CN113389562A - Quick starting construction method for shield machine of subway tunnel - Google Patents
Quick starting construction method for shield machine of subway tunnel Download PDFInfo
- Publication number
- CN113389562A CN113389562A CN202010168158.5A CN202010168158A CN113389562A CN 113389562 A CN113389562 A CN 113389562A CN 202010168158 A CN202010168158 A CN 202010168158A CN 113389562 A CN113389562 A CN 113389562A
- Authority
- CN
- China
- Prior art keywords
- shield
- construction
- hoisting
- shield machine
- initial
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
- 238000010276 construction Methods 0.000 title claims abstract description 89
- 230000005641 tunneling Effects 0.000 claims abstract description 36
- 230000000977 initiatory effect Effects 0.000 claims abstract description 20
- 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 31
- 239000002689 soil Substances 0.000 claims description 25
- 229910000831 Steel Inorganic materials 0.000 claims description 17
- 230000008569 process Effects 0.000 claims description 17
- 239000010959 steel Substances 0.000 claims description 17
- 238000004364 calculation method Methods 0.000 claims description 15
- 238000006073 displacement reaction Methods 0.000 claims description 14
- 238000013461 design Methods 0.000 claims description 13
- 230000008093 supporting effect Effects 0.000 claims description 8
- 230000008859 change Effects 0.000 claims description 6
- 238000004088 simulation Methods 0.000 claims description 6
- 230000003014 reinforcing effect Effects 0.000 claims description 5
- 238000004904 shortening Methods 0.000 abstract 1
- 238000009412 basement excavation Methods 0.000 description 6
- 238000005452 bending Methods 0.000 description 5
- 238000007906 compression Methods 0.000 description 4
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 4
- 230000006835 compression Effects 0.000 description 3
- 238000005516 engineering process Methods 0.000 description 3
- 238000012544 monitoring process Methods 0.000 description 3
- 230000002787 reinforcement Effects 0.000 description 3
- 238000010586 diagram Methods 0.000 description 2
- 238000009415 formwork Methods 0.000 description 2
- 238000002360 preparation method Methods 0.000 description 2
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 1
- 238000004458 analytical method Methods 0.000 description 1
- 238000006243 chemical reaction Methods 0.000 description 1
- 239000004927 clay Substances 0.000 description 1
- 238000005520 cutting process Methods 0.000 description 1
- 238000011549 displacement method Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 230000001976 improved effect Effects 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000005457 optimization Methods 0.000 description 1
- 230000008520 organization Effects 0.000 description 1
- 230000008092 positive effect Effects 0.000 description 1
- 230000002265 prevention Effects 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 238000007789 sealing Methods 0.000 description 1
- 230000000087 stabilizing effect Effects 0.000 description 1
- 210000002435 tendon Anatomy 0.000 description 1
- 238000012360 testing method Methods 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
Images
Classifications
-
- 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
-
- 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
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Environmental & Geological Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
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 an initiating end, and assembling and debugging the shield machine on a bottom plate; 7) performing roof waterproof construction, and excavating a shield muck pool at 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 for a shield machine of a subway tunnel.
Background
The shield method is a construction method of underground excavation tunnels, external surrounding rock pressure is borne by a shield shell and a lining structure together, soil body excavation is carried out in front of an excavation surface by a cutting device, a propulsion device is used for continuously propelling according to the soil body excavation progress, and muck is transported to the ground by an unearthing machine, so that 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 significant risk source, even the key of 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 surrounding environment, short construction period, environmental management and control and the like exist on site and the shield machine needs 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 needs to be researched under the condition that the originating end is not capped.
Disclosure of Invention
The invention provides a quick initial construction method of a shield machine for a subway tunnel, aiming at solving the technical problems in the prior art, and the method can quickly expand initial construction under the condition that the initial end is not capped, and enables the initial construction and the construction of a main structure of a station to be performed in a crossed manner, 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 reach the design strength but no top plate is 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 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 lowering the shield tunneling machine into the well by using a 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 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 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.
On the basis of the scheme, the invention is further improved as follows:
in the step 1), the numerical simulation method is adopted to obtain the initial end enclosure structure stress, displacement, soil body displacement and station main structure stress in the shield hoisting process under the condition that the initial end middle plate, the side wall and the end wall all reach the design strength but are not provided with a top plate and the support of the initial end top which hinders the first shield machine in hoisting is removed, the calculation result is compared with the shield machine hoisting design requirement, and if the requirement is met, the rapid initial construction is carried out.
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 main machine and other subsequent 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 soil 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 is suddenly increased and the accumulated change value is too large, and continuing hoisting construction after reasons are found out and reinforcing measures are taken.
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 body 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 muck pool arrangement and the like. The method is particularly suitable for shield initial 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. an end wall; 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 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.
