OSM shield system for underground engineering and complete set of construction method

Abstract

The invention discloses an OSM shield system for underground engineering on the first aspect. The OSM shield system comprises a prefabricated part, an OSM shield device, a grouting body, a transporting and hoisting device and a digging and filling device. The invention further discloses a complete set of construction method of the OSM shield system for underground engineering. The complete set of construction method comprises the steps of hoisting of prefabricated parts, mounting of jacking iron, backfilling of soil covering bodies on the prefabricated parts, excavation of rock and soil bodies in front of a shield, propelling of a shield device, grouting of surrounding strata and dismounting of the jacking iron. Temporary support is provided for prefabricated assembly type construction through the OSM shield device, a continuous construction space is created, forward tunneling is achieved, and safety, high quality and high efficiency of open excavation and shallow burying underground engineering construction can be achieved.

Description

Technical Field

[0001] The 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 strata, 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 methods.

[0003] On the one hand, prefabricated construction methods have the advantages of fast construction speed, energy saving and environmental protection, high component quality, and low engineering cost, and are widely used in industrial and civil buildings, bridges and other fields. However, the application of prefabricated structures in underground projects is relatively lagging, especially in the field of open-cut shallow buried municipal tunnels and underground pipelines. Since the design and construction of underground projects are significantly affected by factors such as superstructures, stratum conditions, and surrounding environment, there are large differences between different underground engineering structures or components, which makes it difficult for prefabricated construction methods to be widely used in underground projects.

[0004] On the other hand, shield tunnel engineering technology is a construction technology that has gradually been formed for structures such as tunnels and underground pipelines. Closed-chest shields, represented by slurry shields and earth pressure balance shields, are widely used in dark tunnel construction. Their advantages are high integration, high construction safety, fast advancement speed, and one-time excavation and lining. However, they have poor ability to handle emergencies, are cumbersome to operate, have large deformation and disturbance, and are difficult to apply to 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 pipelines, it is necessary to combine the advantages of prefabricated and assembled methods and shield methods, and propose a new method for open excavation and shallow buried underground projects that has the advantages of both prefabricated and assembled methods and shield 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 view of 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, and is beneficial to overcoming technical difficulties 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 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, the system comprising a prefabricated component, an OSM shield device, a grouting body, a transport and hoisting device, and a digging and filling device;

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

[0009] The OSM shield device comprises 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 arranged on the circumference of the OSM shield device. When the cylinder is extended, the shield machine is pushed forward 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 the condition of high groundwater level and poor self-support of the rock and soil on the excavation surface; the sliding earth retaining arm can extend to 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 of an underground project, and comprises 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, and monitor and control the axis consistency parameters of the prefabricated components when they are connected during assembly; at this time, the deviation between the measured position coordinates and the designed position coordinates of the center axis of the prefabricated components should satisfy the following expression:

[0015]

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

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

[0018] S200, installation of top iron: hoisting the top iron by the crane, so as to temporarily install the top iron between the prefabricated component and the shield cylinder;

[0019] S300, backfilling the soil overlying the prefabricated components: spreading and compacting the soil overlying the prefabricated components in layers by using the excavator;

[0020] S400, excavation of rock and soil in front of the shield: the rock and soil in the cutout bin is excavated by the excavator to reserve space for the advancement of the OSM shield device; during the excavation, the front of the cutout bin is excavated by slope reduction to prevent collapse, and the side of the cutout bin is supported by the sliding retaining arm to prevent the side rock and soil from collapsing;

[0021] S500, advancing the shield device: determining the advancing direction of the OSM shield device by adjusting the hinged structure, and then advancing the shield device 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 advance the shield device satisfies the following expression:

[0022] F=F1+F2≤nT

[0023] Among them, 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 to reinforce the strata through the grouting holes reserved on the prefabricated component to form 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 surrounding stratum grouting reinforcement on the side of the OSM shield device is 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, disassembly of the top iron: the top iron is lifted away from between the prefabricated component and the shield cylinder by the crane, and the next cycle of construction is carried out.

[0029] Preferably, in step S500 of the complete construction method, when considering the influence of boulders on the advancement 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 isolated rock 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 isolated rocks are removed by the excavation and filling device.

[0032] Preferably, in the complete construction method, a steel plate is temporarily covered on 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 as follows: 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, the system 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 device for transportation and hoisting, and the excavation and filling device for The excavation and backfilling device for excavating and backfilling rock and soil bodies can realize continuous construction of open-cut shallow-buried underground projects; in addition, the present invention also discloses a complete construction method of an OSM shield system for underground projects, which includes hoisting of prefabricated components, installation of top irons, backfilling of soil overlying the prefabricated components, excavation of rock and soil bodies in front of the shield, advancement of the shield device, grouting of surrounding strata and removal of top irons; the complete construction method is suitable for the OSM shield system for underground projects, and the continuous construction of urban underground projects is realized through the complete construction method, thereby solving 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. 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 It is a flow chart of the complete set 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 earth retaining arm, 27-cut 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 in conjunction with the accompanying drawings and the accompanying drawings so that a person skilled in the art can implement the embodiments after reading the description. It should be understood that the specific embodiments described herein are only used to explain the present invention and are not used to limit the present invention.

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

[0040] The first aspect of the present application provides Figure 1-2 An OSM shield system for underground engineering is shown, the system comprising a prefabricated component 1, an OSM shield device 2, a grouting body 3, a digging and filling device 4 and a transport and hoisting device 5;

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

[0042] The OSM shield device comprises 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 arranged on the circumference of the OSM shield device. When the cylinder is extended, the shield machine is pushed forward 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 the angle can be fixed 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 the condition of high groundwater level and poor self-support of the rock and soil on the excavation surface; the sliding retaining arm 26 can extend to 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, 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 2 moves, which is used 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 the present application discloses Figure 3A complete construction method is shown, which is applicable to an OSM shield system for underground engineering, and comprises 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, and monitor and control the axis consistency parameters of the prefabricated components 1 when they are docked during assembly; 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] Wherein, ΔX, ΔY and ΔZ are the deviations between the three-dimensional coordinates of the measured position of the centerline of the precast component and the three-dimensional coordinates of the designed position, respectively, and [S] is the deviation limit between the measured position coordinates of the centerline of the precast component and the designed position coordinates;

[0050] The construction can only be continued after the deviation between the measured position coordinates and the designed position coordinates during the 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 the typical prefabricated component is measured by an optical measuring instrument as ΔX=6.6mm, ΔY=2.9mm, and ΔZ=6.0mm. The deviation limit [S] between the measured position coordinates and the designed position coordinates of the center axis of the prefabricated component is 50mm, which is calculated according to formula (1) as follows:

[0052]

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

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

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

[0056] S400, excavation of rock and soil in front of the shield: the rock and soil in the cutout bin 27 is excavated by the excavation and filling device 4, so as to reserve space for the advancement of the OSM shield device 2; during the excavation, the front of the cutout bin 27 is excavated by slope reduction to prevent collapse, and the side of the cutout bin adopts the sliding retaining arm 26 as retaining support to prevent the side rock and soil from collapsing; the sliding retaining arm 26 can be extended by 1.0 to 1.5 m according to the properties of different rock and soil, so as to better play the function of retaining support;

[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, advancing the shield device: determining the advancing direction of the OSM shield device 2 by adjusting the hinge structure 22, and then advancing the OSM shield device 2 forward by the length of a prefabricated component through the reaction force of the shield cylinder 21 acting on the top iron 24; the total thrust F required to advance the OSM shield device 2 satisfies the following expression:

[0059] F=F1+F2≤nT (3)

[0060] Among them, 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 side and bottom of the OSM shield device 2 through the shield tail grouting pipe to form the primary grouting body 31; after the prefabricated component is removed from the shield tail, secondary grouting is performed on the strata on the side and bottom of the OSM shield device 2 through the grouting holes reserved on the prefabricated component to reinforce 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 surrounding stratum grouting reinforcement on the side of the shield device is 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 58.2 kPa; then the active earth pressure strength E at the grouting hole a According to formula (5), it is calculated as E a =8.0kPa, passive earth pressure strength E at the grouting hole p According to formula (5), it is calculated as E p =134.7kPa, design grouting pressure P c The value range is [8.0kPa, 134.7kPa];

[0069] S700, disassembly of the top iron: the top iron is lifted away from between the prefabricated component and the shield cylinder by the crane, and the next cycle of construction is carried out.

