The large deformation dynamic classification control method for high ground stress deep buried soft rock tunnels according to claim 1, characterized in that, the first early warning value is set to 50% u ₁ ; the second early warning value is set to 75% u ₁ . 3. A computer system comprising a memory, a processor and a computer program stored on the memory; it is characterized in that the processor executes the computer program to realize the steps of the method according to claim 1 or 2. 4. A computer program product, comprising a computer program/instruction; characterized in that, when the computer program/instruction is executed by a processor, the steps of the method according to claim 1 or 2 are implemented. 5. A computer-readable storage medium, on which computer programs/instructions are stored; it is characterized in that, when the computer program/instructions are executed by a processor, the steps of the method according to claim 1 or 2 are realized.

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