CN109779640A - A kind of shield launching portal breaking construction method - Google Patents

A kind of shield launching portal breaking construction method Download PDF

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Publication number
CN109779640A
CN109779640A CN201910133114.6A CN201910133114A CN109779640A CN 109779640 A CN109779640 A CN 109779640A CN 201910133114 A CN201910133114 A CN 201910133114A CN 109779640 A CN109779640 A CN 109779640A
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CN
China
Prior art keywords
portal
diaphram
soil
abolished
shield
Prior art date
Application number
CN201910133114.6A
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Chinese (zh)
Inventor
黎忠
赵鸿鹏
刘道炎
刘聪
杨秀兵
徐代明
徐赞
郝洋
胡洋
郑杨泉
江永
李才富
李志军
李宇江
刘俊生
杨志永
许维青
翟志国
古艳旗
董志伟
Original Assignee
中铁隧道集团二处有限公司
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by 中铁隧道集团二处有限公司 filed Critical 中铁隧道集团二处有限公司
Priority to CN201910133114.6A priority Critical patent/CN109779640A/en
Publication of CN109779640A publication Critical patent/CN109779640A/en

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Abstract

The present invention discloses a kind of shield launching portal breaking construction method, comprising the following steps: S1: carrying out pre-reinforcement to the soil body of portal end to form stabilization zone;S2: diaphram wall is poured at portal;S3: it cuts off diaphram wall and carries on the back native side reinforcing bar;S4: diaphram wall concrete is abolished;S5: it cuts off main body diaphram wall and meets native side reinforcing bar;S7: shield is originated by the hole of abolishing of diaphram wall into hole.Above-mentioned technical proposal have the beneficial effect that the diaphram wall of setting avoid when portal is abolished because consolidation effect it is bad caused by underground water leakage, prominent mud water burst and the danger for causing foundation pit and shield machine to be submerged;Also make the consolidation effect of portal good, avoid portal soil body collapsing and casualties, while avoiding the soil body and falling into front of cutterhead, increases cumbersome cleaning work;In addition, it is thus also avoided that portal abolish after because caused by consolidation effect is bad top collapse, surface collapse has significant safety benefit and economic benefit compared with the prior art.

