CN113389562B - Quick starting construction method for shield tunneling machine of subway tunnel - Google Patents
Quick starting construction method for shield tunneling machine of subway tunnel Download PDFInfo
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- 238000010276 construction Methods 0.000 title claims abstract description 89
- 230000005641 tunneling Effects 0.000 title claims abstract description 36
- 230000000977 initiatory effect Effects 0.000 claims abstract description 13
- 238000003860 storage Methods 0.000 claims abstract description 13
- 239000000463 material Substances 0.000 claims abstract description 6
- 238000000034 method Methods 0.000 claims description 29
- 239000002689 soil Substances 0.000 claims description 23
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- 238000004904 shortening Methods 0.000 abstract 1
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- 238000005452 bending Methods 0.000 description 5
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
- E21D9/093—Control of the driving shield, e.g. of the hydraulic advancing cylinders
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/12—Devices for removing or hauling away excavated material or spoil; Working or loading platforms
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Abstract
The invention discloses a quick starting construction method of a shield machine for a subway tunnel, which comprises the following steps: 1) calculating feasibility; 2) completing the construction of the top support, the middle plate, the side walls and the end wall of the initial end; reserving a starting space of a shield machine trolley and a transportation space of a storage battery car when a middle plate of a station outside a starting end is constructed; 3) dismantling the top support of the initiating end which obstructs the hoisting of the first shield machine; 4) hoisting all the large-scale equipment and materials for assembling and debugging the shield machine into the well by a crane; 5) closing the hoisting hole on the middle plate at the starting end; 6) constructing a top plate at the initial end, and assembling and debugging the shield machine on a bottom plate; 7) performing roof waterproof construction, and excavating a shield muck pool on one side of the foundation pit at the initial end; 8) and starting shield tunneling. The invention can rapidly expand the initial construction under the condition that the initial end is not capped, and the initial construction is performed in a crossed way with the construction of the main structure of the station, thereby shortening the construction period and reducing the construction cost.
Description
Technical Field
The invention relates to the field of subway tunnel construction, in particular to a quick starting construction method of a shield machine for a subway tunnel.
Background
The shield method is a construction method of underground excavation tunnels, the shield shell and the lining structure bear the pressure of external surrounding rocks together, a cutting device is used for excavating soil in front of an excavation surface, a propelling device is used for continuously propelling according to the excavation progress of the soil, and muck is transported to the ground by an unearthing machine, so that the mechanized construction of the underground excavation tunnels is formed. The shield method is widely applied to subway tunnel construction due to the advantages of high safety, high tunneling speed, small influence on ground traffic and the like.
The shield launching and receiving construction is the most important part in the shield construction, and is also a great risk source, even the key of the success or failure of the shield construction. Therefore, in the starting and receiving construction of the shield, a construction unit usually invests a large amount of manpower and material resources, and a conservative construction method is adopted to ensure the construction safety.
Considering the influence of the hoisting construction of the shield machine on the safety of the foundation pit, the traditional shield starting construction method generally requires that the subway station starting end is capped, and the shield machine hoisting, debugging and starting construction can be carried out after the top plate concrete reaches the design strength, so that the main structure of the station can provide effective support for the foundation pit under the condition of dismantling the support. The traditional construction method is simple and conservative. Because the factors such as geological conditions, hydrological conditions, a station foundation pit supporting form, a station main body structure arrangement form and the like of each construction project are different, the influence degree of shield hoisting construction on the foundation pit safety is more scientific and reasonable according to information such as theoretical calculation data, computer numerical simulation data, on-site actual monitoring data and the like, and the comprehensive analysis is carried out on the actual conditions of different construction projects; and the traditional construction method can not lead the main structure of the station and the construction procedures of hoisting, debugging and the like of the shield machine to form cross construction, the construction organization is obviously not compact enough, and the maximum efficiency of people, materials and machines can not be brought into play, so that the traditional shield starting construction method can improve the construction cost to a certain extent and prolong the construction period while paying attention to the construction safety.
In the construction process, when special reasons such as complex field surrounding environment, short construction period, environmental management and control and the like are met and the shield machine is required to be hoisted, debugged and initially constructed under the working condition that the originating end of a station is not capped, the traditional construction method cannot effectively guide construction, so that the construction method for quickly hoisting, debugging and originating the shield machine is urgently required to be researched under the condition that the originating end is not capped.