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 the 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- -moment of resistance of the base bottom (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-modified foundation bearingForce characteristic value (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- -area of the base bottom surface (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 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 a standard value of the stabilizing moment (kn.m) of passive earth pressure in the foundation pit to the building envelope bottom;
Msk-water pressure and soil pressure outside the foundation pit and a standard value (kn.m) of 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 ground load;
Za-the distance (m) between the active earth pressure outside the foundation pit and the bottom surface of the building envelope;
Fw-outside water pressure (kN) of the foundation pit;
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 KqAnd if the height is not less than 1.25, the foundation pit is not overturned and damaged in the hoisting process of the shield machine.
1.3) calculating and comparing the strength of the end wall at the initial end:
a)0≦z≦hnin the case of
b)hnCase of ≦ z
Regarding the end wall and the enclosure pile as a combined enclosure structure, taking the combined bending rigidity of the end wall and the enclosure pile in the formula, the horizontal displacement of the combined enclosure structure, namely the horizontal displacement of the end wall, can be obtained, and then the maximum bending moment M of the end wall can be obtained according to the force method and displacement method principlesmax。
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-longitudinal reinforcement cross-sectional area (mm) of 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 the 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 Mokolun constitutive model can be selected, if the soil layer mainly consists of normal consolidated clay, a modified Cambridge model can be selected, embedded constraint can be adopted between the enclosure structure and the soil body, binding constraint can be adopted between the enclosure structures, and hard contact can be adopted between the station structure and the soil body. 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 a 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, starting space is reserved for the shield tunneling machine, and space is reserved for horizontal transportation of dregs.
The door-shaped frame I5 can be made of I-shaped steel, in the embodiment, the upright post 5-1 of the door-shaped frame I5 is made of single I-shaped steel, the cross beam 5-2 is made of double-spliced I-shaped steel, 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 fig. 3, the upright columns of the portal frame i 5 are single 28b i-beams, the cross beams are double-spliced 28b i-beams, the upright columns and the cross beams are connected by welding, the clear width of the portal frame i 5 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 normal 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 layout of the door-shaped frame II 6 is as shown in figure 5, and the door-shaped frame II is arranged along the length direction of the foundation pit, the distance is preferably 3m, and the door-shaped 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) Closing the hoisting hole on the middle plate at the initiating 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 originating middle plate are closed, a top plate formwork supporting frame body is erected above the closed plate framework 7, and the construction of the station originating top plate formwork, reinforcing steel bars and 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 effectively prevent to take place the object that falls from the high altitude in the roof work progress, guarantees to carry out shield structure machine equipment, debugging personnel's safety below.
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 size and the depth of the slag-soil pool plane need to be 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 during the tunneling process of the shield tunneling machine is horizontally transported to the unearthed hole 9 through the gate-shaped frame I and the gate-shaped frame II by using the storage battery car, and then the muck is transported to the muck pool by using the gantry 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 finishing the crossed construction of the shield assembling and debugging and the main structure of the station, and the working procedures of the reaction frame, the starting frame, the end reinforcement, the tunnel portal water prevention and the like in the shield starting construction belong to the prior construction technology, and the embodiment is not repeated.
Although the preferred embodiments of the present invention have been described above 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 present invention as defined in the appended claims.
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 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 an initiating 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 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 plate skeleton, and a cover plate covering the whole hoisting hole is laid on the closed plate skeleton.
4. The rapid starting construction method of the shield tunneling machine for the subway tunnel according to claim 1, wherein in the step 4), the trolley is hoisted first, 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 method for the rapid starting construction of the shield tunneling machine for the subway tunnel according to claim 1 or 4, wherein in the step 4), during the hoisting process of the shield tunneling machine, 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 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 the reinforcing 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 starting construction method for subway tunnels according to claim 1, wherein in the step 2), the portal frame II is assembled by using the bars of the scaffold and provided with a reinforcing structure.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010168158.5A CN113389562B (en) | 2020-03-11 | 2020-03-11 | Quick starting construction method for shield tunneling machine of subway tunnel |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010168158.5A CN113389562B (en) | 2020-03-11 | 2020-03-11 | Quick starting construction method for shield tunneling machine of subway tunnel |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN113389562A true CN113389562A (en) | 2021-09-14 |