Description

A kind of shield launching portal breaking construction method
Technical field
The present invention relates to Shield Construction Technique fields, and in particular to a kind of shield launching portal breaking construction method.
Background technique
Shield-tunneling construction in the prior art has had over one hundred year history in world's every country, and China draws in the 50's Enter this technology, with the raising of China's economic sustained and rapid development and the level of urbanization, tunnel and underground space development obtain fast Exhibition is hailed, therefore, has great value and significance to the technical research of shield tunnel design, construction.Shield machine originate into When hole, portal driving is in non-matted state, and the non-matted state duration is longer.If treatment measures are improper, soil is had Body mud pours in active well or portal collapses, the danger of foundation pit collapse.
What shield launching portal was abolished at present is commonly designed method are as follows: shield launching end reinforces, using high-pressure rotary-spray Stake, surface grout injection, freezing soil mass consolidation manually abolish portal reinforced concrete fender, then carry out shield launching.Briefly Construction way are as follows: 1. preparation of construction → 2. rotary churning pile machine in place, adjustment drilling machine verticality → 3. booting drilling to design hole depth → 4. opening compressed air, the rotation whitewashing of pressure water → 5. is promoted to the portal of stake top absolute altitude → 6. and abolishes.Shield launching portal is abolished Using high-pressure rotary jet grouting pile soil stabilization, mainly there are two purposes for the setting of high-pressure rotary jet grouting pile soil stabilization:
1, it improves and originates a section soil strength, prevent the portal soil body from collapsing;
2, when portal is abolished, playing is prevented in seepage action of ground water to foundation pit.
The above method is during project implementation, due to by reinforcing body soil property type, construction technology, underground utilities point The factors such as cloth, level of ground water influence, and construction quality is undesirable.
Summary of the invention
For the defects in the prior art, the present invention provides a kind of shield launching portal breaking construction method, improves and applies The safety of work, ensure that construction quality.
A kind of shield launching portal breaking construction method provided by the invention is suitable for cohesive soil stratum, comprising the following steps:
S1: pre-reinforcement is carried out to form stabilization zone to the soil body of portal end;
S2: diaphram wall is poured at portal;
S3: diaphram wall concrete is abolished;
S4: shield is originated by the hole of abolishing of diaphram wall into hole.
Above-mentioned technical proposal has the beneficial effect that the diaphram wall of setting avoids when portal is abolished because of consolidation effect not It is good to cause underground water leakage, prominent mud water burst and the danger for causing foundation pit and shield machine to be submerged;Imitate the reinforcing of portal Fruit is good, avoids the portal soil body and collapses and casualties, while avoiding the soil body and falling into front of cutterhead, increases cumbersome clear Science and engineering is made;In addition, it is thus also avoided that portal abolish after because consolidation effect it is bad caused by top collapse, surface collapse, relatively use the soil body Portal is abolished in reinforcing significant safety benefit and economic benefit.
Further, the operation of pre-reinforcement includes: to carry out whitewashing reinforcing to the soil body using high-pressure rotary jet grouting pile in the step S1. Preliminary to portal progress to shape and reinforce, the construction for subsequent diaphram wall provides advantage.
Further, the step S2 specifically comprises the following steps:
S21: construction of guide wall;
S22: grooving;
S23: conduit is installed in slot;
S24: casting concrete.
It is described lead wall be build diaphram wall previous step, it is described lead wall can for diaphram wall trend and Construction location is guided and is limited, and enables diaphram wall to move towards arrangement according to predetermined, so that diaphram wall Maximum efficiency can be played.
Further, it is the square of 6.0m that the range of the stabilization zone, which is by center side length of portal, the stabilization zone Length is 9m.Integral reinforcing is carried out with the end of portal, enables portal that there is sufficiently high intensity.
Further, the step S3 specifically includes the following steps:
S31: cutting off the reinforcing bar of lower half portion on the outside of the diaphram wall, then cuts off outside reinforcing bar to diaphram wall Part successively abolished from top to bottom, while carrying out dregs cleaning work.Percolating water and the hole on surface are abolished by observing Mouthful deformation confirms that carrying out ground-connecting-wall in order after safety cuts.Reinforcing bar cutting thoroughly will guarantee the enough shields of portal diameter Machine passes through.
S32: after the concrete of diaphram wall lower half portion, which is abolished, to clean out, to diaphram wall seam areas into Row detection, it is ensured that not after the harm of Sand, continuously remaining top half wall is abolished to underground, and retains steel Muscle is made provision against emergencies when having Sand generation, reinforcing bar can be used as it is last protect together, to reduce risk.
S33: remaining reinforcing bar is cut off after dregs is cleaned out.It should be all clear by the steel bar end of portal border It removes, to prevent blocking cutterhead when shield driving.
Layering is carried out to diaphram wall and abolishes the safety for being more conducive to constructing, infiltration is occurring or portal occurs Can be corresponding at the first time when deformation, and since the scale of construction disposably abolished is smaller, leak stopping has higher success rate.Connect by underground When continuous wall is abolished completely to reserve the work hole of shield machine, the part of not abolishing of diaphram wall can be effective to portal progress Support so that shield machine enter initial position completely by diaphram wall constitute concrete structures coat, greatly Reduce a possibility that soil buries shield machine.
Further, the both ends of the diaphram wall are extended outwardly 1m by the avris of the portal.Diaphram wall to The both ends of portal extend so that diaphram wall and the soil body have bigger contact area, so that diaphram wall can be more Add the end that portal is firmly fixed.
Further, when progress step S3 encounters underground crevice water, 3m long grouting pipe grouting for water plugging is set in portal, and Collecting gutter and catch pit are set in active well, while carrying out pump drainage water.The collecting gutter and catch pit can be temporarily to spillings Water is stored, and active well is avoided to be made to be capable of forming dynamic in collecting gutter and catch pit by the pump drainage water for flooding, and carrying out in time Water storage, and then the water-holding capacity of collecting gutter and catch pit is increased, in addition, grouting pipe being capable of the leak stopping from source.
Detailed description of the invention
