CN103244143B - A kind of underground construction excavating construction method and underground station - Google Patents
A kind of underground construction excavating construction method and underground station Download PDFInfo
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- CN103244143B CN103244143B CN201310201546.9A CN201310201546A CN103244143B CN 103244143 B CN103244143 B CN 103244143B CN 201310201546 A CN201310201546 A CN 201310201546A CN 103244143 B CN103244143 B CN 103244143B
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Abstract
The invention discloses a kind of underground construction excavating construction method and underground station.Along longitudinal some evenly distributed, the mutual occlusions of jacking in the top of underground engineering structure and the periphery of dual-side and the steel pipe of peripheral solder wing plate in the working pit that described underground construction excavating construction method is included in outside underground construction; Excavate the soil body in steel pipe and within the scope of adjacent steel pipe wing plate institute bag in jack-in process in time, and adopt connector by adjacent steel pipe lateral connection; Close the two ends of steel pipe two ends and adjacent steel pipe wing plate institute bag scope, placing of concrete within the scope of steel pipe and adjacent steel pipe wing plate institute bag, make the steel pipe of occlusion mutually form overall stressed board wall; Step excavation underground construction agent structure central sill, the post corresponding position soil body, and after soil excavation, perform beam, the rod structure of agent structure; And with performing each laminate wall construction of agent structure while soil excavation.This construction method can control surface settlement preferably, work progress degree of safety is high, mechanization degree is high.
Description
Technical field
The present invention relates to tunnels and underground engineering technique of design and construction field, be specifically related to the underground construction excavating construction method under a kind of, the weak condition of country rock shallow for buried depth and underground station.
Background technology
Along with the fast continual development of Chinese society economy, domestic many big and medium-sized cities have started large-scale subway construction and underground space development all.For underground engineering construction, usual employing cut and cover method, but the building such as midtown business, enterprise, finance, local-style dwelling houses are intensive, heavy traffic, land price are expensive, the restriction of in addition intensive underground utilities and underground structure, part engineering is made to be difficult to adopt open-cut, therefore, in domestic subway construction, the ratio of tunneling subway engineering shows a rising trend.
Because geological conditions is different, the form of structure of tunneling subway engineering differs greatly with the construction method adopted, and the form of structure therefore in the construction of China's underground space and tunneling engineering method also present multifarious feature.The more tunneling engineering method of current domestic application comprises middle hole method, PBA engineering method, cavern-pile method, two side-wall pilot tunnel, CRD method etc., the common feature of these methods is the short or insufficient rigidity of digging process advance support, need face to have certain self-stable ability, if face self-stable ability is not enough, need to reinforce face stratum, namely the duration is increased, increase cost again, construction quality is also difficult to ensure simultaneously, often cave-in accident occurs.Therefore conventional excavating construction method seldom adopts in the weak especially area of southern country rock at present.These method work progresss need first to excavate soil body supporting more simultaneously, even if therefore take various ancillary method, still have that surface settlement is large, security risk is high, be difficult to meet the problem such as upper pipeline and Important building composition deformation, even cannot boring construction for the precipitation area in hardship.The working space of existing tunneling engineering method is narrow simultaneously, is not suitable for adopting mechanical execution, and it is large that work progress relies on operator's experience composition, and therefore work progress often has some casualties and burst accident generation.
As from the foregoing, be necessary to provide a kind of underground construction excavating construction method and underground station, it can be applicable to any soft stratum, especially can control settlement well in the soft stratum shallow at buried depth, span is large, groundwater table is high, and there is the advantage that work progress degree of safety is high, mechanization degree is high.
Summary of the invention
Goal of the invention of the present invention there are provided one and can be applicable to any soft stratum, especially can control settlement well in the soft stratum shallow at buried depth, span is large, groundwater table is high, and there is the underground construction excavating construction method and underground station that work progress degree of safety is high, mechanization degree is high.
