CN108678751B - Assembly type construction method of shield cutter head manhole by jacking and excavating firstly - Google Patents
Assembly type construction method of shield cutter head manhole by jacking and excavating firstly Download PDFInfo
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- CN108678751B CN108678751B CN201810468569.9A CN201810468569A CN108678751B CN 108678751 B CN108678751 B CN 108678751B CN 201810468569 A CN201810468569 A CN 201810468569A CN 108678751 B CN108678751 B CN 108678751B
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- 238000010276 construction Methods 0.000 title claims abstract description 96
- 238000009412 basement excavation Methods 0.000 claims abstract description 75
- 238000012423 maintenance Methods 0.000 claims abstract description 62
- 238000007689 inspection Methods 0.000 claims abstract description 48
- 239000002689 soil Substances 0.000 claims abstract description 35
- 238000000034 method Methods 0.000 claims abstract description 29
- 238000004519 manufacturing process Methods 0.000 claims abstract description 19
- 229910000831 Steel Inorganic materials 0.000 claims description 117
- 239000010959 steel Substances 0.000 claims description 117
- 230000005641 tunneling Effects 0.000 claims description 15
- 241000357293 Leptobrama muelleri Species 0.000 claims description 9
- 238000003466 welding Methods 0.000 claims description 8
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 2
- 238000005266 casting Methods 0.000 claims description 2
- 238000011065 in-situ storage Methods 0.000 claims description 2
- 239000000758 substrate Substances 0.000 claims description 2
- 230000007704 transition Effects 0.000 claims 2
- 230000002093 peripheral effect Effects 0.000 description 4
- 230000002787 reinforcement Effects 0.000 description 4
- 239000000463 material Substances 0.000 description 3
- 230000003014 reinforcing effect Effects 0.000 description 3
- 238000007789 sealing Methods 0.000 description 3
- 238000005520 cutting process Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 230000005611 electricity Effects 0.000 description 2
- 230000007613 environmental effect Effects 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 241000282326 Felis catus Species 0.000 description 1
- 230000002411 adverse Effects 0.000 description 1
- 239000004568 cement Substances 0.000 description 1
- 239000011083 cement mortar Substances 0.000 description 1
- 238000005056 compaction Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000010030 laminating Methods 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 239000002861 polymer material Substances 0.000 description 1
- 239000011148 porous material Substances 0.000 description 1
- 238000002203 pretreatment Methods 0.000 description 1
- 230000001681 protective effect Effects 0.000 description 1
- 238000004080 punching Methods 0.000 description 1
- 238000011084 recovery Methods 0.000 description 1
- 238000005507 spraying Methods 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D5/00—Lining shafts; Linings therefor
- E21D5/11—Lining shafts; Linings therefor with combinations of different materials, e.g. wood, metal, concrete
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D5/00—Lining shafts; Linings therefor
- E21D5/04—Lining shafts; Linings therefor with brick, concrete, stone, or similar building materials
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D5/00—Lining shafts; Linings therefor
- E21D5/06—Lining shafts; Linings therefor with iron or steel
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D5/00—Lining shafts; Linings therefor
- E21D5/12—Accessories for making shaft linings, e.g. suspended cradles, shutterings
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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
- E21D9/08—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining with additional boring or cutting means other than the conventional cutting edge of the shield
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Mechanical Engineering (AREA)
- Wood Science & Technology (AREA)
- Environmental & Geological Engineering (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention discloses an assembly type construction method of a shield cutter head manhole, which comprises the following steps: construction pretreatment; manufacturing an assembly type locking collar assembly at the position of an excavation manhole; excavating an inspection well in layers, arranging an assembled supporting structure in the inspection well in layers to serve as a well wall support until the top layer of a shield section of the inspection well is excavated, and then backfilling earth to a position 3m above a shield machine to wait for the jacking of the shield machine; and the shield machine is jacked to a preset position of the maintenance well, and the earthwork is excavated again to the top layer of the shield section. And (3) excavating a semi-ring structure supporting a region on one side far away from the shield section until the bottom of the well, overhauling a shield cutter head, removing the assembled supporting structure in the overhauling well from bottom to top in a layering mode after the overhauling of the shield cutter head is finished, backfilling in a follow-up mode, and continuously excavating by the shield machine after all backfilling is finished. The method improves the construction speed of the manhole, has no residue in soil, has no pollution, does not influence other projects, and has high safety and low construction cost.
Description
Technical Field
The invention relates to the field of maintenance well construction for a shield, in particular to a shield cutter head maintenance well assembly type construction method with jacking and excavation sequentially.
Background
In the construction of tunnels, subways and the like at present, a shield technology is required. In the existing shield construction, a shield cutter head needs to be overhauled in the construction process, the shield cutter head is overhauled at present, and overhaul wells need to be arranged on an excavated route at intervals. However, in the existing shield cutter head manhole, after excavation, the well wall is formed by pouring concrete, after the shield cutter head is overhauled, when the manhole is to be backfilled, because the concrete well wall is firmer, the concrete well wall cannot be removed and recycled from the ground, and only needs to be left in the ground, and the soil used in the manhole is backfilled, so that the problems caused by the following steps are that: because the concrete well wall is left in the soil, adverse effect can be caused to the construction of other subsequent projects, not only the feature of environmental protection is poor and the efficiency of construction is low. Meanwhile, in the existing full excavation mode, if the soil body structure is special and the excavation is not suitable, the construction speed of the maintenance well can be influenced if the shield segment of the maintenance well is excavated first. In addition, in the construction of the manhole by using concrete, particularly in the engineering of urban subways and the like, because the operation space is narrow and small, the operation environment is complex, the types of construction machines are various, the damage to operation personnel is easy to cause, and the influence of more adjacent risk sources such as dense pipelines is also easy to cause, and the safe construction is also inconvenient. Therefore, the inventor finds that the problem to be solved is how to carry out the shield cutter head manhole construction efficiently, pollution-free and safely.