| CN113389562B CN113389562B (en) | 2022-07-19 |
Family
ID=77615481
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202010168158.5A Active CN113389562B (en) | 2020-03-11 | 2020-03-11 | Quick starting construction method for shield tunneling machine of subway tunnel |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN113389562B (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
| CN114560223A (en) * | 2022-01-24 | 2022-05-31 | 中铁上海工程局集团有限公司 | Non-stop slag discharge soil bucket and use method thereof |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103046933A (en) * | 2012-12-08 | 2013-04-17 | 中铁十二局集团有限公司 | Shield station-crossing tunneling and station parallel construction method |
| CN103590839A (en) * | 2013-11-25 | 2014-02-19 | 中铁十八局集团有限公司 | Subway station cast-in-situ concrete structure door-like scaffold construction process |
| JP2015098676A (en) * | 2013-11-18 | 2015-05-28 | 大成建設株式会社 | Construction method of shield tunnel |
| CN204716257U (en) * | 2015-03-31 | 2015-10-21 | 中交二航局第四工程有限公司 | Guarantee that shield whole starts and the variable door opening cribbing of station main body synchronous construction |
| CN108316307A (en) * | 2018-02-08 | 2018-07-24 | 青岛理工大学 | The construction method that shield machine station originates |
| CN110748349A (en) * | 2019-10-17 | 2020-02-04 | 中铁隧道集团一处有限公司 | Double-molecular originating method for small-clear-distance double-line tunnel shield |
-
2020
- 2020-03-11 CN CN202010168158.5A patent/CN113389562B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103046933A (en) * | 2012-12-08 | 2013-04-17 | 中铁十二局集团有限公司 | Shield station-crossing tunneling and station parallel construction method |
| JP2015098676A (en) * | 2013-11-18 | 2015-05-28 | 大成建設株式会社 | Construction method of shield tunnel |
| CN103590839A (en) * | 2013-11-25 | 2014-02-19 | 中铁十八局集团有限公司 | Subway station cast-in-situ concrete structure door-like scaffold construction process |
| CN204716257U (en) * | 2015-03-31 | 2015-10-21 | 中交二航局第四工程有限公司 | Guarantee that shield whole starts and the variable door opening cribbing of station main body synchronous construction |
| CN108316307A (en) * | 2018-02-08 | 2018-07-24 | 青岛理工大学 | The construction method that shield machine station originates |
| CN110748349A (en) * | 2019-10-17 | 2020-02-04 | 中铁隧道集团一处有限公司 | Double-molecular originating method for small-clear-distance double-line tunnel shield |
Non-Patent Citations (1)
| Title |
|---|
| 何文锋: "提早满足盾构始发条件的几个关键施工部署", 《广州建筑》 * |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
| CN114560223A (en) * | 2022-01-24 | 2022-05-31 | 中铁上海工程局集团有限公司 | Non-stop slag discharge soil bucket and use method thereof |
Also Published As
| Publication number | Publication date |
|---|---|
| CN113389562B (en) | 2022-07-19 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN101338678B (en) | Supporting arch hidden digging top-down construction method | |
| CN107119711B (en) | Connecting structure for large-range adjacent existing transfer station and construction method | |
| CN105673039A (en) | Gob-side entryretaining roadway-side flexible and high-strength material bearing construction structure and construction method thereof | |
| CN105064397A (en) | Open excavation construction method for expanding excavation of station on metro interzone shield tunnel foundation | |
| CN106979021B (en) | Large-section loess tunnel excavates and preliminary bracing quick closure cyclization method | |
| CN110821513A (en) | Construction method for performing advanced grouting and supporting on tunnel local collapse | |
| CN102410031B (en) | Underground space structure constructed by pile wall construction method | |
| LU502674B1 (en) | Safe bottom-up and top-down combined construction method for asynchronous excavation of ultra-deep foundation pit group | |
| CN113389562B (en) | Quick starting construction method for shield tunneling machine of subway tunnel | |
| CN209585054U (en) | One kind is quickly met an urgent need diagonal brace for salvage of foundation pits | |
| CN108517795A (en) | Railroad bridge protecting canopy frame structure and its construction method | |
| CN111305182A (en) | Soft foundation reinforcement construction method | |
| CN110748354A (en) | Construction method of assembled shield maintenance well | |
| CN112576260B (en) | Arch cover method tunnel entering construction method and arch cover method tunnel entering supporting structure | |
| CN205061417U (en) | What narrow regional building deep basal pit was under construction puies forward soil series all | |
| CN212052780U (en) | Oblique supporting type deep foundation pit supporting structure | |
| CN210195752U (en) | Underground structure is built to arched cover undercut | |
| CN209941687U (en) | Heavy-duty equipment hoisting device based on proximity deep foundation pit construction environment | |
| CN210766912U (en) | Structure for restraining upward floating of interval tunnel | |
| CN115467366A (en) | Construction method for actively compensating deformation of adjacent operation tunnel in foundation pit construction | |
| CN219732023U (en) | Fender pile and steel diagonal bracing fender structure | |
| CN214836397U (en) | Semi-arch multi-column shed tunnel formwork trolley | |
| CN216973379U (en) | Foundation reinforced structure under underground chamber arch foot roof beam | |
| CN217352507U (en) | Shield tunnel foundation pit supporting mechanism | |
| CN211006702U (en) | Inclined strut underground structure is thrown in soft soil foundation double-deck |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |