CN114352358A - Dynamic grading control method and system for large deformation of high-ground-stress deep-buried soft rock tunnel - Google Patents
Dynamic grading control method and system for large deformation of high-ground-stress deep-buried soft rock tunnel Download PDFInfo
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Abstract
The invention discloses a dynamic grading control method and a dynamic grading control system for large deformation of a high-ground-stress deep-buried soft rock tunnel, which are used for carrying out grading management and dynamic control on deformation of surrounding rocks, determining control references and control methods at different deformation stages, determining support time of active support measures and passive support measures and conforming to the control concept of 'letting resistance combine, letting first and then resisting' of the high-ground-stress deep-buried soft rock tunnel.
Description
Technical Field
The invention relates to the field of tunnel engineering, in particular to a dynamic grading control method and device for large deformation of a high-ground-stress deep-buried soft rock tunnel.
Background
The deep rock mass has complex structure and high ground stress, and the large deformation of the soft rock caused by the high ground stress belongs to the large deformation with extrudability. The deformation control of the high ground stress deep-buried soft rock tunnel is a difficult engineering problem which troubles the vast tunnel constructors. The general principle of controlling the large deformation of the soft rock tunnel is to control the deformation of the excavated surrounding rock within an allowable range. For the high ground stress deep-buried soft rock tunnel, the deformation control also follows the control concept of 'letting resist combine, letting resist first and then resist'. Some deformation of the surrounding rock and the supporting structure is allowed in the early stage to sufficiently release the deformation energy accumulated in the surrounding rock. The pressure-yielding measures comprise increasing the reserved deformation and adopting flexible primary support. Common flexible primary support structures include low-stiffness steel arches, retractable steel frames, compressible buffer layers, and the like. In order to ensure the stability of the tunnel and prevent the surrounding rock from loosening and damaging in the later deformation stage, an active supporting or passive supporting mode is adopted to improve the compression resistance of the surrounding rock or the supporting structure. The active support refers to actively improving mechanical parameters of tunnel surrounding rock, fully adjusting self-bearing capacity of the surrounding rock, and comprises advanced pre-reinforcement before excavation and section surrounding rock reinforcement after excavation. The advanced pre-reinforcement mainly comprises advanced pre-grouting, an advanced small conduit and an advanced pipe shed. Reinforcing the surrounding rock of the cross section comprises adding a reinforcing anchor rod, radially grouting the surrounding rock and the like; passive supporting means that the bearing capacity of tunnel support is improved, makes supporting construction provide bigger support counter-force in order to resist the surrounding rock deformation. Common passive support measures include increasing the thickness of concrete, selecting high-rigidity steel arches, reducing the spacing between the steel arches, adding a locking leg pipe shed, multi-layer primary support and the like. Therefore, the large deformation control measures of the high-ground-stress deep-buried soft rock tunnel are abundant, and the support mechanism, the control capability and the application conditions of different deformation control measures are different.
The deformation of the high ground stress deep-buried soft rock tunnel mainly depends on the surrounding rock strength and the stress environment. The deformation grades of the surrounding rocks are different under different strength stress ratios, and the supporting resistance required by deformation control is also different. In addition, the control concept of 'letting resist combine, letting first and then resist' of the high ground stress deep buried soft rock tunnel emphasizes process control, and staged intervention is carried out according to a deformation development rule in the construction process, so that the deformation of the tunnel is finally controlled within an allowable range. However, at present, a unified knowledge is not formed aiming at the control measures of the high ground stress deep-buried soft rock tunnel under different deformation levels and different deformation stages, and engineering application is mainly based on experience analogy, so that the supporting measures adopted by actual engineering are either too high in rigidity and not economical, or too low in rigidity and not applicable, the yielding degree of surrounding rocks and the pressure-resistant design of a supporting structure are difficult to grasp, and further the deformation control effect is difficult to guarantee.
