Method for controlling deformation invasion amount of soft rock

Abstract

The invention relates to a method for controlling soft rock deformation invasion, which relates to the field of tunnel construction, and comprises the following steps: S1, parameter value setting: determining the allowable deformation Tmax of each step; determining the theoretical average deformation rate V theoretical average of the surrounding rock outside each step; s2, tunnel excavation: after excavation of the step, supporting the surrounding rock by adopting a supporting structure, and measuring the actual average deformation rate V actual of the surrounding rock outside the construction day of the step of the layer to obtain the actual deformation rate V actual of the Nth day; if V is actual lt; if V < actual > is equal to V < theoretical average > or V < actual > is equal to V < theoretical average >, S2 is repeated until tunnel construction is completed; if V is actual gt; if V is theoretical average, after the supporting structure is reinforced through a large arch foot structure, step excavation of the next day is carried out, and S2 is repeated till tunnel construction is completed. The construction method has the effects of accelerating the construction process and saving the production cost at the same time.

Description

Technical Field

[0001] The present application relates to the field of tunnel construction, and in particular to a method for controlling the deformation and invasion limit of soft rock. Background Art

[0002] During tunnel excavation, it is necessary to ensure the stability of the surrounding rock to prevent safety accidents such as surrounding rock collapse. To this end, after tunnel excavation, support structures will be laid out in the tunnel clearance area to prevent surrounding rock collapse; However, during the excavation process, the surrounding rock may deform and invade the tunnel clearance area due to geological influences. At present, in the actual construction process, after the on-site personnel measure that the surrounding rock deformation has invaded the tunnel clearance area, it is usually directly determined to be a surrounding rock collapse problem, and other means will be used to further reinforce the support structure to increase the support strength of the surrounding rock; However, in reality, in the process of surrounding rock deformation intrusion, the intrusion of the surrounding rock does not necessarily lead to the collapse of the surrounding rock. At present, after the surrounding rock deformation intrusion is determined, reinforcement measures are directly taken on the support structure, which will delay the construction progress and increase production costs. Therefore, how to save production costs while speeding up the construction process is an urgent problem to be solved. Summary of the invention

[0003] In order to speed up the construction process and save production costs at the same time, the present application provides a method for controlling the deformation and invasion limit of soft rock.

[0004] The present application provides a method for controlling the deformation and invasion limit of soft rock, which adopts the following technical solution: A method for controlling soft rock deformation and invasion limit, comprising the following steps: S1: Parameter value setting: Set the number of steps for multi-step excavation construction; According to the excavation period of each step in the design, the total excavation days S and the excavation days S1 of each step are obtained; Set the total deformation reference value A of the tunnel; Set the deformation ratio of each step within the total deformation reference value A to X; According to the deformation calculation formula: T max =A*X, determine the allowable deformation T of each step max ; According to the formula: V 理论平均 =T max / S1, determine the theoretical average deformation rate V of the surrounding rock outside each step 理论平均 ; S2: Tunnel Excavation: After the step is excavated, the surrounding rock is supported by a supporting structure, and the actual average deformation rate V of the surrounding rock on the day of step construction is measured. 实际, and the actual deformation rate V on the Nth day is obtained 实际 ; If V 实际 <V 理论平均 Or if V 实际 =V 理论平均 , then repeat S2 until the tunnel construction is completed; If V 实际 >V 理论平均 , the supporting structure is reinforced by the large arch foot structure, and then the next step excavation is carried out and S2 is repeated until the tunnel construction is completed.

[0005] By adopting the above technical solution, during the step excavation process, if the surrounding rock is deformed, the actual deformation rate V 实际 The theoretical average deformation rate V 理论平均 A comparison is made, and based on the deformation result, a decision is made as to whether the supporting structure needs further reinforcement. Compared with the previous method of reinforcing the supporting structure as long as the surrounding rock is deformed, this method analyzes the deformation of the surrounding rock, and does not perform additional reinforcement on the supporting structure within the allowable deformation range. While ensuring construction safety, it can speed up the construction progress, reduce unnecessary reinforcement structures, and cut economic costs. In other words, compared with the previous blind reinforcement method, this application judges whether further reinforcement is needed based on actual data, thereby achieving precise reinforcement of the surrounding rock.

[0006] Optionally, the total deformation reference value A is the smallest value among the deformation limit required by the owner, the design deformation limit of the design institute, and the deformation limit calculated by the arch frame buckling analysis.

