A non-explosive rapid construction method suitable for large-section rock tunnel

Abstract

The present application relates to a kind of non-explosive fast construction method suitable for large section rock tunnel.The efficiency of the excavator of cantilever excavator method is directly related to the strength of surrounding rock, especially when the strength of rock is greater than 60MPa, the efficiency of the cantilever excavator will decrease sharply, especially for large section tunnel, the efficiency of a single cantilever excavator decreases more significantly.The non-explosive fast construction method suitable for large section rock tunnel of the present application is to first break rock by using expanding agent and then use cantilever excavator to excavate for cross excavation construction.The efficiency of the cantilever excavator is greatly improved after the rock is broken by the expanding agent, and the advantages of precise control of excavation profile by the cantilever excavator are fully utilized, which has significant economic and social benefits.

Description

Technical Field

[0001] This invention relates to the field of rock tunnel construction technology, specifically a non-explosive rapid construction method applicable to large-section rock tunnels. Background Technology

[0002] With the rapid development of my country's transportation infrastructure, the number and scale of tunnel projects are increasing. More and more projects involve close-proximity tunnel construction. Blasting operations in rock tunnels can impact the safety of nearby existing buildings and structures. Minimizing the impact of blasting is a current challenge in close-proximity construction of rock tunnels.

[0003] For non-explosive construction of hard rock tunnels, cantilever tunneling and expansive agent rock-breaking methods are typical non-explosive tunnel excavation methods. The tunneling efficiency of the cantilever tunneling machine is directly related to the strength of the surrounding rock. In particular, when the rock strength exceeds 60 MPa, the efficiency of the cantilever tunneling machine decreases sharply, especially for large-section tunnels, where the efficiency of a single cantilever tunneling machine decreases even more significantly. If the expansive agent rock-breaking method and the cantilever tunneling method can be effectively combined to reduce the rock mass strength before excavation, the excavation efficiency will inevitably be greatly improved. Summary of the Invention

[0004] To address the aforementioned problems, the purpose of this invention is to provide a non-explosive rapid construction method suitable for large-section rock tunnels. This invention employs a combination of cantilever tunneling and excavation using an expanding agent to fracture and break the rock, which can effectively address the problem of low construction efficiency caused by the high rock mass strength during non-explosive excavation of large-section rock tunnels.

[0005] To solve the above-mentioned technical problems, the technical solution adopted by the present invention is as follows:

[0006] A non-explosive rapid construction method suitable for large-section rock tunnels involves first using an expanding agent to fracture the rock, and then using a cantilever tunneling machine for cross-cutting excavation.

[0007] Furthermore, the tunnel is divided into upper and lower steps for excavation. The cantilever tunneling machine excavation and the rock-breaking with expansive agent are carried out simultaneously on the left and right upper sections of the upper step, respectively. The rock-breaking with expansive agent is then transferred to the lower step for excavation. The cantilever tunneling machine excavation is then carried out in a second stage along the areas of the upper and lower steps after the rock-breaking with expansive agent.

[0008] Furthermore, a non-explosive rapid construction method suitable for large-section rock tunnels is characterized by the following steps:

[0009] S1) Before tunnel construction, determine the strength of the surrounding rock.

[0010] S2) The tunnel is divided into upper and lower steps for excavation, wherein the upper step is divided into two parts: the upper left section and the upper right section.

[0011] S3) Simultaneously carry out cantilever tunneling excavation and expansion agent-induced rock breaking construction in two parts, namely the upper left section and the upper right section;

[0012] S4) When the rock-breaking construction using the expansive agent reaches the rock-breaking size of the upper bench, the rock-breaking construction using the expansive agent is transferred to the lower bench for construction; when the excavation construction using the cantilever tunneling machine reaches the excavation size of the first construction section of the upper bench, the cantilever tunneling machine is transferred to the area after the rock-breaking construction using the expansive agent on the upper bench for excavation construction.

[0013] S5) After the cantilever tunneling machine has completed the excavation of the upper bench and reached the excavation size, the initial support operation of the upper bench shall be carried out.