Disclosure of Invention
The invention aims to solve the technical problem that the prior art is insufficient, and provides a dynamic grading control method and device for large deformation of a high-ground-stress deep-buried soft rock tunnel, which furthest exert the self-bearing capacity of surrounding rocks and avoid the inapplicability of a supporting structure caused by too early or too late supporting time in actual engineering.
In order to solve the technical problems, the technical scheme adopted by the invention is as follows: a dynamic grading control method for large deformation of a high-ground-stress deep-buried soft rock tunnel comprises the following steps:
s1, according to the stress ratio R of the surrounding rock strengthc/P0Determining the large deformation grade of the tunnel according to the relative deformation epsilon and the relative deformation rate eta of the tunnel, and drawing up the reserved deformation u of the tunnel according to the large deformation grade of the tunnel1；P0The ground stress of the tunnel construction face position is obtained; rcThe saturated uniaxial compressive strength of the surrounding rock;
s2, relative deformation rate eta of tunnel>0.8％·d-1When (d represents unit 'day'), it is determined that advance support initiative is neededReinforcing the surrounding rock in front of the tunnel face, and then entering step S3; when the relative deformation rate eta<0.8％·d-1Then, the process proceeds directly to step S3;
s3, judging that the tunnel needs to be excavated step by step, and sealing the tunnel to form a ring to construct a flexible primary support;
s4, when the accumulated deformation u is larger than a first early warning value and the deformation rate v has no obvious convergence trend (v is not equal to 0), judging that the surrounding rock behind the primary support needs to be reinforced by adopting an active support method; otherwise, judging to construct a tunnel secondary lining, and performing tunnel excavation supporting of the next cycle;
when the accumulated deformation u continuously increases to be larger than a second early warning value and the deformation rate v has no obvious convergence trend (v is not equal to 0), judging that the primary support rigidity needs to be improved by adopting a passive support method to control the deformation of the surrounding rock; otherwise, judging to construct a tunnel secondary lining, and performing tunnel excavation supporting of the next cycle;
when the accumulated deformation u still continuously increases to exceed the reserved deformation u>u1After the deformation is stable (v is 0), the tunnel section needs to be demolished and excavated, and the reserved deformation is increased to u2Applying a reinforced primary support; otherwise, judging to construct a tunnel secondary lining, and performing tunnel excavation supporting of the next cycle;
s5, repeating the step S4 until the final accumulated deformation u of the primary support is controlled within the reserved deformation range uiInternal;
wherein the first early warning value is less than the second early warning value and less than u1。
The invention carries out graded management on the deformation state of the surrounding rock, thereby defining the reserved deformation amount and the control measure of the surrounding rock with different grades. The grading method provided by the invention considers the relative deformation rate of the surrounding rock, the index represents the maximum acceleration of the deformation of the surrounding rock in a short period after tunnel excavation, the self-stability capability of the surrounding rock on the tunnel face is reflected visually, and the grading method is an important basis for judging whether the tunnel is used for advance support. The invention provides a control method for combining active and passive support, and defines the support time of active support measures and passive support measures. The self-bearing capacity of the surrounding rock can be exerted to the maximum extent, and the economical efficiency of support is improved; and can avoidThe support structure is not suitable for use due to too early or too late support time in actual engineering, and the support effectiveness is guaranteed. In step S1, the saturated uniaxial compressive strength R of the surrounding rockcThe calculation formula of (2) is as follows:
σ0for the basic bearing capacity of the tunnel, K represents a reduction coefficient.
The calculation formula of the relative deformation epsilon of the tunnel is as follows:
wherein R is0Is the equivalent radius of the tunnel; u. of0The maximum deformation of the constructed tunnel segment. The section design size of different tunnels is different, uses relative deflection as the index and is applicable to the tunnel of different section sizes, and for the railway tunnel of horse shoe type, the equivalent radius of tunnel equals 1/4 of the sum of tunnel height h and span b.