Disclosure of Invention
Based on the problems in the prior art, the invention aims to provide the shield cutter head inspection well assembly type construction method for jacking and excavating firstly, which can ensure the construction efficiency, reduce the construction cost, effectively reduce the problems of pollution to soil bodies and influence on other engineering construction caused by unrecoverable concrete applied to the inspection well when the soil body structure is special and the excavation is not easy.
The purpose of the invention is realized by the following technical scheme:
the embodiment of the invention provides an assembly type construction method of a shield cutter head manhole, which comprises the following steps:
carrying out construction pretreatment at the position where the manhole is arranged;
manufacturing an assembled locking collar assembly at the position of an excavation manhole;
excavating an inspection well in layers at the position of the inspection well corresponding to the assembled locking collar assembly, and arranging an assembled supporting structure in layers in the excavated inspection well as a well wall support of the inspection well until the inspection well is excavated to the top of a shield section of the inspection well;
the shield machine enters the tunnel and is jacked to a preset maintenance position below the excavated part of the maintenance well;
semi-excavation treatment: taking one side area of a shield section of the inspection well, which is far away from the direction of a shield machine, as a half-excavation area, taking the other half area as the position of the shield machine, performing layered excavation on the half-excavation area from top to bottom, arranging assembled support structures in layers as well wall supports of the half-excavation area until the maintenance position of the inspection well is excavated, and assembling an assembled steel back cover at the bottom;
and after the half-excavation is finished, the shield cutterhead is overhauled, the shield cutterhead is dismantled in a layered mode and recovered after the maintenance is finished, the assembled supporting structure in the manhole is backfilled along with earthwork, and after all earthwork backfilling is finished and the landform is restored, the shield machine continues tunneling, namely the assembled construction of the half-backfilling type shield cutterhead overhaul well is finished.
According to the technical scheme provided by the invention, the shield cutter head manhole assembly type construction method which comprises the following steps of:
the maintenance well is excavated in a layered manner from top to bottom, the assembled supporting structure is arranged in the excavated maintenance well in a layered manner from top to bottom to serve as a well wall support of the maintenance well, the assembled supporting structure is sealed along with excavation and has strong circularity and high construction speed, the assembled supporting structure can be recycled after being used, the subsequent construction cost is reduced, no residue exists in a soil body after construction is finished, the soil body cannot be polluted, and the problems that the soil body is easy to pollute and influence other engineering constructions and the like due to the fact that the unrecyclable concrete is adopted to manufacture the wall of the maintenance well are solved; particularly, the shield machine is jacked to a preset maintenance position in the shield section of the maintenance well, and then a half-excavation mode is adopted, so that the maintenance well is conveniently arranged on soil which is not suitable for excavation, the maintenance of a cutter head of the shield machine is realized, or the cutter head of the shield machine is damaged at the preset position, the maintenance well can be built to maintain the cutter head of the shield machine by adopting the mode, meanwhile, the half-excavation mode is adopted in the shield section of the maintenance well, the soil excavation amount is small, the efficiency is improved, the backfill workload in the construction process of the maintenance well can be reduced, and the construction speed of the maintenance well is improved. Moreover, the construction method has relatively few related equipment, so that the construction safety can be better ensured under the condition of more risk sources on the construction site.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings needed to be used in the description of the embodiments are briefly introduced below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and it is obvious for those skilled in the art to obtain other drawings based on the drawings without creative efforts.
Fig. 1 is a flow chart of a fabricated construction method of a jacking-first and excavating shield cutter head manhole according to an embodiment of the present invention;
FIG. 2 is a schematic structural plan view of a conventional section of a manhole in a construction method according to an embodiment of the present invention;
FIG. 3 is a schematic sectional view taken along line A-A of FIG. 2;
FIG. 4 is a schematic sectional view taken along line B-B in FIG. 2;
fig. 5 is a schematic structural plan view of a maintenance well shield segment in the construction method according to the embodiment of the present invention;
FIG. 6 is a schematic diagram illustrating a construction procedure of an assembled supporting structure in the construction method according to the embodiment of the present invention;
FIG. 7 is a schematic plan view of an assembled shackle ring assembly for use in a construction method according to an embodiment of the invention;
FIG. 8 is a schematic structural view of each sub-girder of the steel wale in the construction method according to the embodiment of the present invention;
FIG. 9 is a schematic structural diagram of sub corrugated boards of a corrugated board in a construction method according to an embodiment of the present invention;
in fig. 2, 3, 4 and 5: 1-conventional section of the manhole; 2-a shield segment of the manhole; 3-a shield jacking region of the shield segment; 31-steel wale; 311-a first sub-beam; 312-a second sub-beam; 313-a third sub-beam; 314-a fourth sub-beam; 315-fifth sub-beam; 316-steel waist beam connection; 32-an inner support; 321-a first supporting seat; 322-a second support seat; 33-corrugated plate; 34-longitudinal connectors; 35-longitudinal connecting upright posts; c, the jacking direction of the shield tunneling machine; 4-grouting small tubes;
in fig. 7: 21-concrete ring beam; 22-prefabricating a steel plate ring beam; 23-prefabricating steel plate ring beam channel steel; 24-a weld; 25-bolt hole; 26-wellhead guardrail;
in fig. 8: 310-strip bolt holes; 317-cutting an opening;
in fig. 9: 330-corrugated plate; 331-elongate hole ends; 332-connecting the pore ends; 333. 335-ribbed plate; 334. 336-jack slot.