[0014] S6) After the rock-breaking construction using the expansive agent reaches the rock-breaking size of the lower bench, the cantilever tunneling machine will move to the area of ​​the lower bench after the rock-breaking construction using the expansive agent to carry out secondary excavation construction after completing the excavation of the upper bench.

[0015] After the cantilever tunneling machine described in S7) completes the excavation of the lower bench and reaches the excavation size, it performs the initial support operation of the lower bench to complete one cycle of operation.

[0016] S8) Repeat steps S2)-S7) to continue the construction of the next cycle.

[0017] Furthermore, in step S1): the strength of the surrounding rock is determined to be either soft rock or hard rock, and the tunneling size of the cantilever tunneling machine and the cracking size of the rock-breaking agent are determined based on whether it is soft rock or hard rock.

[0018] In step S2), the lower step is divided into two parts: the lower left section and the lower right section.

[0019] In step S4, the expansion agent causes the rock to fracture and move to the lower left or lower right cross section of the lower bench for construction.

[0020] Furthermore, in step S3): the synchronous construction is that the cantilever tunneling machine excavates on the upper left section, and the upper right section is simultaneously subjected to rock-breaking construction using an expansive agent; or the cantilever tunneling machine excavates on the upper right section, and the upper left section is simultaneously subjected to rock-breaking construction using an expansive agent.

[0021] Furthermore, in step S4), the excavation size of the cantilever tunneling machine and the cracking size of the expansive agent-induced rock breaking construction are kept consistent; wherein, the excavation size and cracking size in hard rock tunnels are 3-4m, and the excavation size and cracking size in soft rock tunnels are 2-3m.

[0022] Furthermore, the aforementioned cantilever tunneling machine excavation construction refers to the excavation and excavation of rock using milling machinery; the aforementioned expansion agent-induced rock fracturing construction refers to non-explosive excavation and excavation of rock strata using chemical expansion or physical expansion methods.

[0023] Furthermore, the hole arrangement and borehole diameter for the expansion agent-induced rock-breaking construction are adjusted according to the strength of the surrounding rock of the tunnel. The hole arrangement in the hard rock is 0.8m×0.8m quincunx, and the hole arrangement in the soft rock is 0.6m×0.6m quincunx, with a borehole diameter of 42mm.

[0024] Furthermore, during the upper step construction, the drilling direction for the rock-breaking operation induced by the expansive agent is horizontally inclined downwards at 5°; during the lower step construction, the drilling direction for the rock-breaking operation induced by the expansive agent is horizontally inclined downwards at 5° or vertically downwards.

[0025] Furthermore, during the initial support operation, the steel frame is constructed using a scaffold, and the shotcrete is applied using a mechanical wet spraying machine.

[0026] Because the present invention adopts the above-described technical solution, it has the following advantages and effects:

[0027] (1) The non-explosive rapid construction method of the present invention applicable to large cross-section rock tunnels can give full play to the advantages of precise control of the excavation profile of the cantilever tunneling machine during tunnel excavation, and can effectively improve the utilization rate of the cross section. After the expansive agent breaks the rock first, the efficiency of the cantilever tunneling machine is greatly improved, and the construction efficiency is high.

[0028] (2) This invention can utilize the step-by-step construction to effectively improve the efficiency of process connection, further accelerate the tunneling speed, maximize the use of resources such as labor, machinery and equipment, and construction materials, and reduce construction costs through overall planning, resulting in significant economic and social benefits. Attached Figure Description

[0029] Figure 1 This is a flowchart of the construction method of the present invention.

[0030] Figure 2 This is a schematic diagram of the tunnel cross-section excavation division structure of the present invention.

[0031] Figure 3 This is a schematic diagram of the longitudinal section structure during the excavation of the upper step in this invention.

[0032] Figure 4 and Figure 5 This is a schematic diagram of the cross-excavation construction of the upper steps according to the present invention.

[0033] Figure 6 This is a schematic diagram of the longitudinal section structure during the lower step excavation of the present invention.