In step S1, the calculation formula of the relative deformation rate η is:
wherein v is0The maximum deformation rate of the constructed large deformation section tunnel is obtained; r0Is the equivalent radius of the tunnel. The cross sections of different tunnels are designed to have different sizes, and the method is suitable for tunnels with different cross sections by taking the relative deformation rate as an index. The invention provides a relative deformation rate index which represents the maximum acceleration of the deformation of the surrounding rock in a short period after the tunnel is excavated, intuitively reflects the self-stability capability of the surrounding rock on the tunnel face and is an important basis for whether the tunnel is applied to advance support.
In step S1, the tunnel reservation deformation u1The determination process of (2) includes:
when the stress ratio R of the surrounding rock strengthc/P0When the relative deformation epsilon and the relative deformation rate eta of the tunnel are respectively 0.25-0.5, 3-5 and 0.3-0.5, determining that the large deformation grade of the tunnel is I grade and the corresponding reserved deformation is 20-30 cm;
when the stress ratio R of the surrounding rock strengthc/P0When the relative deformation epsilon and the relative deformation rate eta of the tunnel are respectively 0.15-0.25, 5-8 and 0.5-0.8, determining that the large deformation grade of the tunnel is II grade and the corresponding reserved deformation is 40-50 cm;
when the strength-to-stress ratio (R) of surrounding rockc/P0)<0.15, tunnel relative deformation ε>8. Relative rate of deformation η>And when 0.8, determining that the large deformation grade of the tunnel is III grade, and the corresponding reserved deformation is 50-80 cm.
The determination process of the large deformation grade and the reserved deformation comprehensively considers three indexes of the surrounding rock strength-stress ratio, the tunnel relative deformation and the tunnel relative deformation rate. Compared with the existing grading method, the method considers the relative deformation rate of the surrounding rock after tunnel excavation, and the index can intuitively reflect the self-stability capability of the surrounding rock on the tunnel face and is an important basis for the advance pre-support of tunnel construction. And (4) counting the actually measured deformation of the existing high-ground-stress deep-buried soft rock tunnel engineering, and finally determining the reserved deformation of different deformation grades.
The first early warning value is set to be 50% u1(ii) a The second early warning value is set to 75% u1. Setting the early warning value by taking the reserved deformation as the basis, counting the actual measurement deformation of the existing high ground stress deep-buried soft rock tunnel engineering, and finally determining that 50% u is used1And 75% u2As a first warning value and a second warning value for deformation control.
In step S2, the advance support measures include advance pre-grouting, advance small conduit, advance pipe shed, horizontal jet grouting, and the like. In step S3, the flexible primary support includes a low-rigidity primary support, a retractable steel frame, a compressible buffer layer, and the like. In step S4, the active reinforcement measures include small duct grouting reinforcement and reinforcement anchor rod addition. The passive supporting measure means that a second layer of steel arch frame is additionally arranged. The reinforced primary support comprises the steps of increasing the thickness of concrete, selecting high-rigidity steel arch frames, reducing the distance between the steel arch frames, adding a locking pin pipe shed and the like.
As an inventive concept, the present invention also provides a computer arrangement comprising 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 comprising computer programs/instructions; wherein the computer program/instructions, when executed by a processor, performs the steps of the method of the present invention.
A computer readable storage medium having stored thereon a computer program/instructions; which when executed by a processor implement the steps of the method of the present invention.
Compared with the prior art, the invention has the beneficial effects that:
(1) the method of the invention carries out graded management on the deformation state of the surrounding rock, thereby defining the reserved deformation amount and control measures of the surrounding rocks of different grades. Compared with the existing large deformation grading method, the grading method considers the relative deformation rate of the surrounding rock, the index represents the maximum acceleration of the deformation of the surrounding rock in a short period after the tunnel is excavated, the self-stability capability of the surrounding rock on the tunnel face is reflected intuitively, and the grading method is an important basis for whether the tunnel is used for advanced support.
