An OSM shield system and complete construction method for underground engineering

Abstract

The first aspect of the present invention discloses an OSM shield system for underground engineering, which includes prefabricated components, an OSM shield device, a grouting body, a transport and hoisting device, and an excavation and filling device; the second aspect of the present invention discloses a complete construction method for an OSM shield system for underground engineering, which includes the hoisting of prefabricated components, the installation of top irons, the backfilling of the overlying soil on the prefabricated components, the excavation of the rock and soil in front of the shield, the advancement of the shield device, the grouting of the surrounding strata, and the removal of the top iron; the present invention provides temporary support for prefabricated and assembled construction, creates continuous construction space, and advances forward through the OSM shield device, thereby achieving safety, high quality, and high efficiency in open-cut and shallow-buried underground engineering construction.

Description

Technical Field

[0001] The present invention belongs to the technical field of underground engineering, and relates to an OSM shield system and a complete construction method for underground engineering. Background Art

[0002] Urban underground projects, represented by municipal road tunnels, underground passages, underground water pipelines, underground power pipelines and underground gas pipelines, often encounter technical difficulties in their design and construction, such as narrow construction space, adjacent buildings, isolated rock formations, weak surrounding strata, inconvenient traffic relief, strict construction period requirements, high environmental protection requirements and high engineering economy requirements. These technical difficulties require the development of a new construction method for underground projects that has the advantages of both prefabricated assembly methods and shield construction methods.

[0003] Prefabrication methods offer advantages such as rapid construction, energy conservation and environmental protection, high-quality components, and low project costs, making them widely used in industrial and civil construction, bridges, and other fields. However, the application of prefabricated structures in underground projects has lagged behind, particularly in the areas of open-cut, shallow-buried municipal tunnels and underground pipelines. Because the design and construction of underground projects are significantly influenced by factors such as superstructure, ground conditions, and the surrounding environment, the structures and components of different underground projects vary significantly, hindering the widespread application of prefabrication in underground projects.

[0004] Shield tunneling technology, on the other hand, is a construction technique that has evolved for structures such as tunnels and underground pipelines. Closed-chest shields, represented by slurry shields and earth pressure balance shields, are widely used in underground tunnel construction. Their advantages include high integration, high construction safety, rapid advancement, and simultaneous excavation and lining. However, their ability to handle emergencies is limited, their operation is cumbersome, and they can cause significant deformation and disturbance. Furthermore, their application is difficult in open-cut, shallow municipal tunnels and underground pipelines.

[0005] In the current context of promoting the upgrading and reconstruction of urban infrastructure such as urban gas, water supply and drainage, heating and other various pipeline networks, it is necessary to combine the advantages of prefabricated and assembled construction methods and shield construction methods, and propose a new construction method for open-cut shallow underground projects that has the advantages of both prefabricated and assembled construction methods and shield construction methods, so as to solve the problems of narrow construction space, adjacent buildings, isolated rock strata, weak surrounding strata, inconvenient traffic relief, strict construction period requirements, high environmental protection requirements and high engineering economy requirements. Summary of the Invention

[0006] In response to the shortcomings of the existing technology, the present invention proposes an OSM shield system and a complete construction method for underground engineering, which is suitable for the design and construction of open-cut shallow-buried municipal tunnels and underground pipelines. It is beneficial to overcome technical difficulties such as narrow construction space, adjacent buildings, isolated rock formations, weak surrounding formations, inconvenient traffic relief, strict construction period requirements, high environmental protection requirements and high engineering economy requirements in the design and construction of open-cut shallow-buried underground engineering.