[0007] By adopting the above technical solution, the smallest value is selected among the restrictions given by multiple parties, which can ensure that the construction quality meets the needs of all parties.

[0008] The optional support structure includes a plurality of support segments distributed in sequence along the designed excavation contour line of the tunnel, and two adjacent support segments are detachably connected.

[0009] By adopting the above technical solution, multiple support sections are set to support the surrounding rock, which can improve the stability of the surrounding rock; at the same time, the split support sections can adapt to tunnels of different shapes.

[0010] Optionally, the large arch foot structure includes: a clamping plate having a clamping end and an extending end, the clamping plate being clamped and fixed between the ends of the two supporting sections, the clamping end of the clamping plate being located between the two supporting sections, and the extending end of the clamping plate being located on a side of the supporting section away from the tunnel clearance area, and The reinforcement member has two mounting side walls, the two mounting side walls are perpendicular to each other, one of the mounting side walls is fitted and fixedly connected to the extended end of the clamping plate, and the other mounting side wall is fitted and fixedly connected to the wall surface of the supporting section away from the tunnel clearance area.

[0011] By adopting the above technical solution, when the surrounding rock exerts pressure on the reinforcement and the support segment toward the tunnel clearance area, the deformation of the two support segments at the connection can be reduced under the action of the reinforcement and the splint, thereby being able to withstand greater surrounding rock pressure and ensure the stability of the surrounding rock.

[0012] Optionally, the two mounting side walls form a dihedral angle; The reinforcement member is provided with an avoidance groove on a side away from the dihedral angle, and a mounting side plate with a thickness is formed between the groove wall of the avoidance groove and the mounting side wall; The avoidance groove separates the reinforcement member into two reinforcement ribs in the tunnel depth direction, and the avoidance groove is located between the two reinforcement ribs in the tunnel depth direction.

[0013] By adopting the above technical solution and providing an avoidance groove, the weight of the reinforcement can be reduced, while the reinforcement ribs on both sides can ensure the firmness of the support.

[0014] Optionally, a connecting plate is fixedly connected to one end of the support segment close to the clamping plate, and the connecting plate extends to the outer end of the support segment in the direction of tunnel depth; in the length direction of the support segment, the clamping plate is clamped between the two connecting plates.

[0015] By adopting the above technical solution and sandwiching a connecting plate between the clamping plate and the supporting section, the stability of the supporting structure can be further improved.

[0016] Optionally, a reinforcement device is also included, and the reinforcement device includes: Two reinforcement members, each of the mounting side panels is connected to a corresponding sliding connection with one reinforcement member; The reinforcing member is perpendicular to the edge of the dihedral angle along the sliding direction of the mounting side plate; Of the two reinforcement members, one is a first reinforcement member and the other is a second reinforcement member; Of the two mounting side plates, the mounting side plate in contact with the clamping plate is a first mounting side plate, and the other is a second mounting side plate; The first reinforcement member is correspondingly connected to the first mounting side plate in a sliding direction parallel to the mounting side wall of the first mounting side plate; The second reinforcement member is correspondingly slidably connected to the second mounting side plate, and the sliding direction is parallel to the mounting side wall of the second mounting side plate; The two reinforcing members slide relatively along the third direction, and the angle between the third direction and the sliding direction of each reinforcing member along the mounting side plate is °.

[0017] By adopting the above technical solution, the reinforcement is slid to different positions along the installation side plate, which can change the contact area between the reinforcement device and the splint and the support section, thereby providing different support strengths for the support section to adapt to different surrounding rock deformation rates; because when adjusting the reinforcement, the reinforcement needs to be directed toward the inner limit of the surrounding rock, this process may require resisting the pressure of the surrounding rock; therefore, the shorter the adjustment interval, the more convenient the operation will be, which can be easier to install than directly using large-sized reinforcements.

[0018] Optionally, the reinforcement member includes an inclined portion, the inclined portion is parallel to the third direction, and the inclined portions of the two reinforcement members slide relatively along the third direction; The inclined portion is provided with a plurality of plug-in grooves parallel to the third direction at one end thereof close to the other inclined portion, and the plurality of plug-in grooves are spaced apart in the depth direction of the tunnel; the portion of the inclined portion between two adjacent plug-in grooves is the plug-in portion, and the plug-in groove of each inclined portion is used for inserting the plug-in portion on the other inclined portion along the third direction.