(2) The control method of the invention emphasizes the process control, takes the actual measurement deformation of the tunnel as the basis, and takes control measures in stages according to the process control reference, so that the deformation is finally controlled within the allowable range. Compared with the existing large deformation control method, the method provided by the invention is more in line with the control concept of 'letting resistance combination, letting first and then resisting' of the high ground stress deep buried soft rock tunnel. The method mainly comprises the steps of giving priority to 'yielding' in the initial deformation stage, releasing the stress of the surrounding rock by adopting flexible initial support, and fully exerting the self-bearing capacity of the surrounding rock; and (3) mainly taking 'anti' in the later deformation stage, and controlling the deformation of the surrounding rock by adopting a method of actively supporting and reinforcing the surrounding rock or passively supporting and reinforcing the supporting, so as to prevent the deformation of the surrounding rock from exceeding the reserved deformation amount or from being loosened and damaged.
(3) The control method of the invention emphasizes dynamic control and determines control references and control methods of different deformation stages. Compared with the existing large deformation control method, the invention provides a control method combining active and passive support, and defines the support time of active support measures and passive support measures. The self-bearing capacity of the surrounding rock can be exerted to the maximum extent, and the economical efficiency of support is improved; and the inadaptability of the supporting structure caused by too early or too late supporting time in the actual engineering can be avoided, and the effectiveness of supporting is ensured.
Drawings
Fig. 1 is a high ground stress deep-buried soft rock tunnel grading dynamic control schematic diagram in the embodiment of the invention.
FIG. 2 is a supporting opportunity of various control technologies of a high-ground-stress deep-buried soft rock tunnel according to an embodiment of the present invention, wherein firstly, advance supporting is performed; constructing flexible primary branches; initiatively reinforcing the surrounding rock; fourthly, passively reinforcing support; fifthly, removing the primary support of the invasion limit, expanding and excavating the section of the tunnel, increasing the reserved deformation and strengthening the primary support.
Detailed Description
The embodiment of the invention provides a dynamic grading control method for large deformation of a high ground stress deep-buried soft rock tunnel, which is specifically described by combining the attached drawings of the specification and comprises the following steps:
According to the actual measurement on site, the maximum deformation u of the constructed large deformation section0And maximum deformation rate v072cm and 78mm/d, respectively, and the relative deformation ε and the relative deformation rate η of the tunnel were calculated to be 11.52% and 1.25%. d, respectively, based on the equations (2) and (3)-1. From the strength-to-stress ratio R of the surrounding rockc/P0Determining the large deformation level of the railway tunnel to be III level according to the table 1, and drawing up the reserved deformation u of the tunnel1＝80cm。
TABLE 1 Large deformation grade and reserved deformation of high ground stress deep-buried soft rock tunnel
In the step 2, the self-stability capability of the tunnel face surrounding rock is judged according to the relative deformation rate eta of the tunnel, and whether advance support is applied or not is determined. Relative deformation rate eta of tunnel>0.8％·d-1Firstly, adopting advanced support to actively reinforce the surrounding rock in front of the tunnel face at the support time; when the relative deformation rate eta<0.8％·d-1Go directly to step 3. The advanced pre-reinforcing measures comprise advanced pre-grouting, advanced small guide pipes, advanced pipe sheds, horizontal rotary spraying grouting and the like.