[0007] In a first aspect, the present application discloses an OSM shield system for underground engineering, which comprises prefabricated components, an OSM shield device, a grouting body, a transport and hoisting device, and a cut-and-fill device;

[0008] The prefabricated components are prefabricated and assembled components for underground projects;

[0009] The OSM shield device includes a shield cylinder, an articulated structure, a retaining plate, a top iron, a soil bin wall, a sliding retaining arm and a cutout bin; wherein, the shield cylinder is a piston sliding structure, which is evenly spaced and arranged on the circumference of the OSM shield device. When the cylinder is extended, the shield machine is propelled by the reaction force of the prefabricated components; the articulated structure can bend the front and rear of the OSM shield device into two parts according to an angle, and the angle can be fixed within a preset angle range; the retaining plate is used to bury the prefabricated components. The top iron is used to transmit the thrust of the shield cylinder to the prefabricated components; the soil bin wall is used to separate the excavation surface in front of the OSM shield device from the hydraulic equipment, so that the OSM shield system for underground engineering can be constructed under conditions of high groundwater level and poor self-supporting rock and soil on the excavation surface; the sliding retaining arm can extend toward the excavation surface to prevent the rock and soil on the side of the excavation surface from collapsing; the cutout bin is used to protect the excavation range and ensure the safety of the excavation operation;

[0010] The grouting body includes a primary grouting body and a secondary grouting body; the primary grouting body is a grouting body formed by injecting plastic slurry into the shield tail gap at the side and bottom of the prefabricated component, which is used to prevent groundwater infiltration and soil deformation; the secondary grouting body is a grouting body formed by injecting plastic slurry into the shield tail gap when the OSM shield device moves, which is used to prevent soil deformation;

[0011] The excavation and filling device includes an excavator for excavating the rock and soil in the cutout bin and backfilling the soil overlying the prefabricated component;

[0012] The transport and hoisting device includes a truck, a crane and a truck; wherein the truck is used to transport the prefabricated components, the crane is used to hoist the prefabricated components, and the truck is used to transport the rock and soil excavated by the excavation device.

[0013] The second aspect of the present application discloses a complete construction method, which is applicable to an OSM shield system for underground engineering, comprising the following steps:

[0014] S100, hoisting of prefabricated components: transport the prefabricated components to the vicinity of the OSM shield device by the truck, and then hoist the prefabricated components to the preset installation position by the crane for assembly. During the assembly, the axis consistency parameters of the prefabricated components when they are connected are monitored and controlled. At this time, the deviation between the measured position coordinates and the designed position coordinates of the axis of the prefabricated components should satisfy the following expression:

[0015]

[0016] Where ΔX, ΔY and ΔZ are the deviations between the three-dimensional coordinates of the measured position of the precast component and the three-dimensional coordinates of the designed position, respectively; [S] is the deviation limit between the measured position coordinates and the designed position coordinates of the precast component’s central axis;

[0017] Construction can only continue after the deviation between the measured position coordinates and the designed position coordinates during assembly of the prefabricated components meets the requirements;

[0018] S200, installing the top iron: hoisting the top iron by the crane, thereby temporarily installing the top iron between the prefabricated component and the shield cylinder;

[0019] S300, backfilling the soil overlying the prefabricated components: using the excavator to spread and compact the soil overlying the prefabricated components in layers;

[0020] S400, excavation of the rock and soil in front of the shield: The excavator excavates the rock and soil in the cutout chamber to reserve space for the advancement of the OSM shield device. During excavation, the front of the cutout chamber is excavated using a slope reduction method to prevent collapse, and the sides of the cutout chamber are provided with the sliding retaining arms as retaining support to prevent the side rock and soil from collapsing.

[0021] S500, propulsion of the shield device: The propulsion direction of the OSM shield device is determined by adjusting the hinge structure, and then the shield device is propulsed forward by the length of the prefabricated component through the reaction force of the shield cylinder acting on the top iron. The total thrust F required to propel the shield device satisfies the following expression:

[0022] F=F1+F2≤nT

[0023] Where F1 is the head-on resistance, F2 is the friction resistance between the outer surface of the shield device and the surrounding strata, n is the number of shield cylinders, and T is the maximum lifting force that a single shield cylinder can provide;

[0024] S600, grouting of surrounding strata: In step S500, while the OSM shield device is advancing, primary grouting is performed on the strata on the sides and bottom of the OSM shield device through the shield tail grouting pipe to form the primary grouting body; after the prefabricated component is removed from the shield tail, secondary grouting is performed on the strata on the sides and bottom of the OSM shield device through the grouting holes reserved on the prefabricated component to reinforce the strata, forming the secondary grouting body;