Disclosure of Invention
The invention provides a quick starting construction method of a shield machine for a subway tunnel, which aims to solve the technical problems in the prior art, can quickly expand starting construction under the condition that a starting end is not capped, and enables the starting construction to be crossed with the construction of a main structure of a station so as to shorten the construction period and reduce the construction cost.
The technical scheme adopted by the invention for solving the technical problems in the prior art is as follows: a shield machine rapid starting construction method for a subway tunnel comprises the following steps: 1) and (3) feasibility calculation: calculating the initial foundation bearing capacity, the foundation pit anti-overturning coefficient and the initial end wall strength under the condition that the middle plate, the side wall and the end wall at the initial end of the station all reach the design strength but the top plate is not applied and the support at the top of the initial end which prevents the first shield machine from being hoisted is removed, comparing the calculation result with the shield machine hoisting design requirement, and if the requirement is met, expanding the rapid initial construction; 2) completing the construction of top supports, middle plates, side walls and end walls at the initial ends; when a middle plate of an external station at an originating end is constructed, a portal frame I is adopted to support the middle plate above an originating position of a shield machine trolley, all portal frames I form an originating space of the shield machine trolley, a portal frame II is adopted to support the middle plate above a storage battery car track and behind the originating space of the shield machine trolley, and all portal frames II and all portal frames I form a storage battery car transportation space; 3) dismantling the top support of the initiating end which obstructs the hoisting of the first shield machine; 4) hoisting all large equipment and materials for assembling and debugging the shield tunneling machine and the large crawler crane into the well by using the large crawler crane; 5) closing the hoisting hole on the middle plate at the starting end; 6) constructing a top plate at the initial end, and assembling and debugging the shield machine on a bottom plate; 7) after the top plate of the initiating end is poured, performing waterproof construction on the top plate, and excavating a shield muck pool on one side of the foundation pit of the initiating end; 8) after the completion of the construction of the slag-soil pool, starting shield tunneling; during the tunneling process, the storage battery car is adopted to horizontally transport the muck generated in the tunneling process of the shield tunneling machine to the unearthing hole through the portal frame I and the portal frame II, and then the gantry crane is adopted to transport the muck to the muck pool.
On the basis of the scheme, the invention is further improved as follows:
step 1), obtaining the stress, displacement, soil body displacement and the stress of a station main structure of an initial-end enclosure structure in the shield hoisting process under the condition that the middle plate, the side wall and the end wall at the initial end all reach the design strength but no top plate is applied and the support at the initial end top which hinders the hoisting of the first shield machine is removed by adopting a numerical simulation method, comparing the calculation result with the shield machine hoisting design requirement, and if the requirement is met, rapidly carrying out initial construction.
And 5) erecting a steel structure on the hoisting hole to form a closed plate framework, and paving a cover plate covering the whole hoisting hole on the closed plate framework.
And 4), hoisting the trolley, moving the trolley to the starting position after the trolley is lowered into the well, and hoisting the shield host and other rear supporting equipment.
And 4) in the hoisting process of the shield machine, continuously monitoring the ground surface settlement near the crawler crane, the displacement of the crown beam and the retaining wall, the deformation of the end wall at the initiating end and the supporting axial force of the rest top support at the initiating end, stopping hoisting immediately if the data change rate suddenly increases and the accumulated change value is overlarge, and continuing the hoisting construction after finding out the reason and taking reinforcement measures.
And 2), the door-shaped frame I is made of I-shaped steel, the stand column is made of single I-shaped steel, the cross beam is made of double-spliced I-shaped steel, and the stand column and the cross beam are welded.
And 2), assembling the door-shaped frame II by adopting a rod piece of a scaffold, and arranging a reinforcing structure.
The invention has the advantages and positive effects that: the feasibility of shield machine hoisting under the working condition that the station originating end is not capped is comprehensively analyzed by combining necessary information such as theoretical calculation, computer numerical simulation, on-site actual monitoring data and the like, and the cross construction of the main structure of the station and the processes of shield machine assembly, debugging and the like can be realized by adopting key technologies such as reasonable arrangement of a portal frame, sealing of a middle plate hoisting hole by a steel structure, optimization of arrangement of a muck pool and the like. The method is particularly suitable for shield launching construction under special conditions of short construction period, complex surrounding environment and the like.