According to an aspect of the present invention, provide the underground construction excavating construction method under a kind of, the weak condition of country rock shallow for buried depth, comprising:
In working pit outside underground construction along the periphery of the top of described underground engineering structure and dual-side longitudinal some evenly distributed, mutual occlusions of jacking and the steel pipe of peripheral solder wing plate;
Excavate the soil body in steel pipe and within the scope of adjacent steel pipe wing plate institute bag in jack-in process in time, and adopt connector by adjacent steel pipe lateral connection;
Close the two ends of steel pipe two ends and adjacent steel pipe wing plate institute bag scope, and to placing of concrete within the scope of steel pipe and adjacent steel pipe wing plate institute bag, make the steel pipe of occlusion mutually form overall stressed board wall, namely advanced mould builds preliminary bracing;
Step excavation underground construction inside subject structure central sill, the post corresponding position soil body, and after soil excavation, perform beam, the rod structure of agent structure in time; And with performing each laminate of agent structure, wall construction while soil excavation.
Wherein, described step excavation underground construction inside subject structure central sill, the post corresponding position soil body, and after soil excavation, perform beam, the rod structure of agent structure in time; And with performing each laminate of agent structure, wall construction while soil excavation, specifically comprise:
First longitudinally excavation first time pilot tunnel at the position of agent structure one foundation beam, and splash guard and bottom girder apply bottom girder in first time pilot tunnel under;
Above first time pilot tunnel and the first little foundation ditch longitudinally excavate in the top longeron position corresponding with described bottom girder, and in the first little foundation ditch, apply top longeron waterproof top sheet and push up longeron; And
First hole at center pillar place above first time pilot tunnel is excavated between first time pilot tunnel and the first little foundation ditch; And in the first hole, apply the first column connecting described bottom girder and described top longeron;
Other one or more groups bottom girders, column, top longitudinal beam structure in agent structure is performed by same order;
After treating the construction of the many groups bottom girder in agent structure, column, top longeron, the above soil body of plate in longitudinal divisions excavation station hall layer, and perform the reinforced concrete structure of middle longeron, middle plate;
After middle longeron, middle plate reach 80% of design strength, in excavation across the soil body to bottom described underground construction, in performing across base plate waterproofing and in building across underplate concrete;
Until in reach design strength 80% across underplate concrete after, bottom the longitudinal divisions excavation end bay soil body to described underground construction, every segment length is not more than end bay span, performs end bay base plate waterproofing and builds end bay underplate concrete.After base plate reaches 80% of design strength, longitudinally bottom excavation next section of end bay soil body to described underground construction, perform end bay base plate waterproofing and build end bay underplate concrete.
Preferably, the agent structure of described underground construction comprises two groups of bottom girders, column, top longitudinal beam structure, and other group of bottom girder described, column, top longeron apply respectively after excavation second time pilot tunnel, the second hole and the second little foundation ditch; Wherein,
Column between top longeron in bottom girder in second time pilot tunnel and the second little foundation ditch is the second column;
Performed top longeron respectively in the first little foundation ditch and the second little foundation ditch after, the soil body between the first little foundation ditch and the second little foundation ditch is excavated the first little foundation ditch is communicated with the second little foundation ditch, and across top board in applying.
Wherein, first time pilot tunnel and second time pilot tunnel carry out supporting by grid and sprayed mortar, and
The side wall of the first little foundation ditch and the second little foundation ditch and base plate all adopt grid and sprayed mortar to carry out supporting.
Wherein, described every root steel pipe is equipped with preformed hole, adjacent steel pipe lateral connection is specially by the described connector that utilizes:
In a described steel pipe, the preformed hole of described connector from this steel pipe is passed, and penetrate the preformed hole of adjacent steel pipe, and at the two ends of described connector, strengthening stud is installed, wherein,
Described connector is bar dowel or crab-bolt.
Further, in described excavation across the soil body in process bottom described underground construction, to excavate in a part after across the soil body, the interim bracket set up below described middle plate for supporting described middle plate supports,
Described interim bracket supports and is fixed on described advanced mould and builds on the steel pipe of preliminary bracing.