Detailed Description
The technical solutions in the embodiments of the present invention are clearly and completely described below with reference to the specific contents of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments of the present invention without making any creative effort, shall fall within the protection scope of the present invention. Details which are not described in detail in the embodiments of the invention belong to the prior art which is known to the person skilled in the art.
As shown in fig. 1 to 5, an embodiment of the present invention provides an assembly type construction method for a shield cutter head manhole, where the shield cutter head manhole is constructed by jacking and excavating first, where the method includes:
carrying out construction pretreatment at the position where the manhole is arranged; preferably, the pre-treatment comprises: leveling the position where the manhole is arranged and a peripheral field, arranging a fence and an adjacent building after leveling, and connecting water, electricity and introducing used equipment;
as shown in fig. 1 to 5, an embodiment of the present invention provides an assembly type construction method for a shield cutter head manhole, where the shield cutter head manhole is constructed by jacking and excavating first, where the method includes:
carrying out construction pretreatment at the position where the manhole is arranged;
manufacturing an assembled locking collar assembly at the position of an excavation manhole;
excavating an inspection well in layers at the position of the inspection well corresponding to the assembled locking collar assembly, and arranging an assembled supporting structure in layers in the excavated inspection well as a well wall support of the inspection well until the inspection well is excavated to the top of a shield section of the inspection well;
the shield machine enters the tunnel and is jacked to a preset maintenance position below the excavated part of the maintenance well;
semi-excavation treatment: taking one side area of a shield section of the inspection well, which is far away from the direction of a shield machine, as a half-excavation area, taking the other half area as the position of the shield machine, performing layered excavation on the half-excavation area from top to bottom, arranging assembled support structures in layers as well wall supports of the half-excavation area until the maintenance position of the inspection well is excavated, and assembling an assembled steel back cover at the bottom;
and after the half-excavation is finished, the shield cutterhead is overhauled, the shield cutterhead is dismantled in a layered mode and recovered after the maintenance is finished, the assembled supporting structure in the manhole is backfilled along with earthwork, and after all earthwork backfilling is finished and the landform is restored, the shield machine continues tunneling, namely the assembled construction of the half-backfilling type shield cutterhead overhaul well is finished.
In the above construction method, the manufacturing of the assembled locking collar assembly (structure shown in fig. 7) at the excavation and maintenance well includes:
step 1) casting a concrete ring beam in situ:
excavating earthwork in the range of a ring beam at an inspection well, constructing a cushion layer, binding reinforcing steel bars, installing a pre-embedded steel plate, supporting a template and pouring ring beam concrete to manufacture a concrete ring beam;
step 2), assembling the prefabricated steel plates:
installing a prefabricated steel plate on the poured concrete ring beam to form a prefabricated steel plate ring beam, welding the prefabricated steel plate ring beam with a pre-embedded steel plate on the concrete ring beam, and fixing in a full-welding mode during welding to finish the manufacture of the assembled fore shaft ring;
step 3), installing a wellhead guardrail: the preferable wellhead guardrail adopts an assembled corrugated plate baffle wall;
the prefabricated steel plate ring beam is provided with an assembled corrugated plate baffle wall or a steel guardrail as a well mouth guardrail, and an assembled locking ring component is manufactured.
Or,
in the method, the step of manufacturing the assembled locking collar assembly at the excavation and maintenance well comprises the following steps:
step 1) laying a cushion layer:
laying a cushion layer at the position of the manhole;
step 2), assembling the prefabricated steel plates:
fixedly mounting a prefabricated steel plate on the laid cushion layer to form a prefabricated steel plate ring beam, namely finishing the manufacture of the assembled fore shaft ring;
step 3), installing a wellhead guardrail:
and arranging a steel guardrail on the prefabricated steel plate ring beam as a wellhead guardrail, namely manufacturing an assembled locking ring assembly.
The assembled locking collar assembly without the concrete for manufacturing the concrete collar beam is more convenient to disassemble and recycle during backfilling, the construction speed is improved, and the pollution is reduced without the concrete.
In the construction method, the maintenance well is excavated in layers at the position of the maintenance well corresponding to the assembled locking collar assembly, the assembled supporting structure is arranged in layers in the excavated maintenance well to serve as a well wall support of the maintenance well, and the construction method is carried out until the maintenance well is excavated to the top of a shield section of the maintenance well:
(1) when the inspection well is excavated in layers, a first waist beam is erected after earth excavation is carried out, the first waist beam is connected with a prefabricated steel plate ring beam of the assembled locking ring assembly through a connecting piece, and after the first waist beam is closed into a ring, the first waist beam is fixedly connected with the prefabricated steel plate ring beam through bolts;
(2) after the first layer of waist beam is erected, soil is excavated continuously, the excavation depth of each layer is equal to or larger than the width of one layer of corrugated plate, one layer of corrugated plate is erected below the first layer of waist beam, the layer of corrugated plate is connected and fastened with the first layer of waist beam above the layer of corrugated plate, and the upper layer of steel waist beam and the lower layer of corrugated plate which are adjacent form a fabricated supporting structure;
(3) assembling the next waist rail, connecting the waist rail with the corrugated plates which are assembled above and are closed into rings, wherein the assembling seams of two adjacent waist rails are staggered, and the assembling seams of two adjacent corrugated plates are staggered;
(4) erecting an inner support in each fabricated supporting structure;
and (4) repeating the steps (3) and (4) in the construction process until the maintenance well is excavated to the top of the shield section of the maintenance well.