Drawings
FIG. 1 is a schematic structural diagram of the originating end top support in step 2) of the present invention;
FIG. 2 is a schematic view of step 5) of the present invention;
FIG. 3 is a schematic structural view of a portal frame I in step 2) of the present invention;
FIG. 4 is a schematic structural diagram of a portal frame II in step 2) of the present invention;
FIG. 5 is a plan view of the portal frame I and the portal frame II in step 2) of the present invention.
In the figure: 1. a top support; 2. a middle plate; 3. a side wall; 4. end walls; 5. a door-shaped frame I; 5-1, upright columns; 5-2, a cross beam; 6. a door-shaped frame II; 7. closing the plate skeleton; 8. a cover plate; 9. a soil outlet hole; 10. a shield machine.
Detailed Description
In order to further understand the contents, features and effects of the present invention, the following embodiments are illustrated and described in detail with reference to the accompanying drawings:
a shield machine rapid starting construction method for a subway tunnel is characterized by comprising the following steps:
1) and (3) feasibility calculation:
calculating the initial foundation bearing capacity, the foundation pit anti-overturning coefficient and the initial end wall strength under the condition that the middle plate, the side wall and the end wall at the initial end of the station reach the design strength but the top plate is not applied and the support at the top of the initial end which hinders the hoisting of the first shield machine is removed, comparing the calculation result with the shield machine hoisting design requirement, and if the requirement is met, expanding the rapid initial construction.
The process is as follows:
1.1) calculating and comparing the bearing capacity of the foundation:
Pkmax＝[(Fk+Gk)/A]+(Mk/W)
Pkmin＝[(Fk+Gk)/A]-(Mk/W)
Pk≤fa
Pkmax≤1.2fa
the crawler belt of the crawler crane is used as a foundation, the reinforced soil ground under the crawler belt is used as a foundation, and the characteristic value f of the bearing capacity of the foundation is obtained according to a field test.
Wherein: mk-the value of the moment (kN · m) acting on the base bottom surface, corresponding to the standard combination of actions;
w- -base bottom moment of resistance (m)3)；
Pkmin-minimum pressure value (kPa) of the edge of the foundation bed corresponding to the standard combination of actions.
Pk-average pressure value (kPa) at the base bottom corresponding to the standard combination of actions;
fa-corrected characteristic value of bearing capacity of foundation (kPa).
Pkmax-maximum pressure value (kPa) of the edge of the foundation bed corresponding to the standard combination of actions.
Gk-basis weight (kN);
a- -base floor area (m)2)。
Fk-vertical force values (kN) of the superstructure to the base top surface corresponding to the standard combination;
if the checking result is Pk≦faAnd P iskmax≦1.2faAnd judging that the bearing capacity of the foundation meets the hoisting requirement of the shield machine.
1.2) calculating and comparing the anti-overturning coefficient of the foundation pit during the hoisting of the shield machine:
Msk＝FaZa+FwZw
the enclosure structure support is a bottom plate at the starting end of the station, a middle plate and an undetached support.
Wherein: kq-a safety factor against overturning;
MRk-building envelope deadweight, building envelope support and the value of the moment of stability standard (kn.m) of passive earth pressure in the foundation pit to the building envelope bottom;
Msk-the water pressure and the soil pressure outside the foundation pit and the standard value (kn.m) of the overturning moment of the ground load outside the enclosure structure to the bottom surface of the enclosure structure;
Fa-active earth pressure outside the foundation pit (kN) taking into account the ground load;
Za-the distance (m) between the active earth pressure outside the foundation pit and the bottom surface of the building envelope;
Fw-water pressure outside the foundation pit (kN);
Zw-the distance (m) between the water pressure outside the foundation pit and the bottom surface of the enclosure;
Fp-passive earth pressure (kN) inside the foundation pit;
Zp-the distance (m) between the passive earth pressure inside the foundation pit and the bottom surface of the building envelope;
Gk-a dead weight standard value (kN) of the building envelope;
b-the diameter (m) of the bottom surface of the enclosure structure;
Fi-axial force (kN) of the ith support inside the pit;
Zi-the distance (m) between the ith support inside the foundation pit and the bottom surface of the enclosure;
if the calculated result is the anti-overturning safety coefficient KqIf the height is not less than 1.25, the foundation pit cannot be overturned and damaged in the hoisting process of the shield machine.
1.3) originating end headwall strength calculation and comparison:
a)0≦z≦hnin the case of
b)hnCase of ≦ z
Regarding the end walls and the enclosure piles as combined enclosure structures, taking the combined bending rigidity of the end walls and the enclosure piles in the formula, the EI can obtain the horizontal displacement of the combined enclosure structures, namely the horizontal displacement of the end walls, and then the maximum bending moment M of the end walls can be obtained according to the force method and the displacement method principlemax。
Maximum bending moment M of known end wallmaxWhether the end wall strength meets the requirements can be analyzed according to the following formula:
wherein: EI-bending rigidity of combination of end walls and row piles;
y-horizontal displacement (mm) of the building envelope;
z-headwall depth (m);
eaactive earth pressure (KN) at (z) -z depth taking into account ground loading;
m-proportional coefficient of horizontal resistance of foundation soil;
hn-the excavation depth (m) of step n;
b0-a containment length (m);
α1-coefficients, taken as per specifications;
fc-design value of axial compressive strength (MPa) of concrete;
b-side wall section width (m);
x-the concrete compression zone height (m) of the equivalent rectangular stress pattern;
h0-a sidewall cross-sectional effective height (m);
f’y-compression zone reinforcement yield strength (MPa);
A’s-the cross-sectional area (mm) of the longitudinal bars of the compression zone2)；
a’s-longitudinal tendon stress point (mm) of the compression zone;
if the calculation result is the maximum bending moment M of the side wallmaxAnd if the requirements of the formula are met, the end wall strength is considered to meet the hoisting requirements of the shield tunneling machine.
In order to verify the accuracy of the calculation, a numerical simulation method can be adopted to simulate the stress, displacement, soil displacement and the stress of a main structure of a station at the initial end in the working condition shield hoisting process, and the modeling key points are as follows:
taking a finite element method as an example, ABAQUS finite element software (or other finite element software) can be adopted, a soil body constitutive model can be reasonably selected according to different geological conditions, if a soil layer mainly consists of hard soil, sandy soil and the like, a modified MoCoulomb constitutive model can be selected, if the soil layer mainly consists of normally consolidated clay, a modified Cambridge model can be selected, the enclosure structure and the soil body can adopt embedded constraint, the enclosure structure can adopt binding constraint, and the station structure and the soil body can adopt hard contact. The numerical simulation result and the theoretical calculation result are verified mutually to ensure the reliability of feasibility calculation.
2) The construction of the top support 1, the middle plate 2, the side walls 3 and the end walls 4 at the initial end is completed; when constructing the middle plate of the station outside the initial end, the middle plate above the initial position of the shield machine trolley is supported by the door-shaped frame I5, all the door-shaped frames I5 form the initial space of the shield machine trolley, the middle plate above the track of the storage battery car behind the initial space of the shield machine trolley is supported by the door-shaped frame II 6, and the storage battery car transportation space is formed by all the door-shaped frames II 6 and all the door-shaped frames I5, please refer to fig. 1-5. The middle plate is supported by a door-shaped frame locally, a starting space is reserved for the shield tunneling machine, and a space is reserved for horizontal transportation of the dregs.
The door-shaped frame I5 can be made of I-shaped steel, in the embodiment, a single I-shaped steel is adopted for the upright post 5-1 of the door-shaped frame I5, double-spliced I-shaped steel is adopted for the cross beam 5-2, and the upright post and the cross beam are welded.
The door-shaped frame I5 is manufactured and installed by the following steps:
2.1) ground assembly: as shown in figure 3, the upright columns of the portal frame I5 are single 28b I-beams, the cross beams are double-spliced 28b I-beams, the upright columns and the cross beams are connected in a welding mode, the clear width of the portal frame I5 is larger than the maximum width of the shield tunneling machine trolley by 500mm, and the assembly is completed on the ground.
2.2) underground installation: after the door-shaped frame I5 is assembled and accepted, the door-shaped frame I is transported by adopting a tower crane, a gantry crane or a truck crane and the like according to field conditions and is installed with the template support frame at the same time; the portal frame I5 is arranged in the length range of the trolley on the track line of the shield tunneling machine (namely the difference between the length of the shield tunneling machine and the net width of the initiating end), and is arranged at intervals along the length direction of the foundation pit, and the recommended interval value is 3 m.