[0019] By adopting the above technical solution, it is possible to prevent two adjacent inclined portions from deviating in the tunnel depth direction, thereby improving the stability of the reinforcement.

[0020] Optionally, one of the inclined portions is provided with a guide groove parallel to the third direction on the inner wall of the plug-in slot, and the other inclined portion is provided with a guide strip protruding from the inner wall of the plug-in slot and capable of being inserted into the guide groove along the third direction.

[0021] By adopting the above technical solution and inserting the guide bar into the plug-in groove, the two inclined parts can be prevented from sliding in a direction perpendicular to the inclined parts, so that the two inclined parts in the plug-in state can bear a greater surrounding rock pressure.

[0022] Optionally, it further includes a sub-drive assembly, each of the reinforcements is connected to the mounting side plate through the sub-drive assembly; the sub-drive assembly connected to the first reinforcement is a first sub-drive assembly, and the sub-drive assembly connected to the second reinforcement is a second sub-drive assembly, and the sub-drive assembly includes: a guide rod, one end of which is fixedly connected to the reinforcement member so as to slide synchronously with the reinforcement member, and the other end of which is slidably connected to the mounting side plate; and A screw rod is arranged parallel to the guide rod, one end of the screw rod is threadedly connected to the guide rod, and the other end of the screw rod is rotatably connected to the reinforcement member around the axis of the screw rod itself.

[0023] By adopting the above technical solution, when adjusting the position of the reinforcing member, the position of the reinforcing member can be changed by simply rotating the screw rod along the mounting side plate; the setting of the screw rod can meet the support requirements of different positions and has high versatility.

[0024] In summary, the present application includes at least one of the following beneficial technical effects: 1. Compared with the previous method of reinforcing the supporting structure as soon as the surrounding rock deforms, the present application analyzes the deformation of the surrounding rock and does not perform additional reinforcement for the supporting structure within the allowable deformation range. While ensuring construction safety, it can speed up the construction progress, reduce unnecessary reinforcement structures, and reduce economic costs. In other words, compared with the previous blind reinforcement method, the present application judges whether further reinforcement is needed based on actual data, thereby achieving accurate reinforcement of the surrounding rock. 2. By setting up a large arch foot structure, the surrounding rock support can be more stable; 3. By setting reinforcement parts, the surrounding rock can be supported with different strengths. BRIEF DESCRIPTION OF THE DRAWINGS

[0025] Figure 1 It is a schematic diagram of a structure in which a clamping plate and a reinforcement member are provided between two support sections in an embodiment of the present application; Figure 2 is a cross-sectional view of a reinforcement member in an embodiment of the present application; Figure 3 yes Figure 2 A magnified view of part A; Figure 4 It is a structural schematic diagram of a reinforcement member in an embodiment of the present application; Figure 5 is a cross-sectional view of a reinforcement member and a clamping plate in an embodiment of the present application, and is intended to illustrate the structure of the overall drive assembly; Figure 6 is an exploded view of two reinforcement members in an embodiment of the present application; Figure 7 yes Figure 6 A magnified view of part B; Figure 8 It is a schematic diagram of the structure of the sub-drive assembly and the main drive assembly in the embodiment of the present application; Fig. 9 This is an enlarged view of part C in 8.

[0026] Explanation of reference numerals: 1, steel arch; 11, support section; 12, connecting plate; 2, reinforcement; 21, mounting side wall; 22, avoidance groove; 23, reinforcement rib; 24, mounting side plate; 24a, first mounting side plate; 24b, second mounting side plate; 241, second mounting hole; 25, mounting plate; 26, rotating seat; 251, guide hole; 3, clamping plate; 31, clamping end; 32, extension end; 33, rotating hole; 34, first mounting hole; 4, reinforcement; 4a, first reinforcement; 4b, second Reinforcement; 41. Vertical portion; 42. Inclined portion; 421. Plug-in slot; 422. Plug-in portion; 43. Guide strip; 44. Guide slot; 5. Sub-drive assembly; 5a. First sub-drive assembly; 5b. Second sub-drive assembly 51. Guide rod; 52. Screw rod; 6. Main drive assembly; 61. First drive shaft; 62. First bevel gear; 63. Second bevel gear; 64. Second drive shaft; 65. Third bevel gear; 66. Fourth bevel gear; 7. Auxiliary support member; 71. Telescopic rod; 8. Extension plate. DETAILED DESCRIPTION

[0027] The following is combined with Figure 1-9 This application is described in further detail.