Preferably, the two ends of described steel pipe two ends and adjacent steel pipe wing plate institute bag scope utilize plugging plate to close; And
Within the scope of steel pipe and adjacent steel pipe wing plate institute bag, placing of concrete is specially:
Insert concrete casting pipe in one end of steel pipe and adjacent steel pipe wing plate institute bag scope, the other end inserts stack, and by described irrigation pipe to placing of concrete within the scope of steel pipe and adjacent steel pipe wing plate institute bag.
According to a further aspect in the invention, additionally provide a kind of underground station, comprise the both walls of top board, base plate and station hall layer, the both walls of described top board, station hall layer and base plate surround the main support of described underground station, described underground station also comprises steel pipe support bracket, middle plate, the first steel pipe post and the second steel pipe post, wherein
Described top board is provided with the first top longeron and the second top longeron, and described base plate is provided with the first bottom girder and the second bottom girder, and the first steel pipe post is arranged between the first top longeron and the first bottom girder; Second steel pipe post is arranged between the second top longeron and the second bottom girder;
The both walls of station hall layer is respectively equipped with middle longeron, and middle plate is arranged between the middle longeron of both walls;
Described steel pipe support bracket is arranged at the periphery of described main support.
Further, also waterproofing course is provided with between described steel pipe support bracket and main support.
Wherein, described steel pipe support bracket by equal, the mutual occlusion of some spacing and the steel pipe of peripheral solder wing plate form, described adjacent steel pipe wing plate institute bag scope forms enclosure space, interior concrete perfusion in described steel pipe and adjacent steel pipe wing plate institute bag.
As from the foregoing, the construction method in the present invention, before soil excavation, is first carried out advanced mould and is built preliminary bracing.Build preliminary bracing due to advanced mould to support whole boring construction work plane, to soil body intensity no requirement (NR) own and digging process over the ground face ring little, even if be in the soft stratum of the mal-conditions such as buried depth is shallow, span is large, groundwater table is high, adopt excavating construction method of the present invention still smooth construction also well can control surface settlement.Therefore the present invention has the advantage that surface settlement is little, work progress degree of safety is high, mechanization degree is high.
Accompanying drawing explanation
In order to be illustrated more clearly in the embodiment of the present invention or technical scheme of the prior art, be briefly described to the accompanying drawing used required in embodiment or description of the prior art below.Apparently, the accompanying drawing in below describing is only some embodiments of the present invention, for those of ordinary skills, can also obtain other embodiment and accompanying drawing thereof according to these accompanying drawing illustrated embodiments.
Fig. 1 shows the flow chart of steps of underground construction excavating construction method in the present invention;
Fig. 2 shows the sectional view of the steel pipe of occlusion mutually in the present invention;
Fig. 3 shows bottom girder, the first column, top longeron have been constructed rear structural representation;
Across the structural representation after top board construction during Fig. 4 shows;
Across the structural representation after construction of bottom plates during Fig. 5 shows;
Fig. 6 show end bay underplate concrete build after structural representation;
Fig. 7 shows the structural representation of underground station;
Fig. 8 shows the sectional view of the steel pipe of occlusion mutually in steel pipe support bracket.
Detailed description of the invention
For making object of the present invention, technical scheme and advantage clearly understand, enumerate preferred embodiment referring to accompanying drawing, the present invention is described in more detail.But it should be noted that, the many details listed in manual are only used to make reader to have a thorough understanding, even if do not have these specific details also can realize these aspects of the present invention to one or more aspect of the present invention.
Fig. 1 shows the flow chart of steps of underground construction excavating construction method in the present invention, as shown in Figure 1, comprises the following steps:
S101: along peripheral some evenly distributed, the mutual occlusions of longitudinal jacking of the top of underground engineering structure and dual-side and the steel pipe of peripheral solder wing plate in the working pit outside underground construction, the wing plate between adjacent steel pipe makes the space between adjacent steel pipe realize closing.