Above-mentioned door type frame II 6 can be formed by the member assembly of scaffold, satisfies bearing capacity and displacement requirement through setting up reinforced structure. Under the general condition, the space between the template support frame bodies is obviously smaller than the width of the storage battery car, and the middle plate frame body cannot be detached because the starting end of a station is not capped, so that the transverse clear distance of the middle plate frame body in the track range of the storage battery car must be increased in order to ensure the horizontal transportation of shield muck under the working condition. For solving above problem, can directly adopt the door type frame II of shaped steel preparation to replace corresponding part support body, nevertheless adopt shaped steel preparation door type frame II alone, the cost is higher relatively, so under the prerequisite that satisfies bearing capacity and displacement requirement, this embodiment adopts the door type frame II 6 by the equipment of scaffold member spare, horizontal clear distance is greater than storage battery car maximum width and leaves 500 mm's safe distance, and set up reinforced structure at its periphery, reinforced structure's parameter needs independent design, check calculation, in order to guarantee construction safety. The plane arrangement of the portal frame II 6 is as shown in figure 5, the portal frame II is arranged along the length direction of the foundation pit, the distance is preferably 3m, and the portal frame II and the template support frame are installed simultaneously.
3) And removing the top support of the initiating end which prevents the first shield tunneling machine from being hoisted.
Referring to fig. 1, as the top supports 1 are fully distributed on the shield hoisting hole of the initiating end, the shield machine cannot hoist the underground, so that part of the top supports which hinder the hoisting of the first shield machine needs to be removed to leave a space for the shield machine to hoist the underground.
4) Hoisting the shield tunneling machine 10 and all large-scale equipment and materials for assembling and debugging the shield tunneling machine into the well by using a large crawler crane, and ensuring that the shield tunneling machine can be normally assembled and debugged after a middle plate hoisting hole is closed;
when the shield machine is hoisted, the trolley is hoisted firstly, the trolley is moved to the starting position below the portal frame I5 after going down the well, enough space is ensured below the shield hoisting hole, and then the shield machine host and other rear supporting equipment are hoisted.
In the hoisting process of the shield tunneling machine 10, the surface subsidence near the crawler crane, the displacement of the crown beam and the retaining wall, the deformation of the end wall at the starting end and the supporting axial force of the rest top support at the starting end need to be continuously monitored, if the data change rate suddenly increases and the accumulated change value is too large, the hoisting needs to be stopped immediately, and after the reason is found out and a reinforcing measure is taken, the hoisting construction can be continued.
5) And closing the hoisting hole on the middle plate at the starting end.
The specific method of this embodiment: and erecting a steel structure on the hoisting hole to form a closed plate framework 7, and paving a cover plate 8 covering the whole hoisting hole on the closed plate framework 7. The structure and size of the steel structure are determined according to the bearing capacity, and the recommended size of the steel structure exceeding the edge of the hole is 250 mm.
6) And constructing the top plate of the initiating end, and assembling and debugging the shield machine on the bottom plate.
After the hoisting holes in the middle plate at the starting end are closed, a top plate template supporting frame body is erected above the closed plate framework 7, and the construction of the top plate template at the starting end of the station, the steel bars and the concrete is carried out. The assembly and debugging cross construction of the top plate of the initiating end and the shield machine can shorten the construction period and reduce the cost. The normal construction of roof can be guaranteed to closing plate skeleton 7, and apron 8 can prevent effectively that the roof work progress from taking place the object that falls from the high altitude, guarantees that the below carries out shield structure machine equipment, debugging personnel's safety.
7) And after the top plate of the initial end is poured, performing waterproof construction on the top plate, and excavating a shield muck pool on one side of the foundation pit of the initial end. In the traditional construction method, the muck pool is usually arranged on a top plate of a station, so that the muck is convenient to transport, but the muck pool is arranged on the side edge of a foundation pit of the station because the waterproof construction of the top plate is not completed. The construction of the slag-soil pool and the top plate of the initial end in a crossed way can shorten the construction period and reduce the cost. The plane size and depth of the slag-soil pool are comprehensively determined according to the soil output in the shield tunneling process and the actual situation of a construction site.
8) After the completion of the construction of the slag-soil pool, starting shield tunneling; during the tunneling process, the muck generated in the tunneling process of the shield tunneling machine is horizontally transported to the unearthed hole 9 through the portal frame I and the portal frame II by using the storage battery car, and then the muck is transported to the muck pool by using the portal crane. And circulating the step to keep the normal propulsion of the shield tunneling machine.
Finally, it is to be noted that: the embodiment of the invention mainly emphasizes the key technology of completing shield assembling, debugging and cross construction with a station main body structure, and the working procedures of reaction frames, starting frames, end reinforcement, tunnel portal water prevention and the like in shield starting construction belong to the prior construction technology, and are not described in detail in the embodiment.