[0028] The present application embodiment discloses a method for controlling the deformation and invasion limit of soft rock. Figure 1 , the method for controlling the deformation and invasion limit of soft rock includes the following steps: S1: Parameter value setting: Set the number of steps for multi-step excavation construction, such as two-step excavation method, three-step excavation method, etc. According to the excavation period of each step in the design, the total excavation days S and the excavation days S1 of each step are obtained; To set the total deformation reference value A of the tunnel, the steps are as follows: First, obtain several deformation limits: Obtain the deformation limit required by the owner; Obtain the design deformation limit value from the design institute; Obtain the deformation limit calculated by the arch buckling analysis; Compare the three deformation limits and select the smallest deformation limit as the total deformation reference value A; According to the parameters given by the design institute, the deformation ratio of each step within the total deformation reference value A is set to X; According to the deformation calculation formula: T max =A*X, determine the allowable deformation T of each step max ; According to the formula: V 理论平均 =T max / S1, determine the theoretical average deformation rate V of the surrounding rock outside each step 理论平均; S2: Tunnel Excavation: After the step is excavated, the surrounding rock is supported by a supporting structure, and the actual average deformation rate V of the surrounding rock on the day of step construction is measured. 实际 , and the actual deformation rate V on the Nth day is obtained 实际 ; Every day's V 实际 With V 理论平均 For comparison, If V 实际 <V 理论平均 or V 实际 =V 理论平均 , then repeat S2 and continue the bench excavation construction for the next day until the tunnel construction is completed; If V 实际 >V 理论平均 , the supporting structure is reinforced by the large arch foot structure, and then the next step excavation is carried out and S2 is repeated until the tunnel construction is completed.

[0029] Reference Figure 1 In some embodiments, the support structure includes a steel arch frame 1, which includes a plurality of support segments 11 distributed in sequence along the tunnel design excavation contour line, and the support segments 11 are preferably I-beams, and two adjacent support segments 11 are detachably connected; if the support structure needs to be reinforced, a large arch foot structure is added to the outer side of the steel arch frame 1 close to the ground; The large arch foot structure is located between two adjacent support segments 11, and the large arch foot structure includes a reinforcement member 2 and a clamping plate 3 having a clamping end 31 and an extension end 32; in the direction of the steel arch frame 1, the clamping plate 3 is fixedly clamped between two adjacent support segments 11, and the support segment 11 is arranged perpendicular to the clamping plate 3; it should be understood that since the support segment 11 may have a certain curvature on the tunnel excavation contour line, the aforementioned support segment 11 is arranged perpendicular to the clamping plate 3, and it should be understood that the tangent line of the support segment 11 connected to the clamping plate 3 is perpendicular to the clamping plate 3; In order to improve the firmness of the connection between the support segment 11 and the clamp plate 3, a connecting plate 12 perpendicular to the support segment 11 is welded on the end wall of the support segment 11. Both ends of the connecting plate 12 extend to the outside of the support segment 11 in the direction of tunnel depth. In the horizontal direction and perpendicular to the depth of the tunnel, the two side walls of the connecting plate 12 are flush with the inner and outer walls of the support segment 11 respectively; the clamp plate 3 is clamped between the two connecting plates 12, and the clamp plate 3 and the two connecting plates 12 are fixedly connected by high-strength bolts.

[0030] Reference Figure 1The length of the clamping plate 3 in the direction of the tunnel depth is consistent with the length of the connecting plate 12 in the direction of the tunnel depth, so that the two end walls of the clamping plate 3 are coplanar with the end walls of the connecting plate 12; in the direction of the steel arch frame, the clamping end 31 of the clamping plate 3 is located between the two connecting plates 12, and the extending end 32 of the clamping plate 3 extends to the side of the supporting section 11 away from the tunnel clearance area.