[0034] In the above diagram, 101 - initial support completed, 102 - upper step, 103 - lower step, 104 - new initial support, 105 - upper right section, 106 - upper left section, 201 - tunnel boring machine, 202 - rock fracture caused by expansion agent. Detailed Implementation

[0035] The embodiments of the present invention will be described in detail below with reference to the accompanying drawings to provide a clearer understanding of the purpose, features, and advantages of the present invention. It should be understood that the embodiments shown in the drawings are not intended to limit the scope of the present invention, but are merely illustrative of the essential spirit of the technical solution of the present invention.

[0036] like Figures 1-6 As shown. This invention provides a non-explosive rapid construction method suitable for large-section tunnels. First, the tunnel is divided into upper and lower steps for excavation. The upper step 102 is divided into two parts: the upper left section 106 and the upper right section 105. Then, the rock is fractured by an expansive agent 202 in sequence from the upper left and upper right sections of the upper step 102 to the lower step 102. After that, a cantilever tunneling machine 201 is used for cross-type excavation. After the expansive agent breaks the rock first, the efficiency of the cantilever tunneling machine is greatly improved, giving full play to the advantage of the cantilever tunneling machine in precise control of the excavation contour.

[0037] Preferably, the lower step 103 can also be divided into two parts: the lower left section and the lower right section. In this case, the tunnel is divided into four parts. Then, the cantilever tunneling machine 201 is used to excavate and the expansive agent is used to fracture the rock 202 simultaneously from the upper left section 106 and the upper right section 105 of the upper step 102. Then, the remaining lower left section and lower right section are excavated by using the expansive agent to fracture the rock 202 in sequence, and then the cantilever tunneling machine 201 is used to excavate in a cross-type tunneling operation.

[0038] Furthermore, the present invention provides a non-explosive rapid construction method for large-section tunnels. The tunnel is excavated in a two-stage manner, with the cantilever tunneling machine 201 and the expansive rock-breaking agent 202 simultaneously excavating on the left and right upper sections 105 of the upper stage 102, respectively. The expansive rock-breaking agent 202 is then transferred to the lower stage 102 for excavation. The cantilever tunneling machine 201 then excavates a second time along the areas of the upper and lower stages 102 after the expansive rock-breaking agent has been applied.

[0039] Specifically, the tunnel boring machine 201 excavates and the expansive agent-induced rock fracturing 202 simultaneously excavates from either the upper left section 106 or the upper right section 105 of the upper bench 102. That is, when the tunnel boring machine 201 excavates from the upper left section 106 of the upper bench 102, the expansive agent-induced rock fracturing 202 is carried out from the lower right section. Conversely, when the tunnel boring machine 201 excavates from the upper right section 105 of the upper bench 102, the expansive agent-induced rock fracturing 202... 02. Construction is carried out on the lower left section of the upper bench 102. After the expansive agent-induced rock-breaking construction of the upper bench 102 is completed, the expansive agent-induced rock-breaking 202 of the upper bench 102 is then transferred to either the upper left or upper right section of the lower bench 103 for construction, until both sections of the lower bench 103 are continuously constructed. After the excavation of the upper bench 102 by the cantilever tunneling machine 201 is completed, it is sequentially transferred to the area after the expansive agent-induced rock-breaking of the lower bench 103 for secondary tunneling construction.

[0040] like Figures 1-6 As shown. This invention provides a non-explosive rapid construction method suitable for large-section tunnels, specifically including the following steps:

[0041] Step 1): Before tunnel construction, determine the excavation dimensions based on the strength of the surrounding rock.

[0042] First, the surrounding rock is divided into soft rock and hard rock based on its strength. The excavation dimensions of the cantilever tunneling machine 201 and the fracturing dimensions of the expansive agent rock-breaking device 202 are determined according to the soft rock and hard rock conditions. The excavation dimensions and fracturing dimensions are 3-4m in hard rock and 2-3m in soft rock. The excavation dimensions of the cantilever tunneling machine 201 and the fracturing dimensions of the expansive agent rock-breaking device 202 are kept consistent for each excavation operation.

[0043] Next, arrange for construction personnel, construction machinery, and equipment to be in place. Personnel include, but are not limited to, operators and assistants of the cantilever tunneling machine 201, muck loading and muck removal operators, surveyors, drilling operators, and initial support construction personnel. Machinery and equipment mainly include the cantilever tunneling machine 201, muck removal machinery, rock drills, arch frame installation machines, and wet shotcrete machines.