Specifically, the step of arranging the assembled supporting structure in the excavated manhole in a layering manner to serve as a wall support of the manhole comprises the following steps:
step 1) the depth of excavated earth is 0.5m, a first layer of waist beam is erected after the earth is excavated in an inspection well, the first layer of waist beam is connected with a prefabricated steel plate ring beam of an assembly type locking ring assembly by a connecting piece, the first layer of steel waist beam is propped open and placed in place by a prefastening piece, the steel waist beam connecting piece is bolted with each sub-beam of the first layer of steel waist beam by bolts, and the first layer of waist beam is connected with the prefabricated steel plate ring beam of the assembly type locking ring by bolts;
step 2) after a first layer of waist beam is erected, erecting a layer of corrugated plate on the wall of the excavated manhole, hanging the layer of corrugated plate on the first layer of steel waist beam, using a prefastening piece to prop two adjacent corrugated plates apart, using a connecting piece to fasten the layer of corrugated plate, and fastening the corrugated plate and the first layer of steel waist beam by using bolts, wherein the one layer of steel waist beam and the one layer of corrugated plate which are adjacent up and down form an assembled supporting structure;
step 3) erecting an inner supporting piece in each assembled supporting structure;
and (4) repeatedly arranging all layers of assembled supporting structures from top to bottom in the follow-up construction process according to the steps until the maintenance well is excavated to the top of the shield section of the maintenance well.
In the construction method, in the process of arranging the assembled supporting structure in layers as a well wall support of the manhole, two waist beams at two ends within 1m are connected with a longitudinal short column, and two layers of inner supports are erected; backfilling and grouting at the back of the corrugated plate every 1.5m (or selecting other grouting distances according to the state of the soil layer, such as 2 m); and a longitudinal connecting piece is connected to the two waist beams at two ends within every 3m (other grouting distances can be selected according to soil layer states, such as 2m or 3.5 m).
In the construction method, the longitudinal connecting piece adopts channel steel to connect six longitudinally adjacent steel waist beams of the fabricated supporting structure together.
As shown in fig. 2 to 5, in the above construction method, the step of arranging the fabricated support structure in the excavated manhole layer by layer as a wall support of the manhole includes:
in the conventional section of the excavated manhole, a plurality of conventional assembled supporting structures are arranged in layers in the excavated manhole to serve as wall supports of the manhole;
arranging a plurality of transitional assembled supporting structures in the excavated manhole in layers at the transitional section of the excavated manhole as well wall supports of the manhole;
and in the shield section of the excavated manhole, arranging a plurality of shield type assembled supporting structures in the excavated manhole in layers to serve as wall supports of the manhole.
Among the above-mentioned assembled supporting construction, every pin conventional assembled supporting construction includes: the corrugated plate comprises a steel waist beam, corrugated plates, inner supporting pieces and a plurality of connecting pieces; the steel wale is of an annular structure matched with the shape of the inner wall of the underground vertical shaft;
the corrugated plate is of an annular structure matched with the shape of the inner wall of the underground shaft;
the corrugated plate is arranged below the steel waist beam and is connected with the steel waist beam through the connecting piece, and the connecting piece preferably adopts a bolt;
the inner supporting piece is arranged in the steel waist rail, and two ends of the inner supporting piece are supported on the supporting seat and can pre-tighten the waist rail;
in the fabricated supporting structure, the height of the fabricated supporting structure formed by the waist beam and the corrugated plate is 0.5-0.75 m.
In the assembled supporting structure, the steel waist beam is of a circular ring structure or an elliptical ring structure;
the corrugated plate is of a circular ring structure or an elliptical ring structure;
the steel waist rail is the same as the corrugated plate in shape.
In the assembled supporting structure, the steel waist beam is formed by connecting a plurality of sub-beams through steel waist beam connecting pieces;
the plurality of sub-beams includes: a plurality of straight plate sub-beams and a plurality of arc sub-beams (e.g., first sub-beam 311, second sub-beam 312, third sub-beam 313, fourth sub-beam 314, and fifth sub-beam 315, etc., connected via a steel waist beam connection 316 as illustrated in fig. 2).
In the assembled supporting structure, the corrugated plate is formed by connecting a plurality of sub-corrugated plates through corrugated plate connecting pieces;
the plurality of sub-corrugated sheets includes: a plurality of straight sub-corrugated boards and a plurality of arc sub-corrugated boards.
In the fabricated supporting structure, the inner supporting piece consists of a pre-tightening straight rod structure body with adjustable length and supporting seats at two ends.
In the fabricated supporting structure, the number of the steel waist beams, the number of the corrugated plates and the number of the inner supports are the same;
wherein, a steel waist rail and a corrugated plate form a roof truss supporting structure.
The above-mentioned support equipment still includes: and the longitudinal connecting piece is used for connecting six longitudinally adjacent supporting structures together. Preferably, the longitudinal connectors are made of channel steel.
In the above-mentioned supporting construction, each sub-beam of the steel wale may be made of a square tube, and the upper and lower surfaces thereof are provided with strip bolt holes, and the inner side of the square tube at the side of the strip bolt hole is provided with a cutting opening, through which an upper part and a lower part are conveniently connected (see fig. 8).