The relative deformation rate η calculated in this example is 1.25%. d-1>0.8％·d-1And the railway tunnel is pre-reinforced with surrounding rocks by adopting an advanced pipe shed on site. The parameters of the pipe shed are phi 76, the wall thickness s is 5mm, and a single hot-rolled seamless steel pipe with the length of 6m is selected. During specific construction, a hydraulic pipe shed drilling machine is used for drilling a row of holes in a fan-shaped mode into a stratum along an arch portion of a tunnel excavation working face, the diameter of each hole is 20-30 cm larger than the diameter of a steel pipe, an inserting angle of each hole is about 1-2 degrees, and the distance between every two holes is 40 cm. Then inserting the steel pipe into the drilled hole to form a pipe shedThe overlapping length of the calandria shed is 3.6 m. And grouting holes arranged in a quincunx shape are reserved on the wall of the steel pipe, cement slurry is injected into the stratum through the grouting holes in the pipe wall to reinforce the steel pipe and the stratum, and the grouting pressure is controlled to be 0.5-1.0 MPa until the cement slurry is returned from the orifice or the pump pressure reaches the design requirement.
And step 3, excavating the tunnel step by step after the advance support is completely constructed, and sealing the tunnel in time after the excavation to construct a flexible primary support (support opportunity II). The railway tunnel of the embodiment adopts a primary support scheme of a system anchor rod, sprayed concrete and a steel arch frame. The strength of the sprayed concrete is C25, and the thickness is 27 cm; the system anchor rod of the arch part is 3.5m long
Combining hollow anchor rods; the side wall is 3.5m long
A mortar anchor rod; the inverted arch is 5m long
Mortar anchor rods, wherein the distance between the anchor rods of the system is 1.2m multiplied by 1.0 m; the steel arch centering adopts I20b steel, and the distance between the arches is 0.6 m. The flexible primary support is used after the tunnel is excavated, so that the surrounding rock is allowed to release certain deformation in a high ground stress environment, the deformation energy accumulated in the surrounding rock can be fully released, and the control concept of 'first yielding' is met. The flexible primary support types comprise low-rigidity primary support, a retractable steel frame, a compressible buffer layer and the like.
In step 4, when the deformation u is accumulated>50％u1When the deformation rate v has no obvious convergence trend (v is not equal to 0), reinforcing the surrounding rock behind the primary support by adopting an active support method at the moment of support; when the cumulative deformation u is 50% u1If the range is stable, the process goes directly to step 8. In the embodiment, after the tunnel deformation u reaches 40cm, the surrounding rock is actively reinforced by adopting a small-conduit radial grouting method. The small grouting guide pipes are seamless steel pipes with the diameter of 42mm, the wall thickness of 3.5mm and the length of 4.0m, and are arranged in a quincunx shape with the distance of 1.2m multiplied by 1.2 m. During specific construction, site lofting of hole sites is carried out by adopting a rock drillAnd drilling, cleaning the hole and hammering and driving the small grouting guide pipe after the drilling is finished, wherein the grouting material adopts cement slurry with the water cement ratio of 0.8:1, and the grouting pressure is not more than 0.2 MPa. And grouting the vault surrounding rock from the side walls on the two sides in sequence and finally grouting the vault surrounding rock. When the grouting pressure reaches the design pressure, the grouting amount reaches the design value, and the grouting can be stopped when the grouting amount is not fed or is small.
Step 5, when the accumulated deformation u continuously increases to u>75％u1When the deformation rate v has no obvious convergence trend (v is not equal to 0), improving the initial support rigidity by adopting a passive support method at the support time (iv) to control the deformation of the surrounding rock; when the cumulative deformation u is 75% u1If the range is stable, the process goes directly to step 8. In the embodiment, after the tunnel deformation u reaches 60cm, the deformation of the surrounding rock is controlled by adopting a method of additionally arranging a second layer of steel arch. The second layer of steel arch is made of I22b steel, and the distance between the arches is 0.6 m. During specific construction, the arch frame is arranged on an inverted arch with strength meeting requirements, phi 22 steel bars are connected between the steel arch frames into a whole, and the circumferential distance between the steel bars is 0.6-0.8 m. 4-6 foot-locking anchor pipes with the diameter of 42 phi and the length of 4.5m L are respectively arranged on the arch foot of each arch frame, the front end of each anchor pipe is provided with a slurry overflow hole, and the anchor pipes and the surrounding rock strata are solidified by grouting into the foot-locking anchor pipes so as to ensure that the arch frames do not sink and slide and displace. The gap between the arch frame and the primary support surface is tightly wedged by wood wedges or other objects to ensure that the arch protection is completely stressed.