Fig. 2 shows the sectional view of the steel pipe of occlusion mutually in the present invention.As shown in Figure 2, in the present invention, the left and right sides of steel pipe 1 is welded with the diameter that two blocks of wing plates, 11, two blocks of wing plates 11 distance about steel pipe transverse axisymmetrical and is between the two less than steel pipe respectively, and the wing plate 11 of the left and right sides is symmetrical about steel pipe longitudinal axis.
Meanwhile, be also welded with between the two blocks of wing plates 11 being also welded with channel-section steel 12, opposite side between the side of steel pipe 1, two blocks of wing plates 11 " T " type clamping device 13.Breach is had in the middle of bottom channel-section steel 12, " T " upper end width of type clamping device 13 is greater than the width of the breach of channel-section steel 12.
When after the jacking of a steel pipe 1, another root steel pipe " T " type clamping device 13 penetrates jacking after in channel-section steel 12 by the breach of the channel-section steel 12 of jacking steel pipe, thus realizes the occlusion between adjacent steel pipe.。Wing plate 11 between adjacent steel pipe overlaps mutually, thus makes the space-closed between adjacent steel pipe.
In the present invention, steel pipe 1 adopts pipe jacking method, will control direction during steel pipe 1 jacking construction well, must not deflect.Preferably, parallel jacking and spacing is equal between adjacent steel pipe 1 in the present invention, the length of its spacing is determined by construction requirement.The diameter of steel tube used in the present embodiment is 0.8 ~ 1.0m.
S102: excavate the soil body in steel pipe and within the scope of adjacent steel pipe wing plate 11 bags in jack-in process in time, and utilize connector by adjacent steel pipe lateral connection.
Each steel pipe 1 in the embodiment of the present invention all has some preformed hole (not shown)s.Utilize connector 14 to be specially by adjacent steel pipe lateral connection: to be passed by the preformed hole of connector 14 by this steel pipe in a steel pipe, and penetrate the preformed hole of adjacent steel pipe, and at the two ends of connector, strengthening stud is installed, thus by adjacent two fastener for connection.In the embodiment of the present invention, connector 14 is bar dowel or crab-bolt.
S103: the two ends closing steel pipe two ends and adjacent steel pipe wing plate 11 bag scopes, and to concreting within the scope of steel pipe and adjacent steel pipe wing plate 11 bags, make the steel pipe of occlusion mutually form overall stressed board wall, namely form advanced mould and build preliminary bracing.
After adjacent steel pipe 1 connects successively, plugging plate is utilized to close the two ends of steel pipe and adjacent steel pipe wing plate 11 bag scopes.After steel pipe and adjacent steel pipe wing plate 11 bag scopes are closed, at one end insert concrete casting pipe, the other end inserts stack, and by irrigation pipe to placing of concrete within the scope of steel pipe and adjacent steel pipe wing plate 11 bags, make independently steel pipe form overall stressed board wall, namely advanced mould builds preliminary bracing.
S104: build after preliminary bracing reaches design strength until advanced mould, the agent structure central sill of step excavation underground construction inside, the soil body of post corresponding position, and the beam, the rod structure that perform in time after soil excavation in agent structure, to form the support to preliminary bracing; And with applying each laminate, the wall construction of agent structure while soil excavation, complete underground construction boring construction.
Wherein, the agent structure central sill of step excavation underground construction inside, the soil body of post corresponding position, and after soil excavation, perform beam, the rod structure in agent structure in time, to form the support to preliminary bracing; And with applying each laminate, the wall construction of agent structure while soil excavation, comprise following concrete steps:
The first step, at position longitudinally excavation first time pilot tunnel 2 that a foundation longeron of agent structure is corresponding, afterwards on bottom girder top and the first little foundation ditch 3 longitudinally excavate in the top longeron position corresponding with described bottom girder, and between first time pilot tunnel 2 and the first little foundation ditch 3 first hole at center pillar place above excavation first time pilot tunnel 2.In first time pilot tunnel 2 of described excavation, apply splash guard 4 and bottom girder 5 under bottom girder, in the first hole, apply the first column 6, and in described first little foundation ditch 3, apply top longeron waterproof top sheet and top longeron 7.Fig. 3 shows bottom girder, the first column, top longeron have been constructed rear structural representation.
After the foundation longeron in agent structure, the first column 6, top longeron 7 have been constructed, one or more groups beam, rod structure are performed by same order.
Preferably, the agent structure in the present invention comprises two groups of beams, rod structures.Wherein, another group beam, rod structure by second hole at center pillar place above excavation second time pilot tunnel, the second little foundation ditch and second time pilot tunnel to apply bottom girder, top longeron 7 and the second column respectively.
In the embodiment of the present invention, first time pilot tunnel 2 and second time pilot tunnel utilize benching tunnelling method longitudinal divisions to excavate, and excavation after first time pilot tunnel 2 and second time pilot tunnel carry out preliminary bracing by grid and sprayed mortar.Preferably, Preserved node plate on first grid of first time pilot tunnel 2 and second time pilot tunnel, is convenient to back cover grid between follow-up pilot tunnel and connects.
The side wall of the first little foundation ditch and the second little foundation ditch and base plate adopt grid and sprayed mortar to carry out preliminary bracing, and grids top and advanced mould build the steel-pipe welding of preliminary bracing.
Further, excavate the soil body between the first little foundation ditch 3 and the second little foundation ditch, and between longeron top, the top longeron 7 in longeron top, the top longeron 75 and the second little foundation ditch of the first little foundation ditch 3, pour into steel concrete, make two push up longerons 7 connect to be formed in across top board 8.Across the structural representation after top board construction during Fig. 4 shows.
Second step: the above soil body of plate in longitudinal divisions excavation station hall layer, and perform the reinforced concrete structure of middle longeron 9, middle plate 10.
3rd step: after middle longeron 9, middle plate 10 reach 80% of design strength, across bottom the soil body to underground construction in excavation, in performing across base plate waterproofing and in building across underplate concrete 11.Across the structural representation after construction of bottom plates during Fig. 5 shows.
Preferably, in described excavation across the soil body in process bottom described underground construction, to excavate in a part after across the soil body, setting up below middle plate and support 12, to improve the safety of construction for the interim bracket of plate in supporting.Wherein, interim bracket supports and is fixed on advanced mould and builds on the steel pipe of preliminary bracing.
4th step: until in reach design strength 80% across underplate concrete after, bottom the longitudinal divisions excavation end bay soil body to underground construction, and the length of every section of end bay soil body is not more than end bay span, after bottom end bay soil excavation to underground construction, performs end bay base plate waterproofing and build end bay underplate concrete.
In the embodiment of the present invention, after the design strength of every section of end bay underplate concrete reaches 80%, next section of end bay soil body can be excavated and perform end bay base plate waterproofing and build end bay underplate concrete 13.Fig. 6 show end bay underplate concrete build after structural representation.
5th step: apply station hall layer residue side wall and waterproof roofing layer, build side wall and top board remaining structure.
S105: reach after design strength until agent structure, underground engineering construction is complete.
From such scheme, the construction method in the present invention, before soil excavation, is first carried out advanced mould and is built preliminary bracing.It is the stressed board wall of entirety that the gap concrete perfusion in the steel pipe of mutually occlusion and between steel pipe is formed that advanced mould builds preliminary bracing.Build preliminary bracing due to the advanced mould in the present invention to support whole boring construction work plane, to soil body intensity no requirement (NR) own and digging process over the ground face ring little, even if be in the soft stratum of the mal-conditions such as buried depth is shallow, span is large, groundwater table is high, adopt excavating construction method of the present invention still smooth construction also well can control surface settlement.Therefore the present invention has the advantage that surface settlement is little, work progress degree of safety is high, mechanization degree is high.