Referring to fig. 9, the head end of each sub corrugated plate of the corrugated plate is a connecting hole end, the tail end is a long strip hole end matched with the long strip hole end, and the plurality of arc-shaped corrugated plates and the plurality of straight sub corrugated plates are connected into a circular ring structure or an elliptical ring structure capable of adjusting prestress in the circumferential direction through a plurality of corrugated plate connecting pieces in a mode that the head end and the tail end are connected, and the circular ring structure or the elliptical ring structure is matched with the inspection well. Two side edges of each sub corrugated plate except the head end and the tail end are respectively provided with a transverse connecting side edge, and a plurality of strip-shaped connecting holes are uniformly distributed on the connecting side edges and are conveniently connected with the upper assembled steel waist beam and the lower assembled steel waist beam. A plurality of rows of connecting holes are arranged in parallel from top to bottom at the connecting hole end of the head end of each sub corrugated plate, each row of connecting holes comprises a plurality of connecting holes arranged at intervals, and a plurality of strip-shaped holes are arranged in parallel from top to bottom at the strip hole end of the tail end of each sub corrugated plate; ribbed plates are arranged at the head end and the tail end of each sub-corrugated plate, jack clamping grooves are formed in the two ends of each ribbed plate respectively, a jack can be conveniently arranged between the two connected sub-corrugated plates, and prestress adjustment is achieved. The sub corrugated plates in the structural form are convenient to connect and can be subjected to prestress adjustment.
In the method, the steel waist beams used for supporting each section of well wall in the manhole are all assembled steel waist beams, and the corrugated plates are all assembled corrugated plates, so that the assembly is convenient during use, the recovery and the transportation are convenient after the use, and the prestress adjustment is convenient.
In the construction method, the assembled steel back cover comprises the following steps:
when the overhaul well is excavated to the bottom of the shield segment, the substrate is leveled, the cushion layer is laid, the back cover steel plate is laid on the cushion layer, the horizontal support is laid on the back cover steel plate, the horizontal support is fixedly connected between the end part and the waist beam at the bottom layer through bolts, and the back cover steel plate and the horizontal support are fixedly connected.
In the construction method, in the assembly type steel back cover, a back cover steel plate is a prefabricated steel plate which can be assembled on site;
the horizontal support is made of I-shaped steel.
In the construction method, the assembled supporting structures are arranged in layers in the excavated manhole to serve as the wall support of the manhole, and the two adjacent layers of the assembled supporting structures are arranged in a staggered joint mode.
In the construction method, the assembled supporting structures are arranged in layers in the excavated overhaul well and used as the well wall support of the overhaul well, the two layers of assembled supporting structures adjacent to each other are arranged in a staggered manner, and the stability of the supporting structures can be improved due to the staggered arrangement.
In the construction method, the soil body in the peripheral range of the shield tunneling machine is reinforced before the excavation of the maintenance well or in the excavation process. The method can be used for reinforcing the soil body in the peripheral range of the shield tunneling machine by rotary spraying and grouting on the ground before the excavation of the maintenance well, or reinforcing the soil body in the peripheral range of the shield tunneling machine for multiple times in the maintenance well in the excavation and maintenance well process, and the reinforcement can be realized by deep hole grouting.
The embodiments of the present invention are described in further detail below.
The embodiment of the invention provides a fabricated construction method of a shield cutter head maintenance well which is jacked firstly and then excavated, taking a certain shield project as an example, the excavation size of the maintenance well is similar to an ellipse, the length of a long shaft is 3.6m, the length of a short shaft is 3m, and a fabricated supporting structure of a steel waist beam, a corrugated plate and an inner support is adopted for supporting a protective wall.
As shown in fig. 1 to 5, before the construction of the shield cutter head overhaul well, a construction enclosure is firstly carried out to solve the problem of water and electricity, and then an assembly type locking collar assembly is constructed; and installing a wellhead guardrail after the locking collar is completed, entering a material machine tool, starting an inspection well to excavate after all the materials are ready, excavating the inspection well step by step, installing a steel waist beam, hanging corrugated plates, and fastening after pre-tightening. Taking a layer of waist beam and a layer of corrugated plate as a roof truss supporting structure, and excavating to the top of a shield section of a designed maintenance well; jacking the shield machine to a preset maintenance position of a shield section of the maintenance well; taking one side area of a shield section of the inspection well close to the direction of a shield machine as a half-excavation area, taking the other half area as a non-excavation area, performing layered excavation on the half-excavation area from top to bottom, arranging assembled supporting structures in layers as well wall supports of the half-excavation area until the shield machine is excavated to a preset inspection position, and assembling an assembled steel back cover at the bottom; and (4) overhauling the shield cutter head, removing and recovering the assembled supporting structure in the overhauling well in a layering manner after the overhauling of the shield cutter head is completed, backfilling with earthwork, and continuously tunneling by the shield machine after the restoration of the landform is completed by backfilling with all earthwork, namely completing the assembled construction of the semi-backfilling type shield cutter head overhauling well.
Specifically, the shield cutter head manhole assembly type construction method based on jacking and excavation comprises the following steps:
the first step is as follows:
(1) constructing a concrete ring beam;
(2) mounting a prefabricated steel ring beam;
(3) excavating 0.5m, assembling a ring of corrugated plates and a ring of steel waist beams, called as a roof truss, and erecting opposite supports in time;
(4) repeating the step (3), excavating and supporting to 32 fabricated supporting structures with the elevation of 27.98 m;
the second step is that:
(1) continuously excavating downwards, and after each fabricated supporting structure is excavated and supported, performing horizontal deep hole grouting according to the arranged grouting hole positions;
(2) repeating the step (1) to apply 4 frames downwards;
(3) carrying out deep hole grouting at the bottom of the well according to the grouting range and the set hole site;
(4) after grouting is finished, backfilling the overhaul well to a position 3m above the top of the shield tunneling machine, wherein the backfilling soil is cement soil, and the backfilling is performed because the shield tunneling machine is excavated to the top of the shield tunneling machine and needs to be filled for a certain distance upwards, and then the pressure of the shield tunneling machine during propulsion is ensured;
the third step:
jacking the shield tunneling machine to a preset maintenance position;
the fourth step:
(1) digging out backfill earthwork;
(2) continuing to excavate downwards, and performing pipe shed and reinforcing ring construction;
(3) excavating a shield section, constructing an assembled supporting structure and constructing a small guide pipe;
(4) constructing a bottom guide pipe;
(5) bottom sealing construction;
(6) and providing a maintenance working surface.