Step 6, when the accumulated deformation u is still continuously increased to exceed the reserved deformation u>u1After the deformation is stable (v is 0), removing the primary support and expanding the tunnel section, and increasing the deformation to u2Applying a reinforced primary support; when the accumulated deformation u is in the reserved deformation range u1If the stability is reached, the process proceeds to step 8. The deformation of the surrounding rock of the embodiment is mostly controlled under the supporting action of the second-layer steel arch, but the primary supporting deformation of partial cross section exceeds the reserved deformation. For the section, firstly, the original primary support sprayed concrete is broken and the original primary support steel arch is removed according to the principle of 'removing and changing one by one and stably controlling deformation'. Then, manually expanding and digging to the designed contour line by using tools such as an air pick and the like, trimming the excavated section, and increasing the reserved deformationAmount to u2Checking the clearance size of the cross section repeatedly before replacing the arch centering as 90 cm; after expanding and digging, the concrete is sprayed to close the rock surface, then the reinforced new arch frame is replaced, and the locking anchor pipe is constructed quickly. When the deformation still exceeds the reserved deformation u in the third stage1Removing the initial support of invasion limit, enlarging tunnel section, and increasing the reserved deformation to u2And applying comprehensive control measures for reinforcing primary support. The primary support is reinforced by increasing the thickness of concrete, selecting high-rigidity steel arch frames, reducing the space between the steel arch frames, additionally arranging a locking leg pipe shed and the like.
The reinforcing preliminary bracing of this embodiment selects I22b shaped steel, and the bow member interval is 0.6m, connects into an entirety with phi 22 reinforcing bar between the steel bow member, and reinforcing bar hoop interval is 0.6 ~ 0.8m, and the lock foot anchor pipe adopts 4 ~ 6 phi 42, and L equals 4.5 m. And finally, after the erection of the steel arch frame is finished, spraying C25 concrete again to the designed thickness, and thickening the sprayed concrete to 30cm, thereby finishing the dismounting and replacement of the primary support.
7, repeating the step 4 to the step 6 until the final accumulated deformation u of the primary support is controlled within the reserved deformation range;
and 8, constructing a secondary lining of the tunnel, and performing tunnel excavation support of the next cycle.
Claims (8)
1. A dynamic grading control method for large deformation of a high-ground-stress deep-buried soft rock tunnel is characterized by comprising the following steps:
s1, according to the stress ratio R of the surrounding rock strengthc/P0Determining the large deformation grade of the tunnel according to the relative deformation epsilon and the relative deformation rate eta of the tunnel, and drawing up the reserved deformation u of the tunnel according to the large deformation grade of the tunnel1；P0The ground stress of the tunnel construction face position is obtained; rcThe saturated uniaxial compressive strength of the surrounding rock;
s2, relative deformation rate eta of tunnel>0.8％·d-1When the surrounding rock in front of the tunnel face needs to be actively reinforced by adopting the advance support, the step S3 is carried out; when the relative deformation rate eta<0.8％·d-1Then, the process proceeds directly to step S3; d represents the unit "day";
s3, judging that the tunnel is excavated step by step, and sealing and looping the tunnel to construct a flexible primary support;
s4, when the accumulated deformation u is larger than a first early warning value and the deformation rate v is not equal to 0, judging that the surrounding rock behind the primary support needs to be reinforced by adopting an active support method; otherwise, judging to construct a tunnel secondary lining, and performing tunnel excavation supporting of the next cycle;
when the accumulated deformation u continuously increases to be larger than a second early warning value and the deformation rate v is not equal to 0, judging that the primary support rigidity needs to be improved by adopting a passive support method to control the deformation of the surrounding rock; otherwise, judging to construct a tunnel secondary lining, and performing tunnel excavation supporting of the next cycle;
when the accumulated deformation u still continuously increases to exceed the reserved deformation u1If v is equal to 0, the tunnel section needs to be demolished and excavated, and the reserved deformation is increased to u2Applying a reinforced primary support; otherwise, judging to construct a tunnel secondary lining, and performing tunnel excavation supporting of the next cycle;
s5, repeating the step S4 until the final accumulated deformation u of the primary support is controlled within the reserved deformation range uiInternal;
wherein the first early warning value is less than the second early warning value and less than u1。
2. The dynamic grading control method for the large deformation of the high-ground-stress deep-buried soft rock tunnel according to claim 1, wherein the calculation formula of the relative deformation epsilon of the tunnel is as follows:
wherein R is0Is the equivalent radius of the tunnel; u. of0The maximum deformation of the constructed tunnel segment.