According to a further aspect in the invention, a kind of underground station is additionally provided.Fig. 7 shows the structural representation of underground station.As shown in Figure 7, underground station comprises the both walls 707 of steel pipe support bracket 701, top board 702, middle plate 703, base plate 704, first steel pipe post 705, second steel pipe post 706 and station hall layer, wherein,
Steel pipe support bracket 701 comprises the steel pipe 801 of occlusion mutually.Fig. 8 shows the sectional view of the steel pipe of occlusion mutually in steel pipe support bracket.As shown in Figure 8, the left and right sides of steel pipe 801 is welded with the diameter that two blocks of wing plates, 802, two blocks of wing plates 802 distance about steel pipe transverse axisymmetrical and is between the two less than steel pipe respectively, and the wing plate 802 of the left and right sides is symmetrical about steel pipe longitudinal axis.Wing plate 802 between adjacent steel pipe 801 overlaps mutually, makes the space-closed between adjacent steel pipe.
Meanwhile, T-shape clamping device 804 is also welded with between the two blocks of wing plates 802 being also welded with channel-section steel 803, opposite side between the side of steel pipe 801, two blocks of wing plates 802.The upper end width of T-shape clamping device 804 is greater than the width of the breach of channel-section steel 803.
Further, each steel pipe 801 also has some preformed hole (not shown)s.Realize lateral connection by penetrating connector 805 in preformed hole between adjacent steel pipe, wherein, strengthening stud is installed at the two ends of connector 805.In the embodiment of the present invention, connector 805 is bar dowel or crab-bolt.
The both walls 707 of top board 702, station hall layer and base plate 704 surround the main support of underground station;
Top board 702 is provided with the first top longeron 708 and the second top longeron 709, and base plate 704 is provided with the first bottom girder 710 and the second bottom girder 711, first steel pipe post 705 is arranged between the first top longeron 708 and the first bottom girder 710; Second steel pipe post 706 is arranged between the second top longeron 709 and the second bottom girder 711;
The both walls 707 of station hall layer is respectively equipped with middle longeron 712, and middle plate 703 is arranged between the middle longeron 712 of both walls 707.
Steel pipe support bracket 701 is arranged at the periphery of main support, for providing supporting for during the boring construction of underground station.
Further, waterproofing course (not shown) is provided with between steel pipe support bracket 701 and main support.Wherein, described waterproofing course comprises top board 702 waterproofing course between top board 702 and steel pipe support bracket 701, base plate 704 waterproofing course on the downside of base plate 704 and the side wall waterproofing course between station hall layer both walls 707 and steel pipe support bracket 701.
The foregoing is only preferred embodiment of the present invention, not for limiting the scope of the invention.Within the spirit and principles in the present invention all, any amendment done, equivalent replacement and improvement etc., all should be included within protection scope of the present invention.
Claims (6)
1. a underground construction excavating construction method, comprising:
In working pit outside underground construction along the periphery of the top of described underground engineering structure and dual-side longitudinal some evenly distributed, mutual occlusions of jacking and the steel pipe of peripheral solder wing plate;
Excavate the soil body in steel pipe and within the scope of adjacent steel pipe wing plate institute bag in jack-in process in time, and adopt connector by adjacent steel pipe lateral connection;
Close the two ends of steel pipe two ends and adjacent steel pipe wing plate institute bag scope, and to placing of concrete within the scope of steel pipe and adjacent steel pipe wing plate institute bag, make the steel pipe of occlusion mutually form overall stressed board wall, namely advanced mould builds preliminary bracing;
Build after preliminary bracing reaches design strength until advanced mould, first longitudinal excavation first time pilot tunnel at the position of agent structure one foundation beam, and splash guard and bottom girder apply bottom girder in first time pilot tunnel under;
Above first time pilot tunnel and the first little foundation ditch longitudinally excavate in the top longeron position corresponding with described bottom girder, and in the first little foundation ditch, apply top longeron waterproof top sheet and push up longeron; And
First hole at center pillar place above first time pilot tunnel is excavated between first time pilot tunnel and the first little foundation ditch; And in the first hole, apply the first column connecting described bottom girder and described top longeron;
Other one or more groups bottom girders, column, top longitudinal beam structure in agent structure is performed by same order;
After treating the construction of the many groups bottom girder in agent structure, column, top longeron, the above soil body of plate in longitudinal divisions excavation station hall layer, and perform the reinforced concrete structure of middle longeron, middle plate;
After middle longeron, middle plate reach 80% of design strength, in excavation across the soil body to bottom described underground construction, in performing across base plate waterproofing and in building across underplate concrete;
Until in reach design strength 80% across underplate concrete after, bottom the longitudinal divisions excavation end bay soil body to described underground construction, every segment length is not more than end bay span, performs end bay base plate waterproofing and builds end bay underplate concrete; After end bay underplate concrete reaches 80% of design strength, longitudinally bottom excavation next section of end bay soil body to described underground construction, perform end bay base plate waterproofing and build end bay underplate concrete.