[0070] In a specific implementation, in step S500 of the complete construction method, when considering the influence of boulders on the advancement 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 isolated rock 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 isolated rocks are removed by the digging and filling device;

[0073] Under typical working conditions, the lateral earth pressure coefficient K is 0.656, and the bulk density γ of the soil 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 projection area S of the isolated rock on the excavation surface c 1.9m 2 , rock breaking resistance F c is 8330 kN, the number of shield cylinders n is 12, the maximum lifting force T that a single shield cylinder can provide is 800 kN, the friction resistance F2 between the outer surface of the OSM shield device and the surrounding strata is 4130 kN, and 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 isolated rocks 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 top of the OSM shield device 2 at the end of a single working day to ensure the normal operation of traffic.

[0077] The above are one or more embodiments of the present invention, and the description is relatively specific and detailed, but it cannot be understood as limiting the scope of the patent of the present invention. It should be pointed out that for ordinary technicians in this field, several modifications and improvements can be made without departing from the concept of the present invention, which all belong to the protection scope of the present invention. Therefore, the protection scope of the patent of the present invention shall be based on the attached claims.

Claims

1. An OSM shield system for underground engineering, characterized in that: The system includes prefabricated components, OSM shield device, grouting body, transportation and hoisting device and excavation and filling device; The prefabricated components are prefabricated assembled components for underground projects; 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 pushed forward by the reaction force of the prefabricated components; the articulated structure can bend the front and rear parts 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 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 separate the excavation surface in front of the OSM shield device from the hydraulic equipment; the sliding retaining arm can extend toward the excavation surface; 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.

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

3. The OSM shield system for underground engineering according to claim 1, characterized in that: 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.

4. A complete construction method, characterized in that: An OSM shield system for underground engineering as claimed in claims 1 to 3, comprising 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, and monitor and control the axis consistency parameters of the prefabricated components when they are connected during assembly; at this time, the deviation between the measured position coordinates and the designed position coordinates of the center axis of the prefabricated components should satisfy the following expression: Wherein, ΔX, ΔY and ΔZ are the deviations between the three-dimensional coordinates of the measured position of the centerline of the precast component and the three-dimensional coordinates of the designed position, respectively, and [S] is the deviation limit between the measured position coordinates of the centerline of the precast component and the designed position coordinates; Construction can only be continued after the deviation between the measured position coordinates and the designed position coordinates during assembly of the prefabricated components meets the requirements; S200, installation of top iron: hoisting the top iron by the crane, so as to temporarily install the top iron between the prefabricated component and the shield cylinder; S300, backfilling the soil overlying the prefabricated components: spreading and compacting the soil overlying the prefabricated components in layers by using the excavator; S400, excavation of rock and soil in front of the shield: the rock and soil in the cutout bin is excavated by the excavator to reserve space for the advancement of the OSM shield device; during the excavation, the front of the cutout bin is excavated by slope reduction to prevent collapse, and the side of the cutout bin is supported by the sliding retaining arm to prevent the side rock and soil from collapsing; S500, advancing the shield device: determining the advancing direction of the OSM shield device by adjusting the hinged structure, and then advancing the shield device 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 advance the shield device satisfies the following expression: F=F1+F2≤nT Among them, 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; 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 to reinforce the strata through the grouting holes reserved on the prefabricated component to form the secondary grouting body; Design grouting pressure P 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, disassembly of the top iron: the top iron is lifted away from between the prefabricated component and the shield cylinder by the crane, and the next cycle of construction is carried out.

5. A complete construction method according to claim 4, characterized in that: When considering the influence of the boulder on the advancement of the shield device in step S500, 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 isolated rock 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 isolated rocks are removed by the excavation and filling device.

6. A complete construction method according to claim 4, 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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