It, below will be to specific in order to illustrate more clearly of the specific embodiment of the invention or technical solution in the prior art Embodiment or attached drawing needed to be used in the description of the prior art are briefly described.In all the appended drawings, similar element Or part is generally identified by similar appended drawing reference.In attached drawing, each element or part might not be drawn according to actual ratio.
Fig. 1 is the schematic diagram of the embodiment of the present invention.
Specific embodiment
It is described in detail below in conjunction with embodiment of the attached drawing to technical solution of the present invention.Following embodiment is only used for Clearly illustrate technical solution of the present invention, therefore be only used as example, and cannot be used as a limitation and limit protection model of the invention It encloses.
It should be noted that unless otherwise indicated, technical term or scientific term used in this application should be this hair The ordinary meaning that bright one of ordinary skill in the art are understood.
In the description of the present application, it is to be understood that term " center ", " longitudinal direction ", " transverse direction ", " length ", " width ", " thickness ", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outside", " up time The orientation or positional relationship of the instructions such as needle ", " counterclockwise ", " axial direction ", " radial direction ", " circumferential direction " be orientation based on the figure or Positional relationship is merely for convenience of description of the present invention and simplification of the description, rather than the device or element of indication or suggestion meaning must There must be specific orientation, be constructed and operated in a specific orientation, therefore be not considered as limiting the invention.
In this application unless specifically defined or limited otherwise, term " installation ", " connected ", " connection ", " fixation " etc. Term shall be understood in a broad sense, for example, it may be being fixedly connected, may be a detachable connection, or integral;It can be mechanical connect It connects, is also possible to be electrically connected;It can be directly connected, can also can be in two elements indirectly connected through an intermediary The interaction relationship of the connection in portion or two elements.It for the ordinary skill in the art, can be according to specific feelings Condition understands the concrete meaning of above-mentioned term in the present invention.
In this application unless specifically defined or limited otherwise, fisrt feature in the second feature " on " or " down " can be with It is that the first and second features directly contact or the first and second features pass through intermediary mediate contact.
Fig. 1 is the schematic diagram of the present embodiment;As shown in Figure 1, a kind of shield launching portal provided by the invention abolishes construction Method is suitable for cohesive soil stratum, comprising the following steps: S1: carrying out pre-reinforcement to the soil body of portal end to form stabilization zone; S2: diaphram wall is poured at portal;S3: diaphram wall concrete is abolished;S4: shield abolishes hole by diaphram wall Mouth is originated into hole.Since the soil property of cohesive soil stratum is softer, and underground water, compared with horn of plenty, the diaphram wall of setting avoids portal When abolishing because consolidation effect it is bad caused by underground water leakage, prominent mud water burst and the danger for causing foundation pit and shield machine to be submerged; Also make the consolidation effect of portal good, avoids portal soil body collapsing and casualties, while avoiding the soil body and falling into knife In front of disk, increase cumbersome cleaning work;In addition, it is thus also avoided that portal abolish after because consolidation effect it is bad caused by top collapse, Surface collapse has significant safety benefit and economic benefit compared with portal is abolished using soil stabilization.
The operation of pre-reinforcement includes: to carry out whitewashing reinforcing to the soil body using high-pressure rotary jet grouting pile in the step S1.To portal Progress is preliminary to be shaped and reinforced, and the construction for subsequent diaphram wall provides advantage.
The step S2 specifically comprises the following steps:
S21: construction of guide wall;The construction of guide wall includes the following steps:
1. surveying and locating: being made according to boundary of works area and lead wall shoveling position.
2. excavating guide channel: after surveying and locating, guide channel excavation should be carried out according to institute's setting-out Construction control line.
3. assembling reinforcement: the requirement to cover to reinforcement must be met when assembling reinforcement.
4. formwork erection and pouring concrete: after the completion of reinforcing bar binding, answering timely branching standing template.Guide wall form board uses combined steel and mould It is firm that the matched inner support of plate should be set up.
5. demoulding and propping: concrete strength reaches 70% rear collapsible die of design strength.It should be immediately after form removable Support 8cm × 8cm wood a tree, used in making timber for boats (three) in interior wall higher slice, prevent from leading wall inwardly squeezing, lumps of wood horizontal space 2m, between the upper and lower away from for 0.8m, quincuncial arrangement.
6. leading wall construction and technology measure
In terms of guaranteeing into the accuracy and vertical precision of groove location, the construction quality for leading wall has particularly important work With in order to ensure leading the stability of wall, leading wall depth and being no less than 150cm is principle.
S22: grooving;
The construction technology and equipment mainly used is as follows:
For diaphram wall with a thickness of 0.8m, slot section width is that each portal two sides respectively overlap 1m (i.e. overall width 8.8m), deep Degree is ground to portal bottom or less 2m, and using golden Thailand SG46 chute forming machine, chute forming machine is equipped with verticality display instrument and automatically Deviation correcting device.
1, the sequence of excavation of unit groove section
According to the width dimensions of each slot section, determines and excavate ordinal sum order, to the slot section of three sequence grooving, using first both sides Intermediate sequence afterwards.
When using grab bucket grooving, it is ensured that slot is vertical, is critical to ensure the stress equalization in soil of grabbing bucket, never grab bucket bucket The unilateral stress of tooth, according to this principle, the excavation sequence of unit groove section are as follows:
1. tripping a distance digs the second hole again after the single hole at first box cut section both ends, or the first hole of use digging Method makes to leave the partition wall not being mined between two holes, this can make grab bucket stress equalization when digging single hole, accomplishes effectively Ground correction, guarantees grooving verticality.
2. partition wall is dug after.Because the length of hole division wall, which is less than grab bucket, opens bucket length, grab bucket can entangle partition wall excavation, equally It can make stress equalization of grabbing bucket, effectively rectify a deviation, guarantee grooving verticality.
It is dug 3. being covered along flute length direction, it is several after single hole and hole division wall are all dug to projected depth, then along the set digging of flute length direction Bucket, the male and fomale(M&F) formed when single hole and partition wall are dug in grab bucket because the verticality of grab chute forming is different repair smooth, guarantee Slot section laterally has good linearity.
4. excavating slot bottom sediment while grab bucket is covered along flute length direction and dug, grab bucket is transferred in slot section projected depth and is dug Except slot bottom sediment.Since mud has certain specific gravity and viscosity, native slag settles in mud to be blocked, and sink to slot bottom and need one The section time, thus while directly excavating slot bottom sediment using the hydraulic grab of grooving operation, needs after at trough end certain time Just start.The method for removing slot bottom sediment is directly to excavate slot bottom sediment using the hydraulic grab of grooving operation.
S23: installation conduit;
S24: casting concrete.
More stringent requirements are proposed for the larger dense water to tremie rigidity and catheter interface of diaphram wall depth. The production of Q235 steel, the 250 concrete silk dentium iter of Φ by pressure resistance experiment and its mating hopper are used for this this engineering, are put Set the equipment such as beam.Conduit must pass through sealing detection at the scene, and qualified rear can be used by inspection, and catheter requirements connection is firm, Connector seal with elastometic washer, prevents leak.
Before pouring, it must ensure in funnel to be put into sealing ball;During placing concrete, pipe laying depth should be maintained at 2 ~6m, the height difference of the concrete surface at each conduit are not preferably greater than 0.3m, and when placing concrete should be by code requirement to concrete It is sampled, and is conserved in strict accordance with curing condition.
It is described lead wall be build diaphram wall previous step, it is described lead wall can for diaphram wall trend and Construction location is guided and is limited, and enables diaphram wall to move towards arrangement according to predetermined, so that diaphram wall Maximum efficiency can be played.
To take center side length as the square of 6.0m of portal, the length of the stabilization zone is the range of the stabilization zone 9m.Integral reinforcing is carried out with the end of portal, enables portal that there is sufficiently high intensity.
The step S3 specifically includes the following steps:
S31: cutting off the reinforcing bar of lower half portion on the outside of the diaphram wall, then cuts off outside reinforcing bar to diaphram wall Part successively abolished from top to bottom, while carrying out dregs cleaning work.Percolating water and the hole on surface are abolished by observing Mouthful deformation confirms that carrying out ground-connecting-wall in order after safety cuts.Ground-connecting-wall 50mm protective layer is broken first when cutting operation It removes.After being abolished to all protective layers, foundation pit side reinforcing bar is thoroughly cut off, then carries out cutting for wall.Protective layer It cuts work from top to bottom to complete, cutting off for reinforcing bar should be cut from bottom to top.Reinforcing bar cutting thoroughly will guarantee that portal diameter is enough Shield machine passes through.
S32: after the concrete of diaphram wall lower half portion, which is abolished, to clean out, to diaphram wall seam areas into Row detection, it is ensured that not after the harm of Sand, continuously remaining top half wall is abolished to underground, and retains steel Muscle is made provision against emergencies when having Sand generation, reinforcing bar can be used as it is last protect together, to reduce risk.
S33: remaining reinforcing bar is cut off after dregs is cleaned out.It should be all clear by the steel bar end of portal border It removes, to prevent blocking cutterhead when shield driving.
Layering is carried out to diaphram wall and abolishes the safety for being more conducive to constructing, infiltration is occurring or portal occurs Can be corresponding at the first time when deformation, and since the scale of construction disposably abolished is smaller, leak stopping has higher success rate.Connect by underground When continuous wall is abolished completely to reserve the work hole of shield machine, the part of not abolishing of diaphram wall can be effective to portal progress Support so that shield machine enter initial position completely by diaphram wall constitute concrete structures coat, greatly Reduce a possibility that soil buries shield machine.
The both ends of the diaphram wall are extended outwardly 1m by the avris of the portal.Diaphram wall to portal two End extends so that diaphram wall and the soil body have bigger contact area, so that diaphram wall can be stronger The end of fixed portal.
When progress step S3 encounters underground crevice water, 3m long grouting pipe grouting for water plugging is set in portal, and working Collecting gutter and catch pit is arranged in well, while carrying out pump drainage water.The collecting gutter and catch pit can temporarily the water to spilling carry out Storage, avoids active well from being made to be capable of forming dynamic water storage in collecting gutter and catch pit by the pump drainage water for flooding, and carrying out in time, And then the water-holding capacity of collecting gutter and catch pit is increased, in addition, grouting pipe being capable of the leak stopping from source.
In addition, before shield machine is tunneled, it is also necessary to set up the frame pipe (scaffold) of fixed shield machine in portal, take If it is required that as follows: the landing stage of scaffold is set up using Φ 48mm shelf pipe, and tunneling direction is provided with front two rows, two rows of foot hands Frame width 1m.Scaffold includes cross bar and upright bar, and upright bar sets double, every row 7 altogether, and the transfer of adjacent upright bar is 1.2 meters, cross bar 6 are set altogether along the up and down direction of portal, and first layer is away from 0.5 meter of base plate of foundation pit, second layer cross bar~layer 6 cross bar step pitch 1.2 Rice, cross bar rear portion are connect with cutterhead, and upright bar and cross bar set up after the completion in addition two Crossing braces of setting.Scaffold side must use Bearing diagonal is supportted in fact, and front and shield machine support are real.Scaffold building should do necessity with cutterhead and be reliably connected, it is ensured that scaffold jail Guan County is complete.
Operation platform completely spreads 5cm thickness walkway board, is fixed in horizontal support with iron wire.1.2m high is arranged around on platform to enclose Column, and hang safety guard net;The buckle of connection shelf pipe must twist securely.
Finally, it should be noted that the above embodiments are only used to illustrate the technical solution of the present invention., rather than its limitations;To the greatest extent Pipe present invention has been described in detail with reference to the aforementioned embodiments, those skilled in the art should understand that: its according to So be possible to modify the technical solutions described in the foregoing embodiments, or to some or all of the technical features into Row equivalent replacement;And these are modified or replaceed, various embodiments of the present invention technology that it does not separate the essence of the corresponding technical solution The range of scheme should all cover within the scope of the claims and the description of the invention.

Claims (7)

1. a kind of shield launching portal breaking construction method, which comprises the following steps:
S1: pre-reinforcement is carried out to form stabilization zone to the soil body of portal end;The pre-reinforcement includes using high-pressure rotary jet grouting pile pair The soil body carries out whitewashing reinforcing;
S2: diaphram wall is poured at portal;The both ends of the diaphragm wall are embedded in the soil body of the portal two sides;
S3: diaphram wall concrete is abolished;
S4: shield is originated by the hole of abolishing of diaphram wall into hole.
2. a kind of shield launching portal breaking construction method according to claim 1, which is characterized in that in the step S1 The operation of pre-reinforcement includes: to carry out whitewashing reinforcing to the soil body using high-pressure rotary jet grouting pile.
3. a kind of shield launching portal breaking construction method according to claim 1, which is characterized in that the step S2 tool Body includes the following steps:
S21: construction of guide wall;
S22: along leading wall grooving;
S23: conduit is installed in slot;
S24: casting concrete.
4. a kind of shield launching portal breaking construction method according to claim 1, which is characterized in that the stabilization zone For range to take center side length as the square of 6.0m of portal, the length of the stabilization zone is 9m.
5. a kind of shield launching portal breaking construction method according to claim 1, which is characterized in that the step S3 tool Body the following steps are included:
S31: cutting off the reinforcing bar of lower half portion on the outside of the diaphram wall, and the portion of outside reinforcing bar is then cut off to diaphram wall Divide and successively abolished from top to bottom, while carrying out dregs cleaning work;
S32: after the concrete of diaphram wall lower half portion, which is abolished, to clean out, diaphram wall seam areas is visited It surveys, it is ensured that not after the harm of Sand, to underground, continuously remaining top half wall is abolished, and retains reinforcing bar;
S33: remaining reinforcing bar is cut off after dregs is cleaned out.
6. a kind of shield launching portal breaking construction method according to claim 1, which is characterized in that the underground is continuous The both ends of wall are extended outwardly 1m by the avris of the portal.
7. a kind of shield launching portal breaking construction method according to claim 1 or 5, which is characterized in that when being walked When rapid S3 encounters underground crevice water, 3m long grouting pipe grouting for water plugging is set in portal, and collecting gutter sum aggregate is set in active well Puddle, while carrying out pump drainage water.
CN201910133114.6A 2019-02-22 2019-02-22 A kind of shield launching portal breaking construction method CN109779640A (en)

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Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP4094990B2 (en) * 2003-06-06 2008-06-04 Jfe建材株式会社 Slide gate device installed at the opening of a shaft and its construction method
CN101660419A (en) * 2008-08-27 2010-03-03 上海市机械施工有限公司 Construction method for putting tunnel shield into hole in special stratum
CN102146679A (en) * 2010-02-09 2011-08-10 中铁十一局集团有限公司 Construction method for complex geological section earth pressure balance shield passing middle air shaft
CN104912561A (en) * 2015-05-28 2015-09-16 中建一局集团第五建筑有限公司 Construction method of shield continuous shaft crossing under high-pressure-bearing water complicated stratum condition
CN205260038U (en) * 2016-01-05 2016-05-25 海南大学 Wall reinforced structure is freezed to shield tunnel end box
CN105822312A (en) * 2016-04-15 2016-08-03 西安建筑科技大学 Construction method for earth pressure balance shield construction pressure launching in subway tunnel engineering
CN107676097A (en) * 2017-08-27 2018-02-09 中铁十二局集团有限公司 A kind of high hydraulic pressure soft soil layer HFE composite shield originating methods

Patent Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP4094990B2 (en) * 2003-06-06 2008-06-04 Jfe建材株式会社 Slide gate device installed at the opening of a shaft and its construction method
CN101660419A (en) * 2008-08-27 2010-03-03 上海市机械施工有限公司 Construction method for putting tunnel shield into hole in special stratum
CN102146679A (en) * 2010-02-09 2011-08-10 中铁十一局集团有限公司 Construction method for complex geological section earth pressure balance shield passing middle air shaft
CN104912561A (en) * 2015-05-28 2015-09-16 中建一局集团第五建筑有限公司 Construction method of shield continuous shaft crossing under high-pressure-bearing water complicated stratum condition
CN205260038U (en) * 2016-01-05 2016-05-25 海南大学 Wall reinforced structure is freezed to shield tunnel end box
CN105822312A (en) * 2016-04-15 2016-08-03 西安建筑科技大学 Construction method for earth pressure balance shield construction pressure launching in subway tunnel engineering
CN107676097A (en) * 2017-08-27 2018-02-09 中铁十二局集团有限公司 A kind of high hydraulic pressure soft soil layer HFE composite shield originating methods

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