[0031] Reference Figure 2 and Figure 3 , the reinforcement 2 is located on the side of the clamping plate 3 close to the tunnel vault, and the reinforcement 2 is located on the side of the support section 11 away from the tunnel clearance area; the reinforcement 2 has two mounting side walls 21, and the two mounting side walls 21 are perpendicular to each other so that the two mounting side walls 21 form a dihedral angle; among the two mounting side walls 21, one mounting side wall 21 is fitted and fixedly connected to the extension end 32 of the clamping plate 3, and the other mounting side wall 21 is fitted and fixedly connected to the wall surface of the support section 11 away from the tunnel clearance area; in the present disclosure, the reinforcement 2 is fixedly connected to the extension end 32 of the clamping plate 3 by welding, and is fixedly connected to the support section 11 by high-strength bolts; The reinforcement 2 is provided with an avoidance groove 22 on one side of the 90° angle of the dihedral angle. In the depth direction of the tunnel, the avoidance groove 22 divides the reinforcement 2 into two reinforcement ribs 23, that is, the two reinforcement ribs 23 are spaced apart in the depth direction of the tunnel, and the avoidance groove 22 is located between the two reinforcement ribs 23; at the same time, the other two side walls of the avoidance groove 22 each correspond to a mounting side wall 21 to form a mounting side plate 24 with a thickness, wherein the mounting side plate 24 in contact with the splint 3 is the first mounting side plate 24a, and the mounting side plate 24 in contact with the support section 11 is the second mounting side plate 24b.

[0032] Reference Figure 4 and Figure 5 In some embodiments of the present application, a reinforcement device is further included, the reinforcement device includes a reinforcement member 4, a sub-drive assembly 5 and a main drive assembly 6, wherein the reinforcement member 4 and the sub-drive assembly 5 are each provided with two, and each sub-drive assembly 5 is connected to a corresponding reinforcement member 4, and the main drive assembly 6 is used to drive the two sub-drive assemblies 5 to operate; Reference Figure 5, one of the two reinforcements 4 is the first reinforcement 4a, and the other is the second reinforcement 4b; the first reinforcement 4a is slidably connected to the first mounting side plate 24a, and the sliding direction is parallel to the first direction; the second reinforcement 4b is slidably connected to the second mounting side plate 24b, and the sliding direction is parallel to the second direction; the second direction is the tangent direction of the support section 11 where the second reinforcement 4b is provided, and the first direction is perpendicular to both the tunnel depth direction and the second direction; the first reinforcement 4a and the second reinforcement 4b slide against each other along a third direction, the third direction is perpendicular to the tunnel depth direction, and the third direction forms an angle of 45° with the first direction and the second direction, therefore, in the process of sliding the two reinforcements 4 along the mounting side plate 24, the total length of the two reinforcements 4 formed by cooperation in the third direction can be changed, thereby providing different supporting forces.

[0033] Reference Figure 6 and Figure 7 In the present disclosure, the reinforcement member 4 includes an integrally arranged vertical portion 41 and an inclined portion 42. The vertical portion 41 of the first reinforcement member 4a is perpendicular to the first direction, the vertical portion 41 of the second reinforcement member 4b is perpendicular to the second direction, the inclined portion 42 is located on the side where the vertical portions 41 of the two reinforcement members 4 are close to each other, and an insertion groove 421 is provided at one end of each inclined portion 42 away from the vertical portion 41 along the third direction, the insertion groove 421 is parallel to the third direction, and the portion of each inclined portion 42 between two adjacent insertion grooves 421 is an insertion portion 422. When the two inclined portions 42 slide relatively along the third direction, the insertion groove 421 on each inclined portion 42 is used for the insertion portion 422 on the other inclined portion 42 to be inserted along the third direction; The inclined portion 42 is provided with a guide bar 43 protruding from the side wall of the plug-in portion 422 and arranged parallel to the third direction, and the inclined portion 42 is provided with a guide groove 44 arranged parallel to the third direction on the inner wall of the plug-in groove 421. The guide groove 44 on each inclined portion 42 is used for inserting the guide bar 43 on another inclined portion 42, so that the guide bar 43 can slide along the third direction in the guide groove 44, and after the guide bar 43 is inserted into the guide groove 44, the guide bar 43 is adaptively contacted with the inner wall of the guide groove 44. Through the contact between the guide bar 43 and the inner wall of the guide groove 44, the pressure exerted by the surrounding rock on the inclined portion 42 in the direction perpendicular to the third direction can be resisted, so that the bearing capacity of the reinforcement device can be adjusted by adjusting the sliding of the two reinforcement members 4 in the third direction.

[0034] Reference Figure 8In order to install the sub-drive assembly 5, in some embodiments of the present application, a mounting plate 25 is fixedly connected to the reinforcement member 2, and a mounting plate 25 is correspondingly fixedly connected to each mounting side plate 24, one end of the mounting plate 25 extends into the avoidance groove 22, and a sub-drive assembly 5 is correspondingly connected to each mounting plate 25. The sub-drive assembly 5 is used to drive the reinforcement member 4 to move along the reinforcement member 2. The sub-drive assembly 5 connected to the first reinforcement member 4a is the first sub-drive assembly 5a, and the sub-drive assembly 5 connected to the second reinforcement member 4b is the second sub-drive assembly 5b; The sub-drive assembly 5 includes a guide rod 51 and a screw rod 52. The guide rod 51 is directly or indirectly slidably connected to the reinforcement member 2. In the present disclosure, a guide hole 251 for the guide rod 51 to pass through is opened on the mounting plate 25. The guide rod 51 is inserted into the guide hole 251 so that the guide rod 51 can slide along the reinforcement member 2 by sliding on the mounting plate 25. The cross-sections of the guide rod 51 and the guide hole 251 are both non-circular to prevent the guide rod 51 from rotating in the guide hole 251. Preferably, the cross-sections of the guide rod 51 and the guide hole 251 in the present disclosure are rectangular; one end of the guide rod 51 is fixedly connected to the reinforcement member 4, and the other end passes through the guide hole 251 on the mounting plate 25 and extends into the avoidance groove 22; Specifically, the guide rod 51 in the first sub-driving assembly 5a is slidably connected to the mounting plate 25 along the first direction, and the guide rod 51 in the second sub-driving assembly 5b is slidably connected to the mounting plate 25 along the second direction; The screw rod 52 in the sub-drive assembly 5 is arranged parallel to the guide rod 51. The screw rod 52 is located in the avoidance groove 22, and one end of the screw rod 52 is threadedly connected to the guide rod 51, and the other end is rotatably connected to the reinforcement 2. In the process of rotating the screw rod 52 around the axis of the screw rod 52 itself, due to the limiting effect of the inner wall of the guide hole 251 on the guide rod 51, the guide rod 51 will move along the length direction of its own rod, so that the reinforcement 4 can be driven by the guide rod 51 to move; in order to install the screw rod 52, the reinforcement 2 is provided with a rotating seat 26 on the inner wall of the avoidance groove 22, and the end of the screw rod 52 away from the reinforcement 4 is rotatably connected to the rotating seat 26.

[0035] Reference Figure 8 and Fig. 9 The total drive assembly 6 is used to drive the screws 52 in the two sub-drive assemblies 5 to rotate synchronously. The total drive assembly 6 includes a first drive shaft 61, a first bevel gear 62, a second bevel gear 63, a second drive shaft 64, a third bevel gear 65 and a fourth bevel gear 66. In the present disclosure, the first bevel gear 62, the second bevel gear 63, the third bevel gear 65 and the fourth bevel gear 66 are all 45° bevel gears; The first driving shaft 61 is parallel to the first direction. A rotating hole 33 is provided in the clamping plate 3 along the first direction. The rotating hole 33 penetrates the end wall of the clamping end 31 of the clamping plate 3. One end of the first driving shaft 61 is located in the rotating hole 33 and can rotate around the axis of the first driving shaft 61 in the rotating hole 33. The other end passes through the end wall of the clamping end 31 and extends to the outside of the clamping plate 3. A first mounting hole 34 connected to the rotating hole 33 is also provided in the clamping plate 3. In the present disclosure, the first mounting hole 34 penetrates the clamping plate 3 along the second direction. The first bevel gear 62 is located in the first mounting hole 34 and is coaxially fixedly connected to the first drive shaft 61, so that the first bevel gear 62 can rotate with the first drive shaft 61; the second bevel gear 63 is located in the first mounting hole 34, and the second bevel gear 63 is meshed with the first bevel gear 62, so that the second bevel gear 63 rotates with the first bevel gear 62; A second mounting hole 241 communicating with the first mounting hole 34 is formed on the first mounting side plate 24a along the second direction. One end of the second drive shaft 64 is coaxially fixedly connected to the second bevel gear 63, and the other end passes through the second mounting hole 241 and extends into the avoidance groove 22. The second bevel gear 63 is rotatably connected to the reinforcement member 2 through a bearing, so that the second drive shaft 64 rotates with the second bevel gear 63 around the axis of the second bevel gear 63. The third bevel gear 65 is coaxially fixedly connected to the screw rod 52 in the second sub-drive assembly 5, and is coaxially fixedly connected to the second drive shaft 64, so that the third bevel gear 65 is coaxial with the second bevel gear 63; the fourth bevel gear 66 is coaxially fixedly connected to the screw rod 52 in the first sub-drive assembly 5, and the third bevel gear 65 is meshed with the fourth bevel gear 66; When the first driving shaft 61 is rotated along the clamping plate 3, the first bevel gear 62 rotates synchronously with the first driving shaft 61. Under the meshing action of the teeth of the first bevel gear 62 and the second bevel gear 63, the first bevel gear 62 will drive the second bevel gear 63 to rotate synchronously; the second driving shaft 64 and the third bevel gear 65 coaxially fixedly connected to the second bevel gear 63 will rotate synchronously; the fourth bevel gear 66 meshing with the third bevel gear 65 will rotate synchronously; When the third bevel gear 65 and the fourth bevel gear 66 rotate, they will drive the screws 52 in the two sub-drive assemblies 5 to rotate synchronously, and then the screws 52 will drive the guide rods 51 to slide along the mounting plate 25, so as to change the distance between the reinforcement member 4 and the reinforcement member 2. When the two reinforcement members 4 slide relative to each other along the third direction, the support range of the splint 3 and the support section 11 can be changed, thereby changing the support strength.

[0036] Reference Figure 8In order to further improve the supporting strength, in some embodiments of the present application, an auxiliary support member 7 is also included, and the auxiliary support member 7 includes a telescopic rod 71. In the present disclosure, the vertical portion 41 in the first reinforcement member 4a is fixedly connected to an extension plate 8, and the extension plate 8 extends to the side of the extension end 32 of the splint 3 away from the clamping end 31. The telescopic direction of the telescopic rod 71 is parallel to the first direction, and one end of the telescopic rod 71 is fixedly connected to the splint 3, and the other end is fixedly connected to the extension plate 8, so that the reinforcement member 4 and the splint 3 can cooperate to support the support segment 11.

[0037] The above are all preferred embodiments of the present application, and the protection scope of the present application is not limited thereto. Therefore, any equivalent changes made according to the structure, shape, and principle of the present application should be included in the protection scope of the present application.

Claims

1. A method for controlling the deformation and invasion limit of soft rock, characterized in that: The steps include: S1: Parameter value setting: Set the number of steps for multi-step excavation construction; According to the excavation period of each step in the design, the total excavation days S and the excavation days S1 of each step are obtained; Set the total deformation reference value A of the tunnel; Set the deformation ratio of each step within the total deformation reference value A to X; According to the deformation calculation formula: T max =A*X, determine the allowable deformation T of each step max ; According to the formula: V 理论平均 =T max / S1, determine the theoretical average deformation rate V of the surrounding rock outside each step 理论平均 ; S2: Tunnel Excavation: After the step is excavated, the surrounding rock is supported by a supporting structure, and the actual average deformation rate V of the surrounding rock on the day of the step construction is measured. 实际 , and the actual deformation rate V on the Nth day is obtained 实际 ; If V 实际 <V 理论平均 Or if V 实际 =V 理论平均 , then repeat S2 until the tunnel construction is completed; If V 实际 >V 理论平均 , the supporting structure is reinforced by the large arch foot structure, and then the next step excavation is carried out and S2 is repeated until the tunnel construction is completed.

2. A method for controlling deformation and invasion limit of soft rock according to claim 1, characterized in that: The total deformation reference value A is the smallest value among the deformation limit required by the owner, the design deformation limit of the design institute, and the deformation limit calculated by the arch frame buckling analysis.

3. A method for controlling deformation and invasion limit of soft rock according to any one of claims 1-2, characterized in that: The support structure comprises a plurality of support segments (11) distributed in sequence along a tunnel design excavation contour line, and two adjacent support segments (11) are detachably connected.

4. A method for controlling deformation and invasion limit of soft rock according to claim 3, characterized in that: The large arch foot structure comprises: a clamping plate (3) having a clamping end (31) and an extending end (32), the clamping plate (3) being clamped and fixed between the ends of the two supporting segments (11), the clamping end (31) of the clamping plate (3) being located between the two supporting segments (11), and the extending end (32) of the clamping plate (3) being located on a side of the supporting segment (11) away from the tunnel clearance area, and A reinforcement member (2), the reinforcement member (2) having two mounting side walls (21), the two mounting side walls (21) being perpendicular to each other, one of the mounting side walls (21) being fitted to and fixedly connected to an extended end (32) of the clamping plate (3), and the other of the mounting side walls (21) being fitted to and fixedly connected to a wall surface of the supporting section (11) away from a tunnel clearance area.