[0025] In order to ensure that the grouting fluid can penetrate into the stratum and maintain the stability of the stratum to avoid excessive adverse effects on surrounding buildings, the design grouting pressure P of the stratum around the side of the OSM shield device is 10 ... c Should be greater than the active earth pressure strength E at the grouting hole a , and is less than the passive earth pressure strength E at the grouting hole p , that is, the design grouting pressure P c Satisfies the following expression:

[0026]

[0027] Among them, σ z is the vertical stress of the formation at the grouting hole, θ is the internal friction angle of the formation at the grouting hole, and c is the cohesion of the formation at the grouting hole;

[0028] S700, dismantling the top iron: using the crane to lift the top iron away from between the prefabricated component and the shield cylinder, and proceed to the next cycle of construction.

[0029] Preferably, in step S500 of the complete construction method, when considering the influence of boulders on the propulsion of the shield device, the determination of the head-on resistance F1 satisfies the following expression:

[0030] F1=K·γ·h·(S0-S c )+F c ≤nT-F2

[0031] Among them, K is the lateral earth pressure coefficient, γ is the bulk density of the soil, h is the burial depth of the center line of the prefabricated component, S0 is the area of ​​the excavation surface, S c is the projected area of ​​the boulder on the excavation surface, F c is the rock breaking resistance; when the rock breaking resistance F c When the value of is too large and the head-on resistance F1 does not meet the requirements of the above formula, the boulders are removed by the excavation and filling device.

[0032] Preferably, in the complete construction method, a steel plate is temporarily covered on top of the shield device at the end of a single working day to ensure the normal operation of traffic.

[0033] Compared with the prior art, the beneficial effects of the present invention are: in view of the technical difficulties often encountered in the design and construction of urban underground projects, such as narrow construction space, adjacent buildings, isolated rock formations, weak surrounding formations, inconvenient traffic relief, strict construction period requirements, high environmental protection requirements and high engineering economy requirements, an OSM shield system for underground projects is disclosed, which includes prefabricated components, OSM shield devices, grouting bodies, transport and hoisting devices and excavation and filling devices; wherein, the prefabricated components adopt a prefabricated assembly process, the OSM shield device provides temporary support for prefabricated assembly construction, creates continuous construction space and advances forward, combined with the grouting body for preventing groundwater infiltration and soil deformation, the transport and hoisting devices for transportation and hoisting, and the excavation and filling devices for The excavation and backfilling device for excavating and backfilling rock and soil can realize continuous construction of open-cut and shallow-buried underground projects. In addition, the present invention also discloses a complete construction method for an OSM shield system for underground projects, which includes hoisting prefabricated components, installing top irons, backfilling the overlying soil on the prefabricated components, excavating the rock and soil in front of the shield, advancing the shield device, grouting the surrounding strata, and removing the top irons. The complete construction method is suitable for the OSM shield system for underground projects. Through the complete construction method, continuous construction of urban underground projects is achieved, thereby solving problems such as narrow construction space, adjacent buildings, isolated rock strata, weak surrounding strata, inconvenient traffic relief, strict construction period requirements, high environmental protection requirements, and high engineering economy requirements. BRIEF DESCRIPTION OF THE DRAWINGS

[0034] Figure 1 This is a schematic structural diagram of an OSM shield system for underground engineering according to the present invention;

[0035] Figure 2 It is a structural schematic diagram of the OSM shield device of the present invention;

[0036] Figure 3 A flow chart of the complete construction method of the present invention;

[0037] Figure numerals: 1-prefabricated component, 2-OSM shield device, 3-grouting body, 4-excavation and filling device, 5-transport and hoisting device, 21-shield cylinder, 22-hinge structure, 23-retaining plate, 24-top iron, 25-soil bin wall, 26-sliding retaining arm, 27-incision bin, 31-primary grouting body, 32-secondary grouting body, 51-truck, 52-crane. DETAILED DESCRIPTION

[0038] The following is a more detailed description of the embodiments of the present invention with reference to the accompanying drawings and reference numerals, so that those skilled in the art can implement the invention after studying this specification. It should be understood that the specific embodiments described herein are only used to illustrate the invention and are not intended to limit the invention.