[0044] Step 2): The tunnel is excavated using a two-step method, with the upper step 102 divided into two parts: one side is the upper left section 106, and the other side is the upper right section 105. The upper left section 106 and the upper right section 105 are equal and symmetrical.

[0045] The lower step 103 can be divided into two parts, one side being the lower left section and the other side being the lower right section. The lower left section and the lower right section are equal and symmetrical.

[0046] Step 3): Simultaneously carry out the excavation of the cantilever tunneling machine 201 and the rock-breaking construction of the expansive agent 202 in the two sections of the upper left section 106 and the upper right section 105, respectively. That is, the cantilever tunneling machine excavation is carried out in the upper left section 106, and the rock-breaking construction of the expansive agent 202 is carried out simultaneously in the upper right section 105, or the cantilever tunneling machine excavation is carried out in the upper right section 105, and the rock-breaking construction of the expansive agent 202 is carried out simultaneously in the upper left section 106; the rock-breaking construction of the expansive agent includes drilling and filling of the expansive agent.

[0047] When the expansion agent rock-breaking 202 construction is carried out on the upper step 102, the drilling for the expansion agent rock-breaking construction adopts a horizontal drilling method, and the horizontal hole is inclined downward at 5° to prevent the expansion agent from flowing out.

[0048] Step 4): When the rock-breaking 202 caused by the expansive agent reaches the rock-breaking size of the upper bench 102, the rock-breaking 202 caused by the expansive agent is transferred to the lower bench 103 for construction; when the excavation of the tunnel boring machine 201 reaches the excavation size of the first construction section of the upper bench 102, the tunnel boring machine 201 is transferred to the area after the rock-breaking caused by the expansive agent on the upper bench 102 for secondary excavation and trimming construction.

[0049] Preferably, when the expansion agent-induced rock-breaking 202 is transferred to the lower step 103, either the lower left or lower right cross section can be selected for priority processing. After one cross section is completed, the process is then transferred to the other cross section.

[0050] When the expansive rock-breaking agent 202 is used for construction on the lower step 103, the drilling for the expansive rock-breaking agent 202 can be done using horizontal or vertical holes. When using horizontal holes, the direction of the horizontal holes is inclined downwards at 5°.

[0051] Step 5): After the cantilever tunneling machine 201 has completed the excavation of the upper bench 102 and reached the excavation size, the construction of the new initial support 104 of the upper bench 102 is carried out. During the construction of the new initial support 104, the steel frame is constructed using a scaffold, and the shotcrete is constructed using a mechanical wet spraying machine. After each section of the new initial support 104 is completed, the completed initial support 101 is formed.

[0052] Step 6): During the excavation of the lower bench 103, after the expansive agent-induced rock-breaking 202 reaches the rock-breaking size of the lower bench 103, the cantilever tunneling machine 201 completes the excavation of the upper bench 102 and then moves to the area of ​​the lower bench 103 after the expansive agent-induced rock-breaking for secondary excavation and trimming.

[0053] Preferably, when the lower bench 103 is divided into a lower left section or a lower right section, and the expansive rock-breaking agent 202 is moved to another section for construction, the cantilever tunneling machine 201, after completing the excavation of the upper bench 102, moves to one of the areas of the lower bench 103 after the expansive rock-breaking agent has been used for secondary excavation and trimming. When the expansive rock-breaking agent 202 has completed another section, the cantilever tunneling machine 201, after completing one section of the lower bench 103, moves to another section of the lower bench 103 after the expansive rock-breaking agent has been used for secondary excavation and trimming of the last section.

[0054] Step 7): After the cantilever tunneling machine 201 completes the excavation of the lower bench 103 and reaches the excavation size, it performs the initial support 104 operation of the lower bench 103, thus completing one cycle of construction operation.

[0055] Step 8): Continue the construction of the next cycle in the order of Steps 2) to 7).

[0056] Furthermore, the cracking size induced by the expansion agent-induced rock-breaking 202 construction is the same as the drilling size of the expansion agent-induced rock-breaking 202 construction.