In the excavation process, the soil body in the range of the shield tunneling machine is reinforced three times at the bottom of the well, deep hole grouting is adopted for reinforcement, the reinforcement depth is 11m, and the soil body reinforcement indexes are as follows: the unconfined compressive strength is not less than 0.8MPa, and the reinforced soil body has good uniformity and self-standing property.
The shield cutter head manhole assembly type construction method comprises the following specific steps:
firstly, constructing a locking collar:
the shackle beam profile dimensions are 1.2m x 0.5m (deep) (see fig. 7).
(11) After the opening locking ring is excavated, paving a C20 plain concrete cushion layer with the thickness of 100 mm; the well ring is made of C30 commercial concrete and is formed by one-time continuous pouring forming.
(12) Assembling prefabricated steel plates:
after the concrete ring beam is poured, a layer of prefabricated steel plate with the thickness of 15mm is laid on the upper portion of the concrete ring beam to form a prefabricated steel plate ring beam, the prefabricated steel plate ring beam is welded with the embedded steel plate on the concrete ring beam, and the prefabricated steel plate ring beam is fixed in a full-welding mode during welding.
(13) Installing a guardrail:
in order to prevent sundries from accidentally falling into and ensure the safety of all operating personnel, a 1.2m high wellhead guardrail is constructed on the prefabricated steel plate, a steel guardrail can be adopted, and an assembled corrugated plate baffle wall can also be adopted.
(II) earth excavation:
the excavation is from top to bottom layer by layer, and the excavation sequence is that the soil around is excavated first and then the soil in the middle is excavated. According to the principle of diagonal excavation, soil at the corners is excavated first, and then excavation is carried out towards the center of the well. The excavation depth of each roof truss is 0.5 m-0.75 m, and the depth is equivalent to the size of a ring waist beam and a ring corrugated plate. The excavated soil body is timely loaded into a bucket and transported out, a 25t truck crane is adopted for vertical transportation, the residue soil is hoisted to a temporary residue soil stacking area on the ground, and the soil stacking area and the excavation area have enough safety distance.
In the excavation process, a plumb instrument (steel wire) is erected for paying off, a steel ruler is used for carrying out directional auxiliary measurement, the axis of a manhole is strictly controlled, the deviation is not more than 5mm, and the size of an excavation section is 3m multiplied by 3.6 m. The excavation quality needs to be strictly controlled in the earth excavation process, and overexcavation is avoided.
And (III) well wall supporting:
(31) after earth excavation, a first layer of waist beam is erected, the waist beam is connected with the prefabricated ring beam through bolts, the waist beam is unfolded and placed in place through the prefastening piece, the waist beam connecting piece is bolted with each sub-beam of the waist beam through the bolts, and the waist beam is fixedly connected with the prefabricated ring beam through the bolts.
(32) After the first layer of waist beam is erected, a plurality of corrugated plates are erected below the first layer of waist beam, the corrugated plates are connected with the first layer of steel waist beam, then the corrugated plates are opened by using a pre-tightening piece, the annular corrugated plates are fastened and connected by using bolts, and the corrugated plates are bolted with the first layer of steel waist beam.
(33) And connecting the second layer of steel waist beam with the corrugated plate by using a connecting piece, opening the steel waist beam by using a pre-tightening piece and placing in place, bolting the connecting piece with the steel waist beam by using a bolt, and fastening and bolting the steel waist beam with the corrugated plate.
(34) The inner supporting member is erected in time.
(35) The subsequent construction process repeats the steps (32), (33) and (34).
What need be noticed among the supporting process is assembled to above-mentioned structure is: (1) mounting a longitudinal short column every 1m, and erecting two layers of inner supports; (2) backfilling and grouting at the back of the corrugated plate every 1.5 m; (3) longitudinal connectors are connected every 3 m.
The construction process of the fabricated supporting structure is shown in fig. 6, wherein the steps in fig. 1 are as follows: leveling, grooving and constructing a ring beam; the steps of FIG. 2 are: excavating for 0.75m or 0.5m at a time; the steps of fig. 3 are: assembling a first steel waist beam; the steps of fig. 4 are: assembling a first layer of corrugated plates; the steps of fig. 5 are: assembling the next steel waist beam; the steps of fig. 6 are: and excavating earthwork, and assembling subsequent corrugated plates and steel waist beams.
(IV) grouting the back of the corrugated plate:
backfill grouting is carried out at every 1.5m behind the buckled plate to fill the gap behind the buckled plate, promote the laminating nature of assembled supporting construction and wall of a well. And (3) reserving a grouting hole on each of four corrugated plates of the single-ring corrugated plate, or adopting a field punching mode.
The grouting material adopts cement mortar or a high polymer material with expansion characteristic;
(V) construction of a stairway in a well:
the underground stair adopts prefabricated cat ladder or stair, is fixed in on the steel waist rail or encorbelments and the collar tie beam with stair during the shaft excavation, adopts the bolt-up to fix.
(VI) shield jacking:
and the shield machine is jacked to a preset maintenance position of a shield section of the maintenance well.