[0039] This embodiment is based on the research topic of Nanjing Urban and Rural Construction Committee, “Application of prefabricated and assembled structures combined with NOS construction method in underground engineering”.

[0040] The first aspect of this application provides Figure 1-2 An OSM shield system for underground engineering is shown, which includes a prefabricated component 1, an OSM shield device 2, a grouting body 3, a cut-and-fill device 4, and a transport and hoisting device 5;

[0041] The prefabricated component 1 is a prefabricated assembly component for underground engineering;

[0042] The OSM shield device includes a shield cylinder 21, an articulated structure 22, a retaining plate 23, a top iron 24, a soil bin wall 25, a sliding retaining arm 26 and a cutout bin 27; wherein, the shield cylinder 21 is a piston sliding structure, which is evenly spaced and arranged on the circumference of the OSM shield device. When the cylinder is extended, the shield machine is propelled by the reaction force of the prefabricated components; the articulated structure 22 can bend the front and rear of the OSM shield device into two parts according to an angle, and can fix the angle within a preset angle range; the retaining plate 23 is used to It plays a supporting role when burying the prefabricated component 1; the top iron 24 is used to transmit the thrust of the shield cylinder 21 to the prefabricated component 1; the soil bin wall 25 is used to separate the excavation surface in front of the OSM shield device 2, so that the OSM shield system for underground engineering can be constructed under conditions where the groundwater level is high and the rock and soil on the excavation surface are less self-supporting; the sliding retaining arm 26 can extend toward the excavation surface to prevent the rock and soil on the side of the excavation surface from collapsing; the cutout bin 27 is used to protect the excavation range and ensure the safety of the excavation operation;

[0043] The grouting body includes a primary grouting body 31 and a secondary grouting body 32; the primary grouting body 31 is a grouting body formed by injecting plastic slurry into the shield tail gap at the side and bottom of the prefabricated component 1 to prevent groundwater infiltration and soil deformation; the secondary grouting body is a grouting body formed by injecting plastic slurry into the shield tail gap when the OSM shield device 2 moves to prevent soil deformation;

[0044] The excavation and filling device 4 includes an excavator for excavating the rock and soil in the cutout bin and backfilling the soil overlying the prefabricated component;

[0045] The transport and hoisting device 5 includes a truck 51 , a crane 52 and a truck; wherein the truck 51 is used to transport the prefabricated components 1 , the crane 52 is used to hoist the prefabricated components 1 , and the truck is used to transport the rock and soil excavated by the excavation device 4 .

[0046] The second aspect of this application discloses Figure 3A complete construction method is shown, which is applicable to an OSM shield system for underground engineering and includes the following steps:

[0047] S100, hoisting of prefabricated components: transport the prefabricated components 1 to the vicinity of the OSM shield device 2 by the truck 51, and then hoist the prefabricated components 1 to the preset installation position by the crane 52 for assembly. During the assembly, the axis consistency parameters of the prefabricated components 1 when they are connected are monitored and controlled. At this time, the deviation between the measured position coordinates and the designed position coordinates of the axis of the prefabricated components should satisfy the following expression:

[0048]

[0049] Where ΔX, ΔY and ΔZ are the deviations between the three-dimensional coordinates of the measured position of the precast component and the three-dimensional coordinates of the designed position, respectively; [S] is the deviation limit between the measured position coordinates and the designed position coordinates of the precast component’s central axis;

[0050] Construction can only continue after the deviation between the measured position coordinates and the designed position coordinates during assembly of the prefabricated component 1 meets the requirements;

[0051] In the specific implementation, the deviation between the measured position coordinates and the designed position coordinates of the center axis of a typical prefabricated component is measured by an optical measuring instrument to be ΔX = 6.6 mm, ΔY = 2.9 mm, and ΔZ = 6.0 mm. The deviation limit [S] between the measured position coordinates and the designed position coordinates of the center axis of the prefabricated component is 50 mm, which is calculated according to formula (1) as follows:

[0052]

[0053] From formula (2), we can see that the deviation between the measured position coordinates and the designed position coordinates of the center axis of this typical prefabricated component meets the requirements, and construction can continue;

[0054] S200 , installation of the top iron: hoisting the top iron 24 by the crane 52 , thereby temporarily installing the top iron 24 between the prefabricated component 1 and the shield cylinder 21 ;

[0055] S300, backfilling of the soil overlying the prefabricated component: the soil overlying the prefabricated component 1 is spread and compacted in layers by the excavation and filling device 4;

[0056] S400, excavation of the rock and soil in front of the shield: The cut-and-fill device 4 excavates the rock and soil in the cutout chamber 27, thereby reserving space for the advancement of the OSM shield device 2. During excavation, the front of the cutout chamber 27 is excavated using a sloped excavation method to prevent collapse, and the sides of the cutout chamber are provided with the sliding retaining arms 26 as retaining support to prevent the side rock and soil from collapsing. The sliding retaining arms 26 can be extended by 1.0 to 1.5 meters depending on the properties of the rock and soil, thereby better performing the retaining support function.

[0057] In a specific implementation, for a typical soft stratum, the sliding retaining arm 26 is extended by 1.5 m; for a hard stratum, the sliding retaining arm 26 is extended by 1.0 m;

[0058] S500, propulsion of the shield device: The propulsion direction of the OSM shield device 2 is determined by adjusting the hinge structure 22, and then the reaction force of the shield cylinder 21 on the top iron 24 is used to propel the OSM shield device 2 forward by the length of a prefabricated component; the total thrust F required to propel the OSM shield device 2 satisfies the following expression:

[0059] F=F1+F2≤nT (3)

[0060] Where F1 is the head-on resistance, F2 is the friction resistance between the outer surface of the OSM shield device and the surrounding strata, n is the number of shield cylinders, and T is the maximum lifting force that a single shield cylinder can provide;

[0061] In the specific implementation, the number of shield cylinders n is 12, and the maximum lifting force T that a single shield cylinder can provide is 800 kN. Under typical working conditions, the head resistance F1 is 3340 kN, and the friction resistance F2 between the outer surface of the OSM shield device and the surrounding strata is 4130 kN. The total thrust F is calculated according to formula (3) as follows:

[0062] F=3340+4130=7470kN≤12×800=9600kN (4)

[0063] It can be seen from formula (4) that under typical working conditions, the shield cylinder can provide the total thrust required for the OSM shield device to propel;

[0064] S600, grouting of surrounding strata: In step S500, while the OSM shield device 2 is advancing, primary grouting is performed on the strata on the sides and bottom of the OSM shield device 2 through the shield tail grouting pipe to form the primary grouting body 31; after the prefabricated components are removed from the shield tail, secondary grouting is performed on the strata on the sides and bottom of the OSM shield device 2 through the grouting holes reserved on the prefabricated components to reinforce the strata, forming the secondary grouting body 32;

[0065] In order to ensure that the grouting fluid can penetrate into the stratum and maintain the stability of the stratum to avoid excessive adverse effects on surrounding buildings, the design grouting pressure P of the stratum around the side of the shield device is 10 ... c Should be greater than the active earth pressure strength E at the grouting hole a , and is less than the passive earth pressure strength E at the grouting hole p , that is, the design grouting pressure P c Satisfies the following expression:

[0066]

[0067] Among them, σ z is the vertical stress of the formation at the grouting hole, θ is the internal friction angle of the formation at the grouting hole, and c is the cohesion of the formation at the grouting hole;

[0068] In the specific implementation, under typical working conditions, the internal friction angle θ of the formation at the grouting hole is 12°, the formation cohesion c at the grouting hole is 18.6 kPa, and the formation vertical stress σ at the grouting hole is z is 58.2kPa; then the active earth pressure strength E at the grouting hole a According to formula (5), E a =8.0kPa, passive earth pressure strength E at the grouting hole p According to formula (5), E p =134.7kPa, design grouting pressure P c The value range is [8.0kPa, 134.7kPa];

[0069] S700, dismantling the top iron: using the crane to lift the top iron away from between the prefabricated component and the shield cylinder, and proceed to the next cycle of construction.

[0070] In a specific implementation, in step S500 of the complete construction method, when considering the influence of boulders on the propulsion of the shield device, the head-on resistance F1 satisfies the following expression:

[0071] F1=K·γ·h·(S0-S c )+F c ≤nT-F2 (6)

[0072] Among them, K is the lateral earth pressure coefficient, γ is the bulk density of the soil, h is the burial depth of the center line of the prefabricated component, S0 is the area of ​​the excavation surface, S c is the projected area of ​​the boulder on the excavation surface, F c is the rock breaking resistance; when the rock breaking resistance F c When the value of is too large and the head-on resistance F1 does not meet the requirements of the above formula, the boulders are removed by the excavation and filling device;

[0073] Under typical working conditions, the lateral earth pressure coefficient K is 0.656 and the soil bulk density γ is 19.4 kN / m 3 The buried depth h of the center line of the prefabricated component is 3m, and the area of ​​the excavation surface S0 is 9m 2 , the projected area S of the boulder on the excavation surface c 1.9m 2 , rock breaking resistance F c The maximum lifting force T provided by a single shield cylinder is 8330 kN, the number of shield cylinders n is 12, the maximum lifting force T provided by a single shield cylinder is 800 kN, and the friction resistance F2 between the outer surface of the OSM shield device and the surrounding strata is 4130 kN. The head-on resistance F1 is calculated according to formula (6) as follows:

[0074] F1=0.656×19.4×3×(9-1.9)+8330=8601kN≥5470kN (7)

[0075] From formula (8), we can know that the rock breaking resistance F c The value of is too large, resulting in the head-on resistance F1 not meeting the requirements of formula (7). At this time, the boulders are removed by the excavation and filling device 4.

[0076] In a specific implementation, in the complete construction method, a steel plate is temporarily covered on the OSM shield device 2 at the end of a single working day to ensure the normal operation of traffic.

[0077] The above is a description of one or more embodiments of the present invention, and while the description is relatively specific and detailed, it should not be construed as limiting the scope of the present invention. It should be noted that a person skilled in the art may make various modifications and improvements without departing from the spirit of the present invention, and these modifications and improvements fall within the scope of protection of the present invention. Therefore, the scope of protection of the present invention shall be determined by the appended claims.

Claims

1. A complete construction method of an OSM shield system for underground engineering, characterized in that: Applied to an OSM shield system for underground engineering, the shield system includes prefabricated components, an OSM shield device, a grouting body, a transport and hoisting device, and a cut-and-fill device; The prefabricated components are prefabricated and assembled components for underground engineering; the OSM shield device includes a shield cylinder, an articulated structure, a retaining plate, a top iron, a soil bin wall, a sliding retaining arm and a cutout bin; wherein, the shield cylinder is a piston sliding structure, which is evenly spaced and arranged on the circumference of the OSM shield device. When the cylinder is extended, the shield machine is propelled by the reaction force of the prefabricated components; the articulated structure can bend the front and rear of the OSM shield device into two parts according to an angle, and can fix the angle within a preset angle range; the retaining plate is used to play a supporting role when burying the prefabricated components; the top iron is used to transmit the thrust of the shield cylinder to the prefabricated components; the soil bin wall is used to The invention relates to a method for separating the excavation face in front of the OSM shield device from the hydraulic equipment; the sliding retaining arm can be extended toward the excavation face; the cutout bin is used to protect the excavation range; the grouting body includes a primary grouting body and a secondary grouting body; the primary grouting body is a grouting body formed by injecting plastic slurry into the shield tail gap at the side and bottom of the prefabricated component; the secondary grouting body is a grouting body formed by injecting plastic slurry into the shield tail gap when the OSM shield device moves; the transport and hoisting device includes a truck, a crane and a truck; wherein the truck is used to transport the prefabricated component, the crane is used to hoist the prefabricated component, and the truck is used to transport the rock and soil excavated by the excavation device; The complete construction method comprises the following steps: S100, hoisting of prefabricated components: transport the prefabricated components to the vicinity of the OSM shield device by the truck, and then hoist the prefabricated components to the preset installation position by the crane for assembly. During the assembly, the axis consistency parameters of the prefabricated components when they are connected are monitored and controlled. At this time, the deviation between the measured position coordinates and the designed position coordinates of the axis of the prefabricated components should satisfy the following expression: Where ΔX, ΔY and ΔZ are the deviations between the three-dimensional coordinates of the measured position of the precast component and the three-dimensional coordinates of the designed position, respectively; [S] is the deviation limit between the measured position coordinates and the designed position coordinates of the precast component’s central axis; Construction can only continue after the deviation between the measured position coordinates and the designed position coordinates during assembly of the prefabricated components meets the requirements; S200, installing the top iron: hoisting the top iron by the crane, thereby temporarily installing the top iron between the prefabricated component and the shield cylinder; S300, backfilling the soil overlying the prefabricated components: using the excavator to spread and compact the soil overlying the prefabricated components in layers; S400, excavation of the rock and soil in front of the shield: The excavator excavates the rock and soil in the cutout chamber to reserve space for the advancement of the OSM shield device. During excavation, the front of the cutout chamber is excavated using a slope reduction method to prevent collapse, and the sides of the cutout chamber are provided with the sliding retaining arms as retaining support to prevent the side rock and soil from collapsing. S500, propulsion of the shield device: The propulsion direction of the OSM shield device is determined by adjusting the hinge structure, and then the shield device is propulsed forward by the length of the prefabricated component through the reaction force of the shield cylinder acting on the top iron. The total thrust F required to propel the shield device satisfies the following expression: F=F1+F2≤nT Where F1 is the head-on resistance, F2 is the friction resistance between the outer surface of the shield device and the surrounding strata, n is the number of shield cylinders, and T is the maximum lifting force that a single shield cylinder can provide; When considering the influence of boulders on the propulsion of the shield device, the determination of the head-on resistance F1 satisfies the following expression: F1=K·γ·h·(S0-S c )+F c ≤nT-F2 Among them, K is the lateral earth pressure coefficient, γ is the bulk density of the soil, h is the burial depth of the center line of the prefabricated component, S0 is the area of ​​the excavation surface, S c is the projected area of ​​the boulder on the excavation surface, F c is the rock breaking resistance; when the rock breaking resistance F c When the value of is too large and the head-on resistance F1 does not meet the requirements of the above formula, the boulders are removed by the excavation and filling device; S600, grouting of surrounding strata: In step S500, while the OSM shield device is advancing, primary grouting is performed on the strata on the sides and bottom of the OSM shield device through the shield tail grouting pipe to form the primary grouting body; after the prefabricated component is removed from the shield tail, secondary grouting is performed on the strata on the sides and bottom of the OSM shield device through the grouting holes reserved on the prefabricated component to reinforce the strata, forming the secondary grouting body; the grouting pressure P is designed to be c Satisfies the following expression: Among them, σ z is the vertical stress of the formation at the grouting hole, θ is the internal friction angle of the formation at the grouting hole, and c is the cohesion of the formation at the grouting hole; S700, dismantling the top iron: using the crane to lift the top iron away from between the prefabricated component and the shield cylinder, and proceed to the next cycle of construction.

2. The complete construction method of an OSM shield system for underground engineering according to claim 1, characterized in that: The excavation and filling device includes an excavator for excavating the rock and soil in the incision bin and backfilling the soil overlying the prefabricated components.

3. The complete construction method of an OSM shield system for underground engineering according to claim 1, characterized in that: At the end of a single working day, a steel plate is temporarily placed over the shield device to ensure normal traffic operation.

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