Although the preferred embodiments of the present invention have been described with reference to the accompanying drawings, the present invention is not limited to the above-described embodiments, which are only illustrative and not restrictive, and those skilled in the art can make many modifications without departing from the spirit and scope of the invention as claimed.
Claims (7)
1. A shield machine rapid starting construction method for a subway tunnel is characterized by comprising the following steps:
1) and (3) feasibility calculation:
calculating the initial foundation bearing capacity, the foundation pit anti-overturning coefficient and the initial end wall strength under the condition that the middle plate, the side wall and the end wall at the initial end of the station all reach the design strength but the top plate is not applied and the support at the top of the initial end which prevents the first shield machine from being hoisted is removed, comparing the calculation result with the shield machine hoisting design requirement, and if the requirement is met, expanding the rapid initial construction;
2) completing the construction of the top support, the middle plate, the side walls and the end wall of the initial end; when the middle plate of the outer station of the initial end is constructed, the middle plate above the initial position of the shield machine trolley is supported by the portal frames I, all the portal frames I form an initial space of the shield machine trolley, the middle plate above a storage battery car track behind the initial space of the shield machine trolley is supported by the portal frames II, and all the portal frames II and all the portal frames I form a storage battery car conveying space;
3) dismantling the top support of the initiating end which obstructs the hoisting of the first shield machine;
4) hoisting all large equipment and materials for assembling and debugging the shield tunneling machine and the large crawler crane into the well by using the large crawler crane;
5) closing the hoisting hole on the middle plate at the starting end;
6) constructing a top plate at an initiating end, and assembling and debugging the shield machine on a bottom plate;
7) after the top plate at the initial end is poured, performing waterproof construction on the top plate, and excavating a shield muck pool on one side of the foundation pit at the initial end;
8) after the completion of the construction of the slag-soil pool, starting shield tunneling; during the tunneling process, the muck generated in the tunneling process of the shield tunneling machine is horizontally transported to a soil outlet through the portal frame I and the portal frame II by using the storage battery car, and then the muck is transported to a muck pool by using the portal crane.
2. The method of claim 1, wherein in step 1), the numerical simulation method is used to obtain the shield building envelope stress, displacement, soil displacement and station main structure stress at the initial end during the shield hoisting process when the middle plate, the side walls and the end walls at the initial end have reached the design strength but no top plate is applied and the support at the initial end top, which hinders the first shield machine from hoisting, has been removed, and the calculation result is compared with the shield machine hoisting design requirement, and if the requirement is met, the rapid starting construction is performed.
3. The shield tunneling machine rapid starting construction method for the subway tunnel according to claim 1, wherein in the step 5), a steel structure is erected on the hoisting hole to form a closed slab framework, and a cover plate covering the whole hoisting hole is laid on the closed slab framework.
4. The shield tunneling machine rapid starting construction method for the subway tunnel according to claim 1, wherein in the step 4), the trolley is hoisted, the trolley is moved to the starting position after going down the shaft, and then the shield tunneling machine and other supporting equipment are hoisted.
5. The shield tunneling machine rapid originating construction method for subway tunnel according to claim 1 or 4, wherein said step 4), during the shield tunneling machine hoisting process, the ground subsidence near the crawler crane, the crown beam and retaining wall displacement, the deformation of the end wall at the originating end and the supporting axial force of the remaining top support at the originating end are continuously monitored, if the data change rate suddenly increases and the accumulated change value is too large, the hoisting is stopped immediately, and after the reason is found out and the reinforcement measure is taken, the hoisting construction can be continued.
6. The shield tunneling machine rapid starting construction method for the subway tunnel according to claim 1, wherein in the step 2), the portal frame I is made of I-shaped steel, the stand column is made of single I-shaped steel, the cross beam is made of double-spliced I-shaped steel, and the stand column and the cross beam are welded.
7. The shield tunneling machine rapid originating construction method for subway tunnel according to claim 1, wherein said step 2), the gate frame ii is assembled using the bars of the scaffolding with a reinforcing structure.
Priority Applications (1)
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| CN114320387A (en) * | 2021-12-31 | 2022-04-12 | 中交二公局第一工程有限公司 | Lining segment conveying device and method for split starting of shield |
| CN114560223B (en) * | 2022-01-24 | 2024-07-02 | 中铁上海工程局集团有限公司 | Non-stop slag discharging soil bucket and use method thereof |
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