(VII) half-digging treatment and bottom sealing:
taking one side area of a shield section of the inspection well, which is far away from the direction of a shield machine, as a half-excavation area, taking the other half area as the position of the shield machine, performing layered excavation on the half-excavation area from top to bottom, arranging assembled support structures in layers as well wall supports of the half-excavation area until the shield machine is excavated to the inspection position of the shield machine at the bottom of the inspection well, and assembling an assembled steel back cover at the bottom;
(eighth) maintenance of the shield cutter head:
overhauling the shield cutter head;
(nine) backfilling the overhaul well, recovering the structure and recovering the landform:
(81) backfilling: and after the maintenance of the shield tunneling machine is finished, recovering all the assembled supporting structures layer by layer from bottom to top, and backfilling the maintenance well.
① removing a fabricated supporting structure and corresponding inner supporting member;
② following soil with the same thickness (0.5m) as one fabricated supporting structure and tamping in layers with the compaction coefficient not less than 0.94;
③ the steps ①, ② are repeated until all the fabricated supporting structures are removed.
(82) Backfilling to the position of the locking hole ring, dismantling the guardrail, dismantling the prefabricated steel plate, breaking the concrete of the locking hole ring, tamping backfilled plain soil, and recovering the original appearance to finish the construction method.
The construction method of the invention adopts the assembled supporting structure as the support of the wall of the manhole, the supporting structure is supported along with the excavation, the sealing and the ring forming are fast, the construction efficiency is improved, the supporting structure is convenient to recover after the use, the supporting structure can not remain in the soil body, the pollution is avoided, the environmental protection is good, the shield section adopts a half-excavation mode, the excavated soil volume is less, the backfill soil volume is reduced, and the construction speed of the manhole and the maintenance speed of the shield machine are improved.
The above description is only for the preferred embodiment of the present invention, but the scope of the present invention is not limited thereto, and any changes or substitutions that can be easily conceived by those skilled in the art within the technical scope of the present invention are included in the scope of the present invention. Therefore, the protection scope of the present invention shall be subject to the protection scope of the claims.
Claims (9)
1. The utility model provides a shield cutter head manhole assembled construction method who advances earlier and excavate, which characterized in that includes:
carrying out construction pretreatment at the position where the manhole is arranged;
manufacturing an assembled locking collar assembly at the position of an excavation manhole; in the method, the step of manufacturing the assembled locking collar assembly at the excavation and maintenance well comprises the following steps: step 1) casting a concrete ring beam in situ: excavating earthwork in the range of a ring beam at an inspection well, constructing a cushion layer, binding reinforcing steel bars, installing a pre-embedded steel plate, supporting a template and pouring ring beam concrete to manufacture a concrete ring beam; step 2), assembling the prefabricated steel plates: installing a prefabricated steel plate on the poured concrete ring beam to form a prefabricated steel plate ring beam, welding the prefabricated steel plate ring beam with a pre-embedded steel plate on the concrete ring beam, and fixing in a full-welding mode during welding to finish the manufacture of the assembled fore shaft ring; step 3), installing a wellhead guardrail: arranging a steel guardrail on the prefabricated steel plate ring beam as a well mouth guardrail, namely manufacturing an assembled type locking ring component; or, in the method, the manufacturing of the assembled locking collar assembly at the excavation service well comprises: step 1) laying a cushion layer: laying a cushion layer at the position of the manhole; step 2), assembling the prefabricated steel plates: fixedly mounting a prefabricated steel plate on the laid cushion layer to form a prefabricated steel plate ring beam, namely finishing the manufacture of the assembled fore shaft ring; step 3), installing a wellhead guardrail: arranging a steel guardrail on the prefabricated steel plate ring beam as a well mouth guardrail, namely manufacturing an assembled type locking ring component;
excavating an inspection well in layers at the position of the inspection well corresponding to the assembled locking collar assembly, and arranging an assembled supporting structure in layers in the excavated inspection well as a well wall support of the inspection well until the inspection well is excavated to the top of a shield section of the inspection well;
the shield machine enters the tunnel and is jacked to a preset maintenance position below the excavated part of the maintenance well;
semi-excavation treatment: taking one side area of a shield section of the inspection well, which is far away from the direction of a shield machine, as a half-excavation area, taking the other half area as the position of the shield machine, performing layered excavation on the half-excavation area from top to bottom, arranging assembled support structures in layers as well wall supports of the half-excavation area until the maintenance position of the inspection well is excavated, and assembling an assembled steel back cover at the bottom;
and after the half-excavation is finished, the shield cutterhead is overhauled, the shield cutterhead is dismantled in a layered mode and recovered after the maintenance is finished, the assembled supporting structure in the manhole is backfilled along with earthwork, and after all earthwork backfilling is finished and the landform is restored, the shield machine continues tunneling, namely the assembled construction of the half-backfilling type shield cutterhead overhaul well is finished.
2. The prefabricated construction method of the shield cutter head manhole of the advance jacking and the later excavation according to claim 1, wherein in the method, the manhole is excavated in layers at the position of the manhole corresponding to the prefabricated locking ring assembly, and prefabricated supporting structures are arranged in layers in the excavated manhole to serve as a wall support of the manhole until the top of a shield section of the manhole excavated to the top is:
(1) when the inspection well is excavated in layers, a first waist beam is erected after earth excavation is carried out, the first waist beam is connected with a prefabricated steel plate ring beam of the assembled locking ring assembly through a connecting piece, and after the first waist beam is closed into a ring, the first waist beam is fixedly connected with the prefabricated steel plate ring beam through bolts;
(2) after the first waist beam is erected, soil is excavated continuously, the excavation depth of each layer is equal to or larger than the width of one layer of corrugated plate, one layer of corrugated plate is erected below the first waist beam, the layer of corrugated plate is connected and fastened with the first waist beam above the layer of corrugated plate, and the upper layer of steel waist beam and the lower layer of corrugated plate which are adjacent to each other form a fabricated supporting structure;
(3) assembling the next waist rail, connecting the waist rail with the corrugated plates which are assembled above and are closed into rings, wherein the assembling seams of two adjacent waist rails are staggered, and the assembling seams of two adjacent corrugated plates are staggered;
(4) erecting an inner support in each fabricated supporting structure;
and (4) repeating the steps (3) and (4) in the construction process until the maintenance well is excavated to the top of the shield section of the maintenance well.