[0057] Furthermore, the excavation construction of the cantilever tunneling machine 201 is a milling machine used for rock excavation, and the rock fracturing construction of the expansion agent 202 refers to non-explosive excavation of rock strata by means of chemical expansion or physical expansion.

[0058] Furthermore, the hole arrangement and borehole diameter of the expansion agent-induced rock-breaking 202 construction are adjusted according to the strength of the surrounding rock of the tunnel. The hole arrangement in hard rock is 0.8m×0.8m quincunx, and the hole arrangement in soft rock is 0.6m×0.6m quincunx, with a borehole diameter of 42mm.

[0059] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention, and not to limit them; although the present invention has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that modifications can still be made to the technical solutions described in the foregoing embodiments, or equivalent substitutions can be made to some of the technical features; and these modifications or substitutions do not cause the essence of the corresponding technical solutions to deviate from the spirit and scope of the technical solutions of the embodiments of the present invention.

Claims

1. A non-explosive rapid construction method suitable for large-section rock tunnel, which is cross-type tunneling construction by first using expansion agent to crack and break rock and then using cantilever tunneling machine to excavate. The tunnel is divided into upper and lower steps for excavation and tunneling, the cantilever tunneling machine excavation and expansion agent cracking and breaking rock are first located on the left and right upper sections of the upper step respectively for synchronous tunneling, the expansion agent cracking and breaking rock is first transferred to the lower step for tunneling construction, and the cantilever tunneling machine excavation is sequentially performed secondary tunneling construction along the expansion agent cracking and breaking rock area of the upper and lower steps. Specifically comprising the following steps: S1) Before tunnel construction, the strength of surrounding rock is determined; the surrounding rock is determined to be soft rock or hard rock, and the tunneling size of the cantilever tunneling machine and the cracking size of the expansion agent cracking and breaking rock are determined according to the soft rock or hard rock; S2) The tunnel is divided into upper and lower steps for excavation and tunneling, wherein the upper step is divided into left and right upper sections, and the lower step is divided into left and right lower sections; the left and right upper sections are equal and symmetrical, and the left and right lower sections are equal and symmetrical; S3) The cantilever tunneling machine excavation and the expansion agent cracking and breaking rock construction are respectively performed synchronously in the left and right upper sections; The synchronous construction is that the cantilever tunneling machine excavation is performed in the left upper section, and the right upper section is simultaneously subjected to the expansion agent cracking and breaking rock construction, or the cantilever tunneling machine excavation is performed in the right upper section, and the left upper section is simultaneously subjected to the expansion agent cracking and breaking rock construction; S4) When the expansion agent cracking and breaking rock construction reaches the cracking size of the upper step rock, the expansion agent cracking and breaking rock is transferred to the lower step for construction; when the cantilever tunneling machine excavation construction reaches the tunneling size of the first construction section of the upper step, the cantilever tunneling machine is transferred to the area after the expansion agent cracking and breaking rock of the upper step for excavation construction; the expansion agent cracking and breaking rock is transferred to the left or right lower section of the lower step for construction; S5) After the cantilever tunneling machine excavation construction completes the upper step excavation to reach the tunneling size, the initial support of the upper step is performed; S6) After the expansion agent cracking and breaking rock construction reaches the cracking size of the lower step rock, the cantilever tunneling machine excavation completes the upper step excavation construction and is then transferred to the area after the expansion agent cracking and breaking rock of the lower step for secondary excavation construction; S7) After the cantilever tunneling machine construction completes the lower step excavation to reach the tunneling size, the initial support of the lower step is performed, and one cycle of construction is completed; S8) Steps S2) to S7) are repeated to continue the next cycle of construction.

2. The non-explosive rapid construction method for large cross-section rock tunnel according to claim 1, characterized in that: In the step S4), the tunneling size of the cantilever tunneling machine excavation construction and the cracking size of the expansion agent cracking and breaking rock construction are consistent; wherein the tunneling size and the cracking size are 3-4 m in hard rock tunnel and 2-3 m in soft rock tunnel.

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