2. construction method according to claim 1, wherein, the agent structure of described underground construction comprises two groups of bottom girders, column, top longitudinal beam structure, and other group of bottom girder, column, top longeron apply respectively after excavation second time pilot tunnel, the second hole and the second little foundation ditch; Wherein,
Column between top longeron in bottom girder in second time pilot tunnel and the second little foundation ditch is the second column;
Performed top longeron respectively in the first little foundation ditch and the second little foundation ditch after, the soil body between the first little foundation ditch and the second little foundation ditch is excavated the first little foundation ditch is communicated with the second little foundation ditch, and across top board in applying.
3. construction method according to claim 2, wherein, first time pilot tunnel and second time pilot tunnel carry out supporting by grid and sprayed mortar, and
The side wall of the first little foundation ditch and the second little foundation ditch and base plate all adopt grid and sprayed mortar to carry out supporting.
4. construction method according to claim 1, wherein, every root steel pipe is equipped with preformed hole, adjacent steel pipe lateral connection is specially by described employing connector:
In a steel pipe, the preformed hole of described connector from this steel pipe is passed, and penetrate the preformed hole of adjacent steel pipe, and at the two ends of described connector, strengthening stud is installed, wherein,
Described connector is bar dowel or crab-bolt.
5. construction method according to claim 1, wherein, in described excavation across the soil body in process bottom described underground construction, to excavate in a part after across the soil body, the interim bracket set up below described middle plate for supporting described middle plate supports,
Described interim bracket supports and is fixed on described advanced mould and builds on the steel pipe of preliminary bracing.
6. construction method according to claim 1, wherein, the two ends of described steel pipe two ends and adjacent steel pipe wing plate institute bag scope utilize plugging plate to close; And
Within the scope of steel pipe and adjacent steel pipe wing plate institute bag, placing of concrete is specially:
Insert concrete casting pipe in one end of steel pipe and adjacent steel pipe wing plate institute bag scope, the other end inserts stack, and by described irrigation pipe to placing of concrete within the scope of steel pipe and adjacent steel pipe wing plate institute bag.
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| CN104863597B (en) * | 2015-05-27 | 2018-03-02 | 北京市市政工程设计研究总院有限公司 | A kind of construction method transverse direction hole lid method in shallow buried covered excavation Large Underground space |
| CN104963705B (en) * | 2015-07-20 | 2017-10-27 | 上海市机械施工集团有限公司 | A kind of underground space tunneling construction method |
| CN107100653A (en) * | 2017-05-23 | 2017-08-29 | 中铁四局集团第五工程有限公司 | A kind of flat top wall pipe curtain structure builds the construction method of super Shallow Covered Metro Station |
| CN108930544A (en) * | 2018-07-27 | 2018-12-04 | 中铁十四局集团有限公司 | A kind of broken ground underground large space method of construction |
| CN111287759B (en) * | 2020-02-12 | 2021-08-24 | 中铁五局集团有限公司 | Shallow-buried close-connection underground excavation tunnel construction method |
| CN113279787B (en) * | 2021-05-24 | 2024-05-14 | 苏州大学 | Construction method for constructing pipe curtain supporting structure of ultra-shallow buried large-section underground excavation subway station |
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