3. The dynamic grading control method for large deformation of the high-ground-stress deep-buried soft rock tunnel according to claim 1, wherein in step S1, the calculation formula of the relative deformation rate η is as follows:
wherein v is0The maximum deformation rate of the constructed large deformation section tunnel is obtained; r0Is the equivalent radius of the tunnel.
4. The dynamic grading control method for large deformation of the high-ground-stress deep-buried soft rock tunnel according to claim 1, characterized in that the reserved deformation u of the tunnel1The determination process of (2) includes:
when the stress ratio R of the surrounding rock strengthc/P0When the relative deformation epsilon and the relative deformation rate eta of the tunnel are respectively 0.25-0.5, 3-5 and 0.3-0.5, determining that the large deformation grade of the tunnel is I grade and the corresponding reserved deformation is 20-30 cm;
when the stress ratio R of the surrounding rock strengthc/P0When the relative deformation epsilon and the relative deformation rate eta of the tunnel are respectively 0.15-0.25, 5-8 and 0.5-0.8, determining that the large deformation grade of the tunnel is II grade and the corresponding reserved deformation is 40-50 cm;
when the strength-to-stress ratio (R) of surrounding rockc/P0)<0.15, tunnel relative deformation ε>8. Relative rate of deformation η>And when 0.8, determining that the large deformation grade of the tunnel is III grade, and the corresponding reserved deformation is 50-80 cm.
5. The dynamic grading control method for large deformation of the high-ground-stress deep-buried soft rock tunnel according to claim 1, wherein the first early warning value is set to be 50% u1(ii) a The second early warning value is set to 75% u1。
6. A computer system comprising a memory, a processor, and a computer program stored on the memory; characterized in that the processor executes the computer program to carry out the steps of the method according to one of claims 1 to 5.
7. A computer program product comprising a computer program/instructions; characterized in that the computer program/instructions, when executed by a processor, performs the steps of the method according to one of claims 1 to 5.
8. A computer readable storage medium having stored thereon a computer program/instructions; characterized in that the computer program/instructions, when executed by a processor, implement the steps of the method of one of claims 1 to 5.
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| CN115163125A (en) * | 2022-07-29 | 2022-10-11 | 中南大学 | Differential grading control method and system suitable for asymmetric extrusion soft rock tunnel |
| CN116357347A (en) * | 2023-03-31 | 2023-06-30 | 重庆建工集团股份有限公司 | Control method for large deformation surrounding rock of tunnel high-ground-stress soft rock |
| CN116992545A (en) * | 2023-09-04 | 2023-11-03 | 北京交通大学 | Large deformation grading method for ultra-high ground stress ultra-large buried depth soft rock tunnel |
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| CN116357347B (en) * | 2023-03-31 | 2024-02-02 | 重庆建工集团股份有限公司 | Control method for large deformation surrounding rock of tunnel high-ground-stress soft rock |
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