5. A method for controlling deformation and invasion limit of soft rock according to claim 4, characterized in that: The two mounting side walls (21) form a dihedral angle; The reinforcement member (2) is provided with an avoidance groove (22) on a side away from the dihedral angle, and a mounting side plate (24) having a thickness is formed between the groove wall of the avoidance groove (22) and the mounting side wall (21); The avoidance groove (22) separates the reinforcement member (2) into two reinforcement ribs (23) in the tunnel depth direction, and the avoidance groove (22) is located between the two reinforcement ribs (23) in the tunnel depth direction.

6. A method for controlling deformation and invasion limit of soft rock according to claim 5, characterized in that: A connecting plate (12) is fixedly connected to one end of the supporting segment (11) close to the clamping plate (3); in the tunnel depth direction, the connecting plate (12) extends to the outer end of the supporting segment (11); in the length direction of the supporting segment (11), the clamping plate (3) is clamped between the two connecting plates (12).

7. A method for controlling soft rock deformation and invasion limit according to claim 6, characterized in that: Also included is a reinforcement device, the reinforcement device comprising: Two reinforcing members (4), each of the mounting side plates (24) being slidably connected to a corresponding reinforcing member (4); The reinforcing member (4) is perpendicular to the edge of the dihedral angle along the sliding direction of the mounting side plate (24); Of the two reinforcing members (4), one is a first reinforcing member (4a) and the other is a second reinforcing member (4b); Of the two mounting side plates (24), the mounting side plate (24) in contact with the clamping plate (3) is a first mounting side plate (24a), and the other is a second mounting side plate (24b); The first reinforcement member (4) is correspondingly connected to the first mounting side plate (24) in a sliding manner, and the sliding direction is parallel to the mounting side wall (21) of the first mounting side plate (24); The second reinforcement member (4) is correspondingly slidably connected to the second mounting side plate (24), and the sliding direction is parallel to the mounting side wall (21) of the second mounting side plate (24); The two reinforcement members (4) slide relatively along a third direction, and the angle between the third direction and the sliding direction of each reinforcement member (4) along the mounting side plate (24) is 45°.

8. A method for controlling soft rock deformation and invasion limit according to claim 7, characterized in that: The reinforcement member (4) comprises an inclined portion (42), the inclined portion (42) is parallel to the third direction, and the inclined portions (42) of the two reinforcement members (4) slide relatively along the third direction; The inclined portion (42) is provided with a plurality of plugging grooves (421) arranged parallel to a third direction toward one end close to another inclined portion (42), and the plurality of plugging grooves (421) are distributed at intervals in the tunnel depth direction; the portion of the inclined portion (42) between two adjacent plugging grooves (421) is a plugging portion (422), and the plugging groove (421) of each inclined portion (42) is used for the plugging portion (422) on the other inclined portion (42) to be inserted along the third direction.

9. A method for controlling deformation and invasion limit of soft rock according to claim 8, characterized in that: One of the inclined portions (42) is provided with a guide groove (44) arranged parallel to the third direction on the inner wall of the plug-in slot (421), and the other of the inclined portions (42) is provided with a guide strip (43) protruding from the inner wall of the plug-in slot (421) and capable of being inserted into the guide groove (44) along the third direction.

10. A method for controlling soft rock deformation and invasion limit according to claim 9, characterized in that: The invention also comprises a sub-drive assembly (5), wherein each of the reinforcement members (4) is connected to the mounting side plate (24) via the sub-drive assembly (5); the sub-drive assembly (5) connected to the first reinforcement member (4a) is a first sub-drive assembly (5a), and the sub-drive assembly (5) connected to the second reinforcement member (4b) is a second sub-drive assembly (5b), and the sub-drive assembly (5) comprises: a guide rod (51), one end of which is fixedly connected to the reinforcement member (4) so ​​as to slide synchronously with the reinforcement member (4), and the other end of which is slidably connected to the mounting side plate (24); and A screw rod (52) is arranged parallel to the guide rod (51), one end of the screw rod (52) is threadedly connected to the guide rod (51), and the other end is rotatably connected to the reinforcing member (2) around the axis of the screw rod (52).

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