3. The fabricated construction method of the shield cutterhead access well which advances forward and then excavates according to claim 2, characterized in that in the method, in the process of arranging fabricated supporting structures in layers as well wall supports of the access well, two waist beams at two ends within every 1m are connected with a longitudinal short column, and two layers of inner supports are erected; grouting is backfilled at the back of the corrugated plate every 1.5 m; two waist beams at two ends within every 3m are connected with a longitudinal connecting piece.
4. The prefabricated construction method of the shield cutterhead manhole of the top-in-bottom excavation type according to claim 3, wherein the longitudinal connecting piece adopts channel steel to connect six longitudinally adjacent prefabricated supporting structures together.
5. The prefabricated construction method of the shield cutterhead inspection well which is excavated after jacking according to claim 1, wherein the step of arranging prefabricated supporting structures in the excavated inspection well in a layered manner to serve as a well wall support of the inspection well comprises the following steps:
in the conventional section of the excavated manhole, a plurality of conventional fabricated supporting structures are arranged in layers in the excavated manhole to serve as wall supports of the manhole;
at the transition section of the excavated manhole, arranging a plurality of transitional type fabricated supporting structures in the excavated manhole in layers to serve as wall supports of the manhole;
and in the shield section of the excavated manhole, arranging a plurality of shield-shaped assembled supporting structures in the excavated manhole in layers to serve as wall supports of the manhole.
6. The top-in-back shield cutterhead service well assembly construction method of claim 5, wherein, in the method,
every pin conventional assembled supporting construction includes: the corrugated plate comprises a steel waist beam, corrugated plates, inner supporting pieces and a plurality of connecting pieces; the steel wale is of an annular structure matched with the shape of the inner wall of the underground vertical shaft;
the corrugated plate is of an annular structure matched with the shape of the inner wall of the underground shaft;
the corrugated plate is arranged below the steel waist beam and is connected with the steel waist beam through the connecting piece, and the connecting piece adopts a bolt;
the inner supporting piece is arranged in the steel waist rail, and two ends of the inner supporting piece are supported on the supporting seat and can pre-tighten the waist rail;
every pin transition type assembled supporting construction includes: the steel waist beam, the inner support piece and the plurality of connecting pieces; the steel wale is of an annular structure matched with the shape of the inner wall of the underground vertical shaft;
the inner supporting piece is arranged in the steel waist rail, and two ends of the inner supporting piece are supported on the supporting seat and can pre-tighten the waist rail;
every truss shield type assembled supporting construction includes: the corrugated plate comprises a steel waist beam, corrugated plates, inner supporting pieces and a plurality of connecting pieces; the steel wale is of an annular structure matched with the shape of the inner wall of the underground vertical shaft;
the corrugated plate is of an annular structure matched with the shape of the inner wall of the underground shaft;
the corrugated plate is arranged below the steel waist beam and is connected with the steel waist beam through the connecting piece, and the connecting piece adopts a bolt;
the inner supporting piece is arranged in the steel waist beam, and two ends of the inner supporting piece are supported on the supporting seat and can pre-tighten the waist beam.
7. The top-in-back excavation shield cutterhead service well assembly construction method of any one of claims 2 to 4, wherein in the method, the assembled assembly steel back cover comprises:
when the overhaul well is excavated to the bottom of the shield segment, the substrate is leveled, the cushion layer is laid, the back cover steel plate is laid on the cushion layer, the horizontal support is laid on the back cover steel plate, the horizontal support is fixedly connected between the end part and the waist beam at the bottom layer through bolts, and the back cover steel plate and the horizontal support are fixedly connected.
8. The fabricated construction method of the jacking-before-excavating shield cutterhead manhole as claimed in claim 7, wherein in the fabricated steel back cover, a prefabricated steel plate capable of being assembled on site is adopted as a back cover steel plate;
the horizontal support is made of I-shaped steel.
9. The top-in-back excavation shield cutterhead inspection well assembly construction method according to any one of claims 1 to 5, characterized in that in the method, assembly type supporting structures are arranged in layers in the excavated inspection well and used as well wall supports of the inspection well, and two adjacent layers of assembly type supporting structures are arranged in a staggered manner.
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Families Citing this family (5)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN110748354A (en) * | 2019-12-10 | 2020-02-04 | 中铁十四局集团隧道工程有限公司 | Construction method of assembled shield maintenance well |
| CN110924949A (en) * | 2019-12-10 | 2020-03-27 | 中铁十四局集团隧道工程有限公司 | Assembled shield structure manhole system |
| CN111022057B (en) * | 2019-12-21 | 2024-05-07 | 西安建筑科技大学 | Subway tunnel well entry construction method and construction well supporting structure in loess area |
| CN111927464B (en) * | 2020-08-14 | 2023-01-31 | 中建三局集团有限公司 | Prefabricated assembled shaft inner supporting structure |
| CN112796763A (en) * | 2021-03-19 | 2021-05-14 | 中国人民解放军军事科学院国防工程研究院工程防护研究所 | Deep underground tunnel ventilation shaft